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HomeMy WebLinkAboutCUP 01-19; ARCO AM/PM AT TAMARACK; REVISED TRAFFIC ANALYSIS; 2002-04-02I I Darnell & ASSOCIATES, WC. TRANSPORTATION PLANNING & TRAFFIC ENGINEERING I I April 2, 2002 Mr. Phil Schanberger Tait & Associates, Inc. 9089 Clairemont Mesa Blvd, Suite 300 San Diego, CA 92123 D&A Ref, No.: 011202 Subject: Revised Traffic Analysis for Proposed ARCO Station Located at the Northeast Corner of I Tamarack Avenue and Jefferson Street in the City of Carlsbad. Dear Mr. Schanberger: Pursuant to your authorization, Daniel! & Associates, Inc., (D&A) has revised the January 10, 2002 traffic study for the proposed ARCO fueling station in Carlsbad. The analysis includes a review of I existing and existing plus project conditions at key intersections. The revised report incorporates the addition of a car wash and the reduction of the convenience market I from 3,600 square feet to 2,880 square feet. In addition, the revised report addresses comments received from the California Department of Transportation (Caltrans). A copy of the written responses to Caltrans March 20, 2002 comment letter can be found in Appendix C. I PROJECT DESCRIPTION The project consists of 12-fueling stations with a car wash and a 2,880 square foot convenience market. I The project is located on the northeast corner of Jefferson Street and Tamarack Avenue, west of Interstate 5 in the City of Carlsbad. Figure 1 provides a general vicinity map of the proposed location I and Figure 2 shows the project site plan. The project proposes access on Tamarack Avenue and Jefferson Street. Existing driveways on Tamarack Avenue and Jefferson Street are being modified as part of this project. The Tamarack Avenue access I will be a shared access with the adjacent restaurant. I EXISTING CONDITIONS Morning and afternoon peak hour traffic counts were conducted at area key intersections in the study area to include the following: I Tamarack Avenue/Jefferson Street; Tamarack Avenue/Interstate 5 Southbound Ramps; and Tamarack Avenue/Interstate 5 Northbound Ramps. 1446 FRONT STREET • SUITE 300 • SAN DIEGO, CA 92101 I PHONE: 619-233-9373 • FAX: 619-233-4034 E-mail: 8D492©aol.com T — — — — — — — — — — — — — — — — — — D arnell & ASSOCIATES, INC. FIGURE 1 VICINITY MAP 011202AA 01-10-02 JLM - - - - - - - - -. — — — — — — — — — NO WORK TO 61 DONE Ou L.IT 2 - TI 26 39 45 W 250 21 TRASH BIN PER" FO' DEDICATION LASEMEPAT I 00 Lu 0.000 ol I T S AC . I I to 000 2 -a •_A --—--'EIA_o FED I CAP AND AftotlOONti) .' EXISTING SEWER JINE I-.- 0 AND INStALIATION OF NEW CURB -' LrT!1 HL_j 0 ) : i OF 4U EXISTING — REMOVAt. 01 EXISTING DRIVEWAYS AND INSTALLATION 01 NEW CURB. SI(WA( K JEFFERSO N TO MATCH Darnell & ASSOCIATES, INC. FIGURE 2 SITE PLAN 011202AA 01-10-02 JLM Mr. Phil Schanberger Tait & Associates, Inc. April 2, 2002 Page 4 Daily traffic counts (24-hour) were conducted on roadway links along Jefferson Street north of Tamarack Avenue, and Tamarack Avenue east and west of Jefferson Street. The existing peak hourly and daily traffic volumes are posted on Figure 3. The count summaries are provided in Appendix A. PROJECT TRAFFIC The proposed project is anticipated to generate traffic based on the specific land use of a fueling station with associated convenience market. According to the San Diego Associatio ments (SANDAG) Trip Generation Guide, this facility will generate approxima y 155 tn er fueling space. Table I summarizes the daily and peak hourly trip generation potential of i si e. u9ou4Q C4t A)W$ As shown on Table 1, the fueling station, car wash, and convenience market will generate approximately 1,860 daily trips, 149 morning peak trips, and 167 afternoon peak hour trips. The SANDAG Guide also allows for a 50% reduction in afternoon peak hour traffic to account for "passby" traffic which is already on the roadway system and is not considered new traffic. However, for the purposes of this study, to demonstrate this project can be accommodated within the existing traffic parameters, no reduction was taken at the intersections during the afternoon peak hour. Therefore, the following analysis represents a "worst-case" traffic scenario for this project. TABLE 1 TRIP GENERATION FOR PROPOSED ARCO Trip Generation Rates: Fueling w/Convenience Market & Car Wash Daily: 155 trips/fueling space AM: 8% of daily split (50:50 in:out) PM: 9% of daily split (50:50 in:out) AM Peak PM Peak Land Use Density ADT Total In Out Total In Out Fueling w/Conv. Market & Car Wash 12 spaces l JL _\ .-149 75 74 167 84 83 ADT = average daily traffic Rates per SANDAG PROJECT TRAFFIC DISTRIBUTION tC)Zo W/o CAM i?CS.% Traffic generated by the proposed project was manually distributed to the roadway network using the percentages provided on Figure 4. As shown on Figure 4, the project was assumed to be oriented 85% east toward Interstate 5, with 60% of the project traffic utilizing the freeway ramps. The project traffic was then assigned to the roadway network using the percentages illustrated in Figure 4. The resulting project traffic is summarized on Figure 5. Li I I I I I Li Ii I I I I Lfl - - - - - - - - - - - - - - - - - - - z CAROL PLACE CD E- C riD riD 219/4 / ( p446/251 \ / 4-010) ________ ________ 231/1 75 °' CA ---245/276 326/400- ( ---549/411 -J j L (31/44 \ 7,293 \295/208-_) 176/100- i / 52/84-i ) I I / \281/512_-.-. coo 18/339 01 / to 68- i)4 PROJECT SITE TAMARACK 13,565 LEGEND xx/YY - AM/PM TURN VOLUMES Z,ZZZ - AVERAGE DAILY TRAFFIC 00 me 0 / 01 (no 1-,467/554 (5/ \695/587 / / D arnell & ASSOCIATES, INC. FIGURE 3 EXISTING TRAFFIC 011202AA 01-10-02 JLM CAROL PLACE / z / 0, J LL85 PROJECT ACCESS PROJECT SITE TAMARACK 10% NOM.- 70%— N E- pq CL) 85% — — — — — — — — — — — — — — — — — — — NOM. 700 10%—a / I LEGEND N. " - XX%- TRIP DISTRIBUTION PERCENTAGE NOM.- NOMINAL cuI IL cn 1 E- 35% E- z 15% LA --'-50% 50%— \ 35%—i N / - D arnell & ASSOCIATES, INC. FIGURE 4 PROJECT TRIP DISTRIBUTION PERCENTAGES 011202BB 04-03-02 JLM NOM.- 52/58— / E CtDu coo cIc L) — — — — — — — — — — — — — — — —. — — — CAROL PLACE PROJECT ACCESS 837 PROJECT .14 SITE TAMARACK 651 I 651 Cl] 0-4 / ( —12/13 26/29-a — 11/13- 186 NOM LEGEND I XX/YY - AM/PM TURN VOLUMES Z,ZZZ - AVERAGE DAILY TRAFFIC NOM. - NOMINAL \II / T / 0) / / C _________ 37/42— —38/42 651 \ll,h1 \ 2/2— / - — 279 D arnell & ASSOCIATES, INC. FIGURE 5 PROJECT TRAFFIC 011202BB 04-03-02 JLM I Mr. Phil Schanberger Tait & Associates, Inc. April 2, 2002 Page 8 I EXISTING PLUS PROJECT TRAFFIC The project traffic was added to the existing traffic to provide the existing plus project traffic scenario. I These volumes are presented on Figure 6. IMPACT ANALYSIS I Methodology Intersection impacts were analyzed using the Intersection Capacity Utilization (ICU), per City of I Carlsbad requirements. Lane assumptions include 2000 vehicles per hour in through movement, 1,800 vehicles per hour in a turn lane, and an efficiency loss inclusion of 0.10 for each intersection. I Daily roadway capacity was analyzed using the volume to capacity (V/C) ratio based on the City of Carlsbad's daily roadway capacities. I The unsignalized intersection at the project driveway with Jefferson Street and Tamarack Avenue was analyzed using the Highway Capacity Software (HC S) version 4.1b which is based on the 2000 Highway Capacity Manual (HCM). I The freeway ramps at Interstate 5 were also analyzed using Caltrans Intersecting Lane Volumes (ILV) methodology which calculates the critical movements through each intersection. Caltrans maximum ILV I value for any peak hour period is 1,500 vehicles. Level of Service I Level of Service (LOS) is a professional industry standard by which to measure the operating conditions of a given roadway segment or intersection. Level of Service is defined on a scale of A to F, where LOS A represents free flowing traffic conditions with no restrictions on maneuvering or operating speeds, low I traffic volumes and high speeds; LOS B represents stable flow, more restrictions, operating speeds beginning to be affected by traffic volumes; LOS C represents stable flow, more restrictions, speed and maneuverability more closely controlled by higher traffic volumes; LOS D represents conditions I approaching unstable flow, traffic volumes profoundly affect arterial flow; LOS E represents unstable flow, and some stoppages; and LOS F represents forced flow, many stoppages, and low operating speeds. I The City of Carlsbad encourages operation of LOS C or better at planned intersections and roadway segments. For developed areas, LOS D is an acceptable level of service at existing intersections and I roadway segments. The project is located in a developed area with existing access routes. Therefore, LOS D is an acceptable LOS at existing intersections and roadway segments. z 0 U) pq Pk / °"-"-- —196/23 —245/276 31/44 59/92 J n I \318/339—.. 68-m (.0 tK TAMARACK 10,304 / L231/175 ( —561/424 202/129- I 92/525 - 'c") / - - - - - - - - - - - - - - - - - - - CAROL PLACE p 7386 - N.) (-4/4 / ( 59/66 /PROJECT I i o ACCESS LA / N 0) 6,130 - SITE ç &) PROJECT 00 14,216 p - lur-j-:4 '\15,146 c-n / _J J-94/92 I467/554 5/ /\747/645___- N / LEGEND XX/YY - AM/PM TURN VOLUMES z,zZZ - AVERAGE DAILY TRAFFIC y T \\ z; ---257/510 ( -J L. .__446/251 \ 363/442 \321/237_) I D arnell & ASSOCIATES, INC. FIGURE 6 EXISTING & PROJECT TRAFFIC 011202BB 04-03-02 JLM I Mr. Phil Schanberger Tait & Associates, Inc. I April 2, 2002 Page 10 I Intersections Table 2 summarizes the results of the intersection analysis. As shown on Table 2, the three study intersections operate at acceptable LOS C or better conditions with or without the proposed project. No I additional travel lanes or other offsite improvements are required based on this analysis. The Caltrans ILV methodology also supports the efficiency of the two interchange locations, as the total I volume at either intersection is less than 1,500 with or without the proposed project. A graphic depicting the ILV summary is provided on Figure 7. As shown in Table 2, both project driveways will operate acceptably for both the morning and afternoon peak hours. All analysis worksheets are found in Appendix B. TABLE 2 SUMMARY OF INTERSECTION OPERATION ICUIHCS Methodology Intersection Existing Existing + Project AM Peak PM Peak AM Peak PM Peak ICU LOS ICU LOS ICU LOS ICU LOS Tamarack Ave./Jefferson St. 0.405 A 0.408 A 0.439 A 0.445 A Tamarack Ave./I-5 South 0.637 B 0.602 B 0.666 B 0.634 B Tamarack Ave./I-5 North 0.556 A 0.752 C 0.588 A 0.787 C Tamarack/Project Access [1] n/a n/a n/a n/a I4.9sec B 15.lsec C Jefferson/Project Access [1] n/a n/a n/a n/a 15.Osec B I5.lsec C Caltrans ILV Methodology ILV Condition ILV Condition ILV Condition ILV Condition Tamarack Ave./I-5 South 881 Stable 716 Stable 907 Stable 767 Stable Tamarack Ave./I-5 North 772 Stable 1,018 Stable 804 Stable 1,054 Stable ICU = Intersection Capacity Utilization, LOS = Level of service, based on percentage scale ILV = Intersection Lane Volume; <1200 IL V/hr = Stable Flow, 1200- 1500 lLV/hr= Unstable Flow 1500 ILV/hr = Capacity, Heavy Congestion [I] Stop controlled intersection based on delay in seconds AM= 907 PM= 767 1-5 SB PLUS PROJECT N.)O ;z 01 U) w -129/255 1 -L4 .J L 129/255* -446*/251* TAMAR 182/221- 182/221---- 321*1237-) LEGEND CALTRANS MAX.= 1,500 * = CRITICAL MOVEMENT 1-5 NB PLUS PROJECT 1-396*/300* z AM=804 I PM= 1,054 -L--3961299 TAMARCK 202*/129*__1 I) I--- 146/263 146/263- __.] 85 (Il * — — — — — — — — — — — — — — — — — — — EXISTING Ui AM= 772 I z w PM= 1,018 I J_390/293 TAMARCK _-_390*/293* 176*/100*-_-) 141/256- 141/256- co 4,-a) (11 * EXISTING -Ln OD . O)O U) w -'--110/234 -_110/234* ç446*/251* __TAMARCK 163/200- 163/200- AM= 881 295*/208_. PM= 716 Darnell & ASSOCIATES, INC. FIGURE 7 ILV CALCULATIONS 011202B8 04-03-02 JLM Mr. Phil Schanberger Tait & Associates, Inc. April 2, 2002 Page 12 Roadway Segments Table 3 summarizes the roadway segment analysis. As shown on Table 3, all roadway segments will operate acceptably with or without the proposed project and no additional improvements are required to increase capacity at these locations. As part of the project, however, improvements along the property frontage to Tamarack and Jefferson to include driveway relocation, installation of curb, gutter and sidewalk to the satisfaction of the City Engineer. TABLE 3 SUMMARY OF DAILY TRAFFIC Max Existing_Condition Existin+ProjectCondition Location Capacity ADT V/C LOS ADT V/C LOS Jefferson St. n/o Tamarack Ave. 11,120 7,293 0.656 B 8,130 0.731 C Tamarack Ave. w/o Jefferson 27,780 10,118 0.364 A 10,304 0.371 A St. Tamarack Ave. e/o Jefferson St. 1 27,780 1 13,565 1 0.488 1 A 15,146 0.545 A ADT = Average Daily Traffic V/C = volume to capacity ratio LOS = based on City of Carlsbad Capacity thresholds I n/o = north of; w/o = west of; ebo = east of PROJECT ACCESS As shown on the project site plan, the project proposes driveway access from Jefferson Street and Tamarack Avenue. There is an existing driveway on Jefferson Street which is near the intersection of Tamarack Avenue that is being removed. A new 40' driveway is proposed to be installed north of the existing location to provide adequate spacing from Tamarack Avenue. This driveway will allow safer movement to/from the site without obstructing traffic on Jefferson Street. The existing driveway on Tamarack Avenue near Jefferson Street is also being removed and replaced with curb, gutter and sidewalk. Truck traffic destined for fueling bays are anticipated to approach the project from a shared driveway to the east. The entry is designed with adequate turning radii to allow trucks ease of movement onto the site without interfering with traffic on Tamarack Avenue. I I I I I I I I I I I I I Mr. Phil Schanberger Tait & Associates, Inc. April 2, 2002 Page 13 SUMMARY OF FINDINGS The proposed project will generate approximately 1,860 daily trips, 149 morning peak trips, and 167 afternoon peak hour trips. No Existing intersections and freeway ramps currently operate at acceptable LOS C or better and the addition of project related traffic does not significantly impact these locations. No improvements were identified at intersections. Roadway segments operate at acceptable LOS C or better with and without the proposed project. No offsite improvements were identified with the addition of the project. Both driveways operate acceptably (LOS C or better) without requiring additional turn lanes or a traffic signal. The project is responsible for improvement along the project frontages of Jefferson Street and Tamarack Avenue to include sidewalk, curb and gutter to the satisfaction of the City Engineer. If you have any questions or require additional information, please feel free to contact this office. Sincerely, DARNELL & ASSOCIATES, INC. I I I I I 1-1 I 1 I I I I Bill E. Darnell, P.E. Firm Principal Date Signed:_______ I BED/bhldw/vsr 01 1202Car1sbadArco-rpt2.wpdl02-0 14 I DAR I N0.22338 pRES 9/30/05 I I I 1 I I I I I I I I I APPENDIX A I ) Traffic Counts I I I I I I I 1 nEc-1-001 04:1 -4r1 Volumes for Tuesday 12/11/01 City of Carlsbad Location: Tamarack Ave. btn. 1-5 & Jefferson St kA D^ri^r4 PQ %1 12:00-12:15 -- 5 - - - 18 12:00-12:15 111 102 12:15-12:30 4 9 12:15-12:30 102 105 12:30-12:45 7 14 12:30-12:45 105 97 12:45-1:00 4 20 8 49 69 - 12:45-1:00 99 417 89 393 810 1:00-1:15 5 8 1:00-1:15 101 92 1:15-1:30 4 3 1:15-1:30 99 90 1:30-1:45 6 5 1:30-1:45 93 87 1:45-2:00 3 18 8 24 42 1:45-2:00 90 383 82 351 734 2:00-2:15 1 3 2:00-2:15 113 74 2:15-2:30 4 5 2:15-2:30 100 104 2:30-2:45 1 5 2:30-2:45 111 134 2:45-3:00 5 11 3 16 27 2:45-3:00 136 460 132 444 904 3:00-3:15 3 4 3:00-3:15 121 139 3:15-3:30 0 2 3:15-3:30 114 118 130-V145 5 5 3:30-3:45 121 124 145-4100 7 15 2 13 28 3:45400 133 489 117 498 987 4:00-4:15 7 0 4:00-4:15 136 144 4:15-4:30 8 6 4:15-4:30 138 143 4:30-4:45 14 3 4:30-4:45 126 146 4:45-5:00 19 45 7 16 64 4:45-5:00 131 531 151 584 1115 5:00-5:15 18 5 5:00-5:15 156 137 5:15-5:30 31 8 5:15-5:30 149 130 5:30-5:45 57 17 5:30-5:45 150 122 5:45-6:00 - 75 184 20 50 234 5:45-6:00 139 594 131 520 1114 6:00-6:15 96 39 6:00-6:15 109 141 6:15-6:30 126 31 6:15-6:30 94 126 6:30-6:45 140 47 6:30-6:45 85 113 6:45-7:00 150 512 90 207 719 - 6:45-7:00 78 366 11.5 495 561 - 7:00-7:15 153 106 7:00-7:15 82 91 7:15-7:30 156 111 7:15-7:30 61 68 7:30-7:45 158 116 7:30-7:45 62 69 7:45-8:00 169 636 118 451 1087 7:45-8:00 47 252 66 294 546 8:00-8:15 loG 127 8:00-8:15 43 66 8:15-8:30 168 105 8:15-8:30 44 74 8:30-8:45 141 100 8:30-8:45 38 69 8:454:00 129 598 95 430 1028 8:45-9:00 23 148 61 270 418 9:00-9:15 123 69 9:00-915 30 66 9:15-9:30 110 59 9:15-9:30 32 67 9:30-9:45 97 64 9:30-9:45 28 56 9:45-10:00 99 429 86 278 707 9:45-10:00 40 130 46 235 365 10:00-10:15 80 62 10:00-10:15 25 56 10:15-10:30 98 69 10:15-10:30 25 31 10:30-10:45 104 72 10:30-10:45 13 31 10:45-11:00 85 367 76 279 646 10:45-11:00 22 85 30 148 233 11:00-11:15 77 88 11:00-11:15 15 26 11:15-11:30 95 72 11:15-11:30 11 23 11:30-11:45 90 95 11:30-11:45 11 15 11:45-12:00 90 352 96 351 703 11:45-12:00 9 46 14 78 124 Total Vol 3190 2164 - 5354 - 3901 4310 8211 Dally Totals 7091 6474 113565 Job # 00700001 I I I I I I Li LI I I I I I I I I I I I I Volumes for Tuesday 12/11/01 City of Carlsbad Job # 00700002 Location: Tamarack Ave. w/o Jefferson St. • -ATcI Period EB WB - PM Period EB WS 1 12:00-12:15 5 10 12:00-12:15 90 90 12:15-12:30 5 9 12:15-12:30 92 82 12:30-12:45 9 7 12:30-12:45 80 78 I 12:45-1:00 4 22 9 34 56 12:45-1:00 89 351 81 331 682 1:00-1:15 3 7 1:00-1:15 77 70 1:15-1:30 1 7 1:15-1:30 69 61 I 1:30-1:45 5 6 1:30-1:45 77 80 1:45-2:00 2 11 5 25 36 1:45-2:00 66 289 85 296 585 2:00-2:15 2 2 2:00-2:15 86 60 2:15-2:30 1 4 2:15-2:30 89 73 2:30-2:45 1 2 2:30-2:45 97 106 2:45-3:00 2 6 1 9 15 - 2:45-100 83 355 150 389 744 3:00-315 3 - 1 3:00-3:15 94 115 3:15-3:30 2 2 3:15-3:30 87 120 3:30-3:45 3 0 3:30-3:45 92 115 3:45-4:00 1 9 2 5 14 3:45-4:00 95 368 102 - 452 820 4:00-4:15 5 0 4:00-4:15 105 70 4:15-4:30 3 1 4:15-4:30 106 62 4:30-4:45 8 1 4:30-4:45 100 65 4:45-5:00 8 24 2 4 28 - 4:45-5:00 120 431 55 252 683 - 5:00-5:15 8 4 5:00-5:15 126 75 5:15-5:30 9 5 5H5-5:30 136 77 5:30-5:45 27 7 5:30-5:45 106 90 5:45-6:00 36 90 10 26 106 545-6:00 - 108 476 101 343 819 6:00-6:15 31 25 6:00-6:15 82 79 6:15-6:30 54 30 6:15-6:30 79 80 6:30-6:45 75 37 6:30-6:45 67 78 6:45-7:00 65 225 50 142 367 6:45-7:00 52 280 67 304 584 7:00-7:15 90 80 7:00-7:15 42 54 7:1.5-7:30 105 91 7:15-7:30 46 70 7:30-7:45 89 89 730-7:45 47 67 7:45-8:00 100 384 82 342 726 7:45-8:00 38 173 56 247 420 8:00-8:15 92 105 :00-8:15 45 62 8:15-8:30 89 103 8:15-8:30 42 71 8:30-8:45 73 102 8:30-8:45 29 60 8:45-9:00 84 338 88 398 736 8:454:00 20 136 56 249 385 9:00-9:15 90 55 9:00-9:15 34 50 9:15-9:30 71 60 9:15-9:30 36 47 9:30-9:45 78 57 9:30-9:45 30 40 9:45-10:00 83 322 48 220 542 9:45-10:00 31 131 31 168 299 10:00-10:15 62 60 10:00-10:15 24 30 10:15-10:30 90 62 10:15-10:30 15 18 10:30-10:45 77 70 10:30-10:45 10 19 10:45-11:00 79 308 68 260 568 10:45-11:00 20 69 18 8.5 154 11:00-11:15 73 70 11:00-11:15 13 12 11:15-11:30 90 71 11:15-11:30 11 15 11:30-11:45 105 79 11:30-11:45 13 8 11:45-12:00 92 360 80 300 660 11:45-12:00 7 44 10 45 89 Total Vol 2089 1765 3854 3103 3161 6264 Daily Totals 5192 4926 1t01iJ I I I I I I I I 1 I I I 1 DE';-1-2I)1 Q 4:-' -4t1 volumes for Tuesday 12/11/01 City of Carlsbad Job # 00700003 Loccilon: Jefferson St. n/c Tamarack Ave. - AM Period NB SB PM Period NB SB 12:00-12:15 8 2 12:00-12:15 60 56 12:15-12:30 8 0 12:15-12:30 57 55 12:30-12:45 8 1 12:30-12:45 61 70 12:45-1:00 9 33 2 5 38 12:45-1:00 60 238 68 249 487 1:00-1:15 2 3 1:00-1:15 49 70 1:15-1:30 1 1 1:15-1:30 59 67 1:30-1:45 2 3 1:30-1:45 51 60 1:45-2:00 3 8 5 12 20 1:45-2:00 54 213 54 251 464 2:00-2:15 0 0 2:00-2:15 55 63 2:15-2:30 2 1 2:15-2:30 57 61 2:30-2:45 1 1 2:30-2:45 85 62 2:45-3:00 0 3 0 2 5 2:45-3:00 101 298 66 252 550 3:00-3J5 2 1 3:00-3:15 100 65 3:1.5-3:30 2 0 3:15-3:30 86 71 3:30-3:45 2 2 3:30-3:45 84 65 3:45-4:00 - 1 7 4 7 14 3:45-4:00 - 96 366 68 269 635 4:00-4:15 -- 2 5 4:00-4:15 99 73 4:15-4:30 3 3 4:15-4:30 94 73 4:30-4:45 3 6 4:30-4:45 98 68 4:45-5:00 5 13 9 23 36 4:45-5:00 90 381 62 276 657 5:00-5:15 2 6 5:00-5:15 99 64 5:15-5:30 2 13 5:15-5:30 84 69 5:30-5:45 7 26 5:30-5:45 85 64 5:45-6:00 5 16 32 77 93 5:45-6:00 85 353 57 254 607 6:00-6:15 14 38 6:00-6:15 56 57 6:15-6:30 11 43 6:15-6:30 60 52 6:30-6:45 23 55 6:30-6:45 50 47 6:45-7:00 11 59 54 190 249 6:45-7:00 54 220 39 195 415 7:00-7:15 35 66 7:00-7:15 39 32 7:15-7:30 48 77 7:15-7:30 30 41 7:30-7:45 64 85 7:30-7:45 24 29 7:45-8:00 75 222 68 296 515 7:45-8:00 18 111 20 122 233 8:00-8:15 76 79 8:00-8:15 25 11 8:15-8:30 82 74 8:15-8:30 27 19 8:30-8:45 50 69 8:30-8:45 27 24 8:45.9:00 49 257 58 280 537 8:45-9:00 21 100 12 66 166 9:00-9:15 40 61 9:00-9:15 21 24 9:15-9:30 33 56 0:15-9:30 25 19 9:30-9:45 40 53 9:30-9:45 14 13 9:45-10:00 50 163 45 215 378 9:45-10:00 16 76 19 75 151 10:00-10:15 33 53 10:00-10:15 24 14 10:15-10:30 48 63 10:15-10:30 14 11 10:30-10:45 58 52 10:30-10:45 11 5 10:45-11:00 61 200 54 222 422 10:45-11:00 9 58 - 12 42 100 11:00-11:15 50 58 11:00-11:15 14 5 11:15-11:30 54 57 11:15-11:30 13 2 11:30-11:45 52 .55 11:30-11:45 6 4 11:45-12:00 54 240 53 223 463 11:45-12:00 8 41 3 14 55 Total Vol 1221 1552 2773 2455 2065 4520 Dally Totals 3676 3617 17293 1 [H I I I I I I I I I I I I I I I I I I I - - - - - - - - - - - - - - - - - - - VkI,k rtiiuu't; KIOVFM FNI ANALYSIS Page I 443 Carlsbad Intcscimn uf: NS Sheet : 1-5 Southbound Ramps iW Street: TamaracL A%enuc Count Date Day: Tuesday 1'25) Wcathci: Sunny 1:tIe lnt#45 Data ColIciicd by: Cwea. Angela Traffic Coiml : S.gnaliaeJ South Approach (NB) North Approach (SB) West Approach (IB) East Approach (WB) 15 mm Total Left U-Trn Thu Kighi 1'cds I eft 1)-Tin Thru Right 1'cd Ich U-1m Fhmu Right Peds Vehicles Pcds End oilS mm psd Left li-Tin Ihru Right P 6:15 AM 6:30 AM 6:45 AM 7:00AM 715AM 730AM 745AM 800 AM • 815AM ' 830AM 845AM 900AM 0 0 0 0 0 0 0 0 I) 0 0 0 0 0 0 4) 0 4) 0 0 0 0 0 0 0 0 0 0 0 0 4) (11 0 0 I) 0 0 0 0 0 0 4) 0 4) 0 0 4) 0 0 0 C' 4) Ci 4) (1 0 U (t 0 1$ 9 10 32 22 24 32 42 41 27 28 37 4) 0 0 0 I) 0 0 0 0 0 0 0 0 0 0 I 0 4) I I 4) 0 I I 13 21 21 28 25 lb IS 18 26 21 21 140 0 0 0 0 0 0 4) 0 0 0 0 4) I) 4) 13 ') U 0 0 m 0 0 0 u 0 0 0 1) 0 4) 0 4) 0 0 0 30 51 47 80 12 71 97 83 41 89 113 26 66 80 86 77 89 146 14 97 56 71 11 44 I 0 2 0 0 2 0 1 2 0 1 1 67 77 103 100 115 III 96 124 120 95 107 90 0 0 0 0 0 0 0 0 0 0 0 0 26 29 27 39 28 51 44 55 55 45 64 44 0 C. 0 C' (' 4) ( v 0 ii 4) 0 I 1 0 0 0 0 5 4 1 0 3 2 217 2f7 24 357 351 362 362 420 -39 348 4Dj 216 1 2 0 0 2 5 S 3 0 4 3 Max 15 mm 1k Hi Vol- 0 0 1) 0 0 0 0 0 4) 0 42 138 0 0 I 2 28 84) 4) 0 0 0 0 0 113 326 97 295 2 4 124 446 0 0 64 219 0 Ii 5 8 424) 1512 5 12 745 AM Peal. Inteition Tiallic in P1. Iii I 542 rcat III t4chc to 1)P 845AMhow llflc(5t41-)On Pdsirnsm Pk. lit =12 345PM 0 0 0 0 0 38 0 2 38 0 4) 0 92 47 0 ii 0 110 4) 5 398 5 400PM 0 C' 0 0 0 33 0 0 22 0 (3 Ii 95 43 I 79 0 121 4) S 433 to 415PM ii (3 0 0 0 48 0 4) 35 0 0 4) )4)3 46 2 si 0 93 4) 0 :382 2 430I'M 4) C' 4) 0 0 41 4) 4) 55 4) I) 4) 91) 47 5 54 ft 124 4) 2 411 7 445PM 0 4) 0 0 0 42 0 m 49 Ii 4) 1) 85 19 2 68 41 I8 ft 4 431 4) 500 PM 0 4) Cm 0 0 41 4) 0 69 0 0 4) 94 51 2 62 to 62 0 0 379 2 515PM • I) 1' 0 0 0 49 0 0 58 0 0 t) 94 i7 1 Si 0 ')2 0 2 411 3 530 PM • 4) 0 0 ii 4) 53 0 0 M- 4) 0 u 90 i:i 4) 68 4) 129 (I 5 449 5 5 4 5 P M • 0 0 4) 0 0 62 0 I 64 0 0 4) 14)3 5(3 I 72 I) 130 0 3 482 4 600PM * 0 ii 0 4) 4) 48 to 0 43 0 4) 0 III 48 2 54 0 II? 0 3 424 5 615PM 0 0 0 0 4) 55 0 Cl 64) 0 0 0 76 3) I 67 4) 99 C. 3 388 4 630PM (1 4)4)00 60 Ii4)600 00144240(3 5201014)2 421 Max IS mm 4) 1) 4) 4) 1) 62 0 2 69 0 0 (4 113 67 5 7') 0 138 0 5 482 7 Pk. Hr. VIA. 00000 2124)12314) (4)400208 4 2510 468 4)13 1 1-171 17 100 PM Peak lulerseetion riaffie in Pk. Hr. 1771 leak iii Factor 392 Is lilt I'Kt h-i.-mi,r InIrmccIinn Vchlrns in 11 Iii. 17 I S thbound Ramps at Tamarack Avenue Lane Configuration tar Intersection Capac:r. iJtiIi,tucin Page 2 00 Pk. ur. 'rinie Period I 7:45 AM to 845 AM Lanu Inside I Con fig - (left) 2 urationS 3 I Outside 7 Frec-flow I Lane Sonings S'iith Appr (MS) North Apr (SB') West Appr(E.13) I cü Thru Righ Rat Appr (WRi LcA - Thru Pht left Thru jtt Left ,I!.. Rht I I I I I I I 0 C) 0 () 1 1 C) 2 1 1 2 0 spacity - 0 C) 0 (1 2000 1800 0 4000 10() 1800 4000 0 cc the )'lonWSoulh pha.scs split (YIN)' N cc the East-West phases split (YiN)? N 1i ciencv Lost Factor 0.10 our Volume 0 0 0 138 2 86 0 326 295 446 219 0 djuated Hourly Volume 0 0 (1 0 140 86 0 326 25 446 219 C) LitZtiOn Factor 0.00 000 0.00 0.00 0.0'? 005 0.00 008 0 1 025 0.05 000 rilical Factors 0.00 007 1) It 0 25 ICU Ratio = 0.58 LOS - A urniog Movements at ltiterscctton ol 1.5 Southbound Ramps and Tamarack Avenue Time 745AM to 9:4 AM North Approach I-S Southbound Ramps Date. 7/25/00 Day. luesday 226 Total Name Caren. Angela 226 C) 0 Sub- 86 2 138 Sub. Totals tnik *j totals e 305 926 0 O ._ 0 621 326 I 219 665 '94 ____ ____ 446 0 A 'North 44 0 0 0 Tamarsek Avenue 0 Subtotals 743 0 Total 743 South Approach Note Left-turn volumes include U-turns. U-turns in bold. kioL0:L 0?-c SOL1uCJ VdHA A I l-s Southbound Ramp, at Tama rack Avenue Lin-; Ctntgurntiun for IRterqcctton Captciry Utilization Page 1 of 3 Hr. Time Period I rk. 50Q PM to 600 PM Lane Inside I I Conig - (left) 2 urutlons 3 4 I s 6 Outside 7 Free-flow I Lane - Scni,igs South Appr (NB) North Appr SB) West Appr (EB)_ - (uit Appr (WB) Left jju - I ,cft Thru Jjp Left Thru Jjt Left I I I I I 0 0 0 0 1 1 0 2 I I 2 0 paciry 0 0 0 0 2000 1900 0 4000 1800 1900 4000 0 re the Norih/Suuth p(iu.s.s split (Y/N) N re the East/West phuaa split (YtN)? N tYiency Lost Factor 0.10 uurly Volume 1) 0 0 212 1 231 0 400 208 251 48 0 justed Hourly Volume (I 0 0 0 213 231 0 400 208 251 46 0 tiliZtion actor 0.00 0.00 0.00 0.00 0.11 0.13 0.00 0 10 0,12 0.14 0.12 0.00 r,1aa1 k-actors 0.00 0.11 0.00 0.12 0,14 ICU Ratio - 0 49 LOS = A iii ning M*crnents at 1ntersctin of 1-5 Southbound Ramps and Tamari-k Avenue Time 500 FM to 6.00 PM North AppruaLh 1-S Southbound Ramps Uwe . 7.'25!00 Day Tuesday 444 Tntal Name Caren. Angela 444 0 Subiutij1 0 Sub- 231 1 212 Sub - Totais L* totals totals 0 699 1307 0 _____ 0 1 608 400 _____ t 468 79 208 I 251 0 A North P 612 0 0 0 Tamarack Avenue 0 iihtniah 46 0 Torn 460 Totals £ a S (331 A P p South Approach Note. Left-turn volumes include lJ.(uflts U-turns in bold. 8OL 0?C !?o 99G 88 aoTauu3J. VdA :A South Approach (NB) North .tppruatli (SB) - WaI Approach (Eli) Fast App,oath (Wil) 35 nun Total End of IS min. pfd. LeflU-TinThin Right Pcds Left li-TinThin Right Peds Left li-TinThru Right Pods Left U-Tm Thru Right Peds VehicksPcds 615AM 11 0 0 20 0 0 0 1) 0 0 18 0 27 0 0 0 0 80 26 0 182 0 6:30 AM 13 0 I 34 0 0 0 0 0 0 21 0 34 0 0 0 0 104 45 1 252 1 6-45 AM S 0 I 60 0 0 0 0 0 0 41 0 59 0 3 0 0 120 50 1 336 4 7:00 AM 8 0 0 29 0 0 0 0 0 0 34 0 40 0 0 0 0 330 47 0 288 0 7:15AM 10 0 0 33 0 0 0 0 0 0 43 0 51 0 I 0 I) 136 SI 0 324 I 7:30 AM 14 0 0 47 0 0 0 I) 0 0 42 0 55 0 2 0 0 130 47 3 335 3 145AM • 18 0 0 Si 0 0 0 0 0 0 56 0 79 0 1 0 0 121 57 2 384 3 900 AM 25 0 I 76 - 0 0 0 0 0 0 53 0 86 0 1 0 0 157 67 4 465 5 815AM • 24 0 0 39 0 0 0 0 0 0 29 0 52 0 0 0 13 144 54 2 342 2 8.30 AM * 20 0 0 38 0 0 0 0 0 0 38 0 64 0 0 0 0 127 53 1 340 I 845AM 23 0 I 60 0 0 0 0 0 0 ii 0 66 0 0 0 0 127 SI 5 359 S 900AM 20 0 0510 00000 3906300 00135453 3533 Max. 15 miii. 25 0 I 76 0 0 0 0 0 0 56 0 86 0 3 0 0 157 67 5 465 5 PII Vol. !I2060 0 0000 176028102 005492319353311 7.30 AM Peak 830AMIlow 3:45 I'M 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:35PM • 5:30 PM • 5:45 PM • 6:00 I'M ' 6:15 PM 6:30 PM Max Is min Pt 11r. Vol 500PM Peak in 4-) 0 0 91 37 0 426 0 0 0 $06 39 2 455 4 0 0 123 49 0 502 I 0 0 145 35 2 491 2 1) 0 118 38 0 479 8 0 0 68 36 2 363 2 o 0 114 63 3 520 4 0 0 91 33 0 534 8 0 0 115 46 0 476 I 0 0 91 33 3 477 6 0 0 70 53 2 456 7 0012$46I 455I 0 0 145 63 3 534 8 0 0 411 175 6 2007 19 0 2 0 K 0 $ 3 5 0 8 13 - - - - - - - - - - - - - - - - - - - Ln (,) lb VRPA TURNING MOVEMENT ANA LYSIS Page I o13 a City' Catlsbad lnicrscciion of: 14/S Stied: 1.5 Northbound Ramps FJW Street: Tamarack Averaic Count Daic Day: Tuesday 7/25/00 Weathe, : Sunny jiIc : 101 Id 46 Date CoUcctcd by: Daitcoc. Angela Traffic Control: Si8flaltzed IntcisectiooTraflc in Pk II,. = 1531 Intrisecimo Pdstms in Pt. Hr. II to 0 I 125 0 0 0 106 0 2 85 0 0 0 63 0 0 113 0 0 0 51 0 C) 135 0 0 0 52 0 2 141 0 0 0 27 0 0 120 0 0 0 44 0 I 152 0 0 0 34 0 0 202 0 0 0 40 0 I 137 0 0 0 63 0 I 134 0 0 0 53 0 I 130 0 0 0 4000800 00 11)6 0 2 202 0 0 0 181036250 00 1ni&rsiion Tisific in Pk Hr. 70431 1)4, t,I 5* Peat Iii Fac-tw 0,92 0 0 0 46 0 108 0 O 0 0 32 0 85 0 0 0 0 45 0 109 0 0 (I I) 35 0 96 0 0 0 0 21 0 107 0 0 0 0 23 0 89 0 (I 0 It 25 0 121 0 0 0 0 24 0 ISO 0 0 (i 0 19 0 IlK 0 0 0 0 32 0 123 0 0 0 0 23 0 12 0 000 5601050 0 0 0 56 0 151) 0 000 100(3512I) }'c.ak II.. faciclr 094 South Approach Note Left-turn volumes in1udc U-turns. U-turns jfl bold I I-S Northbound Rampa at Tamarack Avenue Lion C,itIgurauon for ln(crsoction Capacity Utilization Page 2 u13 Pk Hi. Time period I 7:30 AM to 30 AM I Lane Inside U Contig - (len) 2 urations 3 4 I 5 Outside I . Free-flos Lane Settings S'iith Appr 04B)Nih Appr ISP.) West Appr (P.9)EtiStAPpr (WBI_ left Thru J Left Thu Right Left Thru I I left Thru Right 1 1 I 1 I 0 1 1 0 0 t) 1 2 0 0 2 0 Ca At At El Mc I U1 Cr I n I I I I I I I I . I Ho ipacitv - 0 2000 ]0() 0 0 (1 1800 4000 0 0 4000 0 e the North.Sc.uth phases split (YIN)? N e the East/West phases split (YIN)? ficiency Lost Factor 0.10 Volume 81 I 206 0 0 0 176 281 0 0 541) 231 Ijutcd Hourly Volume 0 88 206 0 0 0 176 281 0 0 70 0 iIition factor 0.00 0.04 (LI I 0.00 000 '0.00 0.10 0.07 0.00 0.00 0.20 0.00 ,tical Factors 0.11 000 0.10 0 20 ICU Putio = 051 LOS - A irning Muvcniciifs it Intersection Of 1-5 Northbound Ramps and tamarack Acnue Time 730AM to 930 AM North Approach 1-5 Northbound Ramps Date. 7/25/00 Day. Tucsd 408 Total Name . Darlene. Angela 0 408 Slihtnlf.k 0 Sub- 0 0 0 Sub - Totals .iiI. totals w .—ø- c (i3ô 1093 0 176 231 47 281 " 1 549 780 0 0 A North 487 87 1 206 Tamarack Avenue 0 Subtotals 0 294 Total 24 ld60:L C - ' - aQ C?O 99S ece SarbCTOLJLa1 VdA :AS ILIaS 1.5 Northbound Ramps at Tatn.rack Anue La Cunuiuration for intersection Capacity Utilization . Hr, lime Period : - South Atpr (NB) North Apyr (SB) West Appr 00 PM to 00 M - Left Thru jQ Thru Left Thru IiiliJC 1 nfig- (kft) 2 1 ationa 3 1 Outside 7 Free-flow Poe 3 3 East AppjWB) _!!!i gj,t . Thru Ri nc Settings U I I J (I 0 0 I 2 0 J 0 2 0 pacily 0 2000 lgoo 0 0 0 1800 4000 0 0 4000 0 re the North/South phases split (Y/N)? N rc the EitsiJWct phases spin (YIN)? N flciency Lost Factor 0.10 ourly Volume 181 3 625 0 0 0 100 512 0 0 411 17 ijusted hourly Volume 0 184 625 0 0 0 100 512 0 0 586 1) ili2atiufl Factor 0.00 0.09 0.35 0.00 0.00 0.00 0.06 0.13 0(10 000 0.15 0.00 ritical Factors 0.35 0.00 006 0.1$ ICU Ratio 0.66 LOS - B .11,11trig Movcnwou ut 1ntcr.ection of !- orthbound Ramps ind Tamarack Avenue Time 5:00 PM to 6:00 PM North Approach I-Is Northbound Pimps Date 7.25100 Dv Tuesday 278 Total Name Darlene. Macia (1 275 Suhtital5 0 Sub- 0 u 0 Sub- Totals rtlt I I I totals W 52 4 + S 1204 (I 100 175 612 512 411 586 + 0 0 A Worth P 1137 181 3 625 Tamarack Avenue 0 Snhtrittc 0 809 Total 809 Totals E a $ 1723 A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. R-q )d60:L 0 -t'0 C??O 99S 88 st60T0uL1aJ. VdA :A LJ ' :13 ti F. i I I SOUTHLAND CAR COUNTERS VEHICLE AND MANUAL COUNTS N•S STREET: JEFFERSON ST. DATE: 12/11/01 CITY: CARLSBAD E-W STREET: TAMARACK AVE. DAY: TUESDAY PROJECT# 0069001A I - NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL El ER WL WT WP TOTAL LANES: 0 1 0 0 1 0 1 2 0 1 2 0 6:00 AM 6:15AM I 6:30 AM 6:45 AM 7:00 AM 12 5 28 34 4 7 7 61 4 18 48 15 243 I 7:15 AM 11 7 29 45 3 18 5 67 3 13 63 26 290 7:30 AM 10 13 43 52 3 18 10 95 12 7 63 45 371 7:45 AM 19 13 51 62 2 33 13 83 8 8 59 59 410 I 8:00 AM 13 21 34 56 5 23 16 72 6 11 71 56 384 8:15 AM 11 14 31 63 1 24 13 68 1 5 52 36 319 8:30 AM 6 10 30 42 7 18 9 75 7 6 78 31 319 I 8:45 AM 10 9 31 44 2 15 7 74 5 4 73 40 314 9:00 AM 9:15 AM I 9:30 AM 9:45 AM 10:00 AM 10:15 AM I 10:30 AM 10:45 AM 11:00 AM I 11:15 AM 11!30 AM I 11:45 AM TOTAL NL NT NP - SL ST - SR EL ET ERWL WI WR TOTAL VOLUMES= 92 92 277 398 27 156 80 595 46 72 507 308 2650 AM Peak Hr Begins at 730 AM PEAK VOLUMES= 53 61 159 233 11 98 52 318 27 31 245 196 1484 I ADDITIONS: SIGNALIZED I I DEC -13-2o11 36:1 Hri I I SOUTHLAND CAR COUNTERS VEHICLE AND MANUAL COUNTS I N-S STREET; JEFFERSON ST. DATE: 12/11/01 CITY: CARLSBAD E-W STREET: TAMARACK AVE. DAY: TUESDAY PPOJECT# 0069001 P NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NP SL ST SR EL El ER WL WT WR TOTAL I LANES; 0 1 0 0 1 0 1 2 0 1 2 0 1:00 PM 1 1:15 PM 130 PM 1:45 PM I 2:00 PM 2:15 PM 2:30 PM 2;45 PM I 3:00 PM 3:15 PM 3-30 PM I 3:45 PM 4:00 PM 6 14 21 34 11 18 18 69 4 12 78 71 356 I 4:15PM 4:30 PM 6 7 16 9 20 29 42 36 18 13 22 11 14 15 84 54 7 14 9 10 58 62 62 65 358 325 4:45 PM 13 11 17 55 11 17 21 78 16 13 69 61 382 5:00 PM 4 16 18 38 14 12 19 115 21 11 72 68 408 I 5:15PM 5 6 26 34 17 7 29 92 17 10 73 45 361 5:30 PM 6 13 13 47 15 8 14 66 13 8 49 51 303 5;45 PM 3 12 26 44 12 10 19 81 11 15 70 68 371 I 6:00 PM 6:15 PM 8:30 PM I 6:45 PM TOTAL NL NT - NP St. ST SR EL ET ER WL WI WA TOTAL I VOLUMES 50 97 170 330 111 105 149 639 103 88 531 491 2864 PM Peak Hr Begins at 430 PM PEAK VOLUMES= 29 42 90 163 55 47 84 339 68 44 276 239 1476 ADDITIONS; SIGNALIZED i LJ I I I I I I I I I 1 APPENDIX B ICU Worksheets I I I I I I I I I INTERSECTION CAPACITY UTILIZATION (ICU) Intersection: Tamarack/Jefferson Date: 1/1/2002 Condition: Existing Condition Lane Capacity: 2000 Movement Number oI Lanes Lane Capacity AM Volume PEAK V/C PM PEAK Volume V/C NL 0 1800 0 0.000 * 0 0.000 * NT 1 2000 273 0.137 - 161 0.081 - NR 0 0 0 0.000 0 0.000 SL 0 1800 0 0.000 - 0 0.000 - ST 1 2000 332 0.166 * 265 0.133 * SR 0 1800 0 0.000 0 0.000 EL 1 1800 52 0.029 * 84 0.047 * ET 2 4000 345 0.086 - 407 0.102 - ER 0 0 0 0.000 0 0.000 WL 1 1800 31 0.017 - 44 0.024 - WT 2 4000 441 0.110* 515 0.129* WR 0 0 0 0.000 0 0.000 N+S Critical Move 0.166 0.133 E+W Critical Move 0.139 0.175 Efficiency Loss Factor 0.100 0.100 NB Right Turn Comp. 0.000 0.000 SB Right Turn Comp. 0.000 0.000 EB Right Turn Comp. 0.000 0.000 WB Right Turn Comp. 0.000 0.000 0.405 0.408 ICU LOS A A I I I I I I TAMJEFFicuX I I I I I I I I I I I I I INTERSECTION CAPACITY UTILIZATION (ICU) Intersection: Tamarack/Jefferson Date: 1/10/2002 Condition: Existing Plus ARCO Condition Lane Capacity: 2,000 vehlhr/ln - thru lanes, 1,800 veh/hr/ln - turn lanes Movement Number Of Lanes Lane Capacity AM PEAK Volume V/C PM PEAK Volume V/C NL 0 1800 0 0.000* 0 0.000* NT 1 2000 273 0.137- 161 0.081- NR 0 0 0 0.000 0 0.000 SL 0 1800 0 0.000- 0 0.000- ST 1 2000 394 0.197* 335 0.168 SR 0 1800 0 0 0 0.000 EL 1 1800 59 0.033* 93 0.052* ET 2 4000 345 0.086- 407 0.102- ER 0 0 0 0.000 0 0.000 WL 1 1800 31 0.017- 44 0.024- WT 2 4000 441 0.110* 515 0.129 WR 0 0 0 0.000 0 0.000 N+S Critical Move 0.197 0.168 E+W Critical Move 0.143 0.180 Efficiency Loss Factor 0.100 0.100 NB Right Turn Comp. 0.000 0.000 SB Right Turn Comp. 0.000 0.000 EB Right Turn Comp. 0.000 0.000 WB Right Turn Comp. 0.000 0.000 ICU 0.440 0.448 LOS A A U I I I I I I I I I I I I I I I I I U INTERSECTION CAPACITY UTILIZATION (ICU) Intersection: Tamarack/I-5 Southbound Date: 1/1/2002 Condition: Existing Condition Lane Capacity: 2000 Movement Number of Lanes Lane Capacity AM Volume PEAK V/C PM PEAK Volume V/C NL 0 0 0 0.000 - 0 0.000 - NT 0 0 0 0.000 * 0 0.000 * NR 0 0 0 0.000 0 0.000 SL 1 1800 140 0.078 * 213 0.118 * ST 0 0 0 0.000 - 0 0.000 - SR 1 1800 86 0.048 231 0.128 EL 0 1800 0 0.000 - 0 0.000 - ET 2 4000 326 0.082 * 400 0.100 * ER 1 1800 295 0.164 208 0.116 WL 1 1800 446 0.248 * 251 0.139 * WT 2 4000 219 0.055 - 468 0.117 - WR 0 01 0 0.000 0 0.000 N+S Critical Move 0.078 0.118 E+W Critical Move 0.329 0.239 Efficiency Loss Factor 0.100 0.100 NB Right Turn Comp. 0.000 0.000 SB Right Turn Comp. 0.048 0.128 EB Right Turn Comp. 0.082 0.016 WB Right Turn Comp. 0.000 0.000 0.637 0.602 ICU LOS B B e? .11, -~? TAM5SicuX I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I INTERSECTION CAPACITY UTILIZATION (ICU) Intersection: Tamarack/I-5 Southbound Date: 1/1/2002 Condition: Existing Plus ARCO Condition Lane Capacity: 2000 Movement Number oT Lanes Lane Capacity AM PEAK Volume V/C PM PEAK Volume V/C NL 0 0 0 0.000 - 0 0.000 - NT 0 0 0 0.000 * 0 0.000 * NR 0 0 0 0.000 0 0.000 SL 1 1800 140 0.078 * 213 0.118 * ST 0 0 0 0.000 - 0 0.000 - SR 1 1800 113 0.063 261 0.145 EL 0 1800 0 0.000 - 0 0.000 - ET 2 4000 365 0.091 * 443 0.111 * ER 1 1800 322 0.179 238 0.132 WL 1 1800 446 0.248 * 251 0.139 * WT 2 4000 258 0.065- 511 0.128- WR 0 01 0 0.000 0 0.000 N+S Critical Move 0.078 0.118 E+W Critical Move 0.339 0.250 Efficiency Loss Factor 0.100 0.100 NB Right Turn Comp. 0.000 0.000 SB Right Turn Comp. 0.063 0.145 EB Right Turn Comp. 0.088 0.021 WB Right Turn Comp. 0.000 0.000 0.667 0.635 F ICU LOS B B TAM5SicuX I I I I I I I I I I I I I I I I I I 1 INTERSECTION CAPACITY UTILIZATION (ICU) Intersection: Tamarack/1-5 Northbound Date: 1/1/2002 Condition: Existing Condition Lane Capacity: 2000 Movement Number of Lanes Lane Capacity AM Volume PEAK V/C PM Volume PEAK V/C NL 1 1800 88 0.049 * 184 0.102 * NT 0 0 0 0.000 - 0 0.000 - NR 1 1800 206 0.114 625 0.347 SL 0 1800 0 0.000 - 0 0.000 - ST 0 0 0 0.000 * 0 0.000 * SR 0 1800 0 0.000 0 0.000 EL 1 1800 176 0.098 * 100 0.056 * ET 2 4000 281 0.070 - 512 0.128 - ER 0 1800 0 0.000 0 0.000 WL 0 1800 0 0.000 - 0 0.000 - WT 2 4000 780 0.195 * 586 0.147 * WR 0 01 0 0.000 0 0.000 N+S Critical Move 0.049 0.102 E+W Critical Move 0.293 0.202 Efficiency Loss Factor 0.100 0.100 NB Right Turn Comp. 0.114 0.347 SB Right Turn Comp. 0.000 0.000 EB Right Turn Comp. 0.000 0.000 WB Right Turn Comp. 0.000 0.000 0.556 0.752 ICU LOS A C b--5 TAM5NicuX INTERSECTION CAPACITY UTILIZATION (ICU) Intersection: Tamarack/1-5 Northbound Date: 1/1/2002 Condition: Existing Plus ARCO Condition Lane Capacity: 2000 Movement Number oT Lanes Lane Capacity AM Volume PEAK V/C PM Volume PEAK V/C NL 1 1800 115 0.064 * 214 0.119 * NT 0 0 0 0.000 - 0 0.000 - NR 1 1800 206 0.114 625 0.347 SL 0 1800 0 0.000 - 0 0.000 - ST 0 0 0 0.000 * 0.000 * SR 0 1800 0 0.000 0 0.000 EL 1 1800 203 0.113* 130 0.072* ET 2 4000 293 0.073 - 525 0.131 - ER 0 1800 0 0.000 0 0.000 WL 0 1800 0 0-000 - 0 0-000 - WT 2 4000 792 0.198 * 599 0.150 * WR 0 0 0 0.000 0 0.000 N+S Critical Move 0.064 0.119 E+W Critical Move 0.311 0.222 Efficiency Loss Factor 0.100 0.100 NB Right Turn Comp. 0.114 0.347 SB Right Turn Comp. 0.000 0.000 EB Right Turn Comp. 0.000 0.000 WB Right Turn Comp. 0.000 0.000 0.589 0.788 ICU LOS A C ME TAM5NicuP I I I I I I I I I I I I I I I U I I I SUMMARY _TWO-WAY STOP CONTROL U U HCS2000: Unsignalized Intersections Release 4.1a Analyst: V Root Agency/Co.: Darnell & Associates, Inc. Date Performed: 1/10/02 Analysis Time Period: AM Peak Intersection: Jefferson/Access Jurisdiction: Carlsbad Units: U. S. Customary Analysis Year: Existing + Project (2002) Project ID: ARCO Carlsbad 011202 East/West Street: Access Driveway North/South Street: Jefferson Intersection Orientation: NS Study period (hrs): 1.00 Vehicle Volumes and Adjustments_________________________ Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 309 7 4 332 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 325 7 4 349 Percent Heavy Vehicles -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 Volume 62 4 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 65 4 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service_____________________ Approach NB SB Westbound Eastbound Movement 1 4 I 7 8 9 I 10 11 12 v (vph) 4 69 C(m) (vph) 1239 426 v/c 0.00 0.16 95% queue length 0.01 0.58 Control Delay 7.9 15.1 LOS A C Approach Delay 15.1 Approach LOS C I I I I I I I I I I I I I I I I III 70 4 0.95 0.95 73 4 0 0 0 ITR I I HCS2000: Unsignalized Intersections Release 4.1a TWO-WAY STOP CONTROL SUMMARY_____________ Analyst: V Root Agency/Co.: Darnell & Associates, Inc. Date Performed: 1/10/02 Analysis Time Period: PM Peak Intersection: Jefferson/Access Jurisdiction: Carlsbad Units: U. S. Customary Analysis Year: Existing + Project (2002) Project ID: ARCO Carlsbad 011202 East/West Street: Access Driveway North/South Street: Jefferson Intersection Orientation: NS Study period (hrs): Vehicle Volumes and Adjustments____________ Major Street: Approach Northbound Southbound Movement 1 2 3 I 4 5 Volume 365 9 4 265 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 384 9 4 278 Percent Heavy Vehicles -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage Flared Approach: Exists? Storage RT Channelized? I Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service___________________ I Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v(vph) 4 77 I C(m) (vph) 1177 430 v/c 0.00 0.18 I 95% queue length Control Delay 0.01 8.1 0.65 15.2 LOS A C Approach Delay 15.2 I Approach LOS C I I I I 1 I I I I I El] 1.00 6 HCS2000: Unsignalized Intersections Release 4.1a TWO-WAY STOP CONTROL SUMMARY__________________________ Analyst: V Root Agency/Co.: Darnell & Associates, Inc. Date Performed: 1/10/02 Analysis Time Period: AM Peak Intersection: Tamarack/Access Jurisdiction: Carlsbad Units: U. S. Customary Analysis Year: Existing + Project (2002) Project ID: ARCO Carlsbad 011202 East/West Street: Tamarack North/South Street: Access Driveway Intersection Orientation: EW Study period (hrs): 1.00 Vehicle Volumes and Adjustments_________________________ Major Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 5 749 467 96 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 5 788 491 101 Percent Heavy Vehicles 0 -- -- -- -- Median Type TWLTL RT Channelized? Lanes 1 2 2 0 Configuration L T T TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 41 5 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 43 5 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service____________________ Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Config L LR V (vph) 5 48 C(m) (vph) 994 409 v/c 0.01 0.12 95% queue length 0.02 0.40 Control Delay 8.6 15.0- LOS A B Approach Delay 15.0 Approach LOS B rem I I I I I I U I I I I I I I I I LI HCS2000: Urisignalized Intersections Release 4.1a _TWO-WAY STOP CONTROL SUMMARY__________________________ Analyst: V Root Agency/Co.: Darnell & Associates, Inc. Date Performed: 1/10/02 Analysis Time Period: PM Peak Intersection: Tamarack/Access Jurisdiction: Carlsbad Units: U. S. Customary Analysis Year: Existing + Project (2002) Project ID: ARCO Carlsbad 011202 East/West Street: Tamarack North/South Street: Access Driveway Intersection Orientation: EW Study period Vehicle Volumes and Adjustments____ Major Street: Approach Eastbound Westbound Movement 1 2 3 I 4 5 6 Volume 5 648 - - 554 93 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 5 682 583 97 Percent Heavy Vehicles 0 -- -- -- -- Median Type TWLTL RT Channelized? Lanes 1 2 2 0 Configuration L T T TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 33 5 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 34 5 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service____________________ Approach ES WB Northbound Southbound Movement 1 4 I 7 8 9 I 10 11 12 v(vph) 5 39 C(m) (vph) 922 393 v/c 0.01 0.10 95% queue length 0.02 0.33 Control Delay 8.9 15.2 LOS A C Approach Delay 15.2 Approach LOS C I I I L I U I U I I II I I I I I I I I (hrs): 1.00 I I I I I I I I I I APPENDIX B >1CU1HC S Worksheets I I I I I I I I I I I I I I I I I I I I I I I I I Tamarack&Jefferson-Ex INTERSECTION CAPACITY UTILIZATION (ICU) WORKSHEET CITY OF CARLSBAD-SATURATION FLOW RATES INTERSECTION: Tamarack/Jefferson DATE: 04/01/02 CONDITION: Existing Condition LANE CAPACITY: Through 2,000 Left/Right 1,800 Number of Lane Movement Lanes Capacity AM Peak Critical Volume V/C Movement PM Peak Critical Volume V/C Movement NL 0 0 53 0.000 1 29 0.000 1 NR 0 0 159 0.000 0 90 0.000 0 NT 1 2000 61 0.137 0 42 0.081 0 SL 0 0 223 0.000 0 163 0.000 0 SR 0 0 11 0.000 0 47 0.000 0 ST 1 2000 98 0.166 1 55 0.133 1 EL 1 1800 52 0.029 1 84 0.047 1 ER 0 0 27 0.000 0 68 0.000 0 ET 2 4000 318 0.086 0 339 0.102 0 WL 1 1800 31 0.017 0 44 0.024 0 WR 0 0 196 0.000 0 239 0.000 0 WT 2 4000 245 0.110 1 276 0.129 1 N/S component 0.166 0.133 E/W component 0.139 0.175 Rt.Tn. comp. 0.000 0.000 Clearance Interval 0.100 0.100 ICU 0.405 0.408 LOS A A Critical movement identified by a 1. Ten lanes for a right turn indicates free movement. NA - Not Applicable I I I I I I I I I I I I I I I I I I I Tamarack&Jef ferson-Ex+Proj INTERSECTION CAPACITY UTILIZATION (ICU) WORKSHEET CITY OF CARLSBAD-SATURATION FLOW RATES INTERSECTION: Tamarack/Jefferson DATE: 04/01/02 CONDITION: Existing + ARCO Condition LANE CAPACITY: Through 2,000 Left/Right 1,800 Number of Lane Movement Lanes Capacity All Peak Critical Volume V/C Movement PM Peak Critical Volume V/C Movement NL 0 0 53 0.000 1 29 0.000 1 NR 0 0 159 0.000 0 90 0.000 0 NT 1 2000 61 0.137 0 42 0.081 0 SL 0 0 275 0.000 0 221 0.000 0 SR 0 0 11 0.000 0 55 0.000 0 ST 1 2000 105 0.196 1 55 0.166 1 EL 1 1800 59 0.033 1 92 0.051 1 ER 0 0 27 0.000 0 68 0.000 0 ET 2 4000 318 0.086 0 339 0.102 0 WL 1 1800 31 0.017 0 44 0.024 0 WR 0 0 196 0.000 0 239 0.000 0 WT 2 4000 245 0.110 1 276 0.129 1 N/S component 0.196 0.166 E/W component 0.143 0.180 Rt.Tn. comp. 0.000 0.000 Clearance Interval 0.100 0.100 ICU 0.439 0.445 LOS A A Critical movement identified by a 1. Ten lanes for a right turn indicates free movement. NA - Not Applicable ktw I I I I I I I 1 I I I I I I I I I 1 I Tamarack&I5SB-Ex INTERSECTION CAPACITY UTILIZATION (ICU) WORKSHEET CITY OF CARLSBAD-SATURATION FLOW RATES INTERSECTION: Tamarack/I-5 Southbound Ramp DATE: 04/01/02 CONDITION: Existing Condition LANE CAPACITY: Through 2,000 Left/Right 1,800 Number of Lane Movement Lanes Capacity AM Peak Critical Volume V/C Movement PM Peak Critical Volume V/C Movement NL 0 0 0 0.000 0 0 0.000 0 NR 0 0 0 0.000 0 0 0.000 0 NT 0 0 0 0.000 1 0 0.000 1 SL 1 1800 140 0.078 1 213 0.118 1 SR 1 1800 86 0.048 1 231 0.128 1 ST 0 0 0 0.000 0 0 0.000 0 EL 0 0 0 0.000 0 0 0.000 0 ER 1 1800 295 0.164 1 208 0.116 1 ET 2 4000 326 0.082 1 400 0.100 1 WL 1 1800 446 0.248 1 251 0.139 1 WR 0 0 0 0.000 0 0 0.000 0 WT 2 4000 219 0.055 0 468 0.117 0 N/S component 0.078 0.118 E/W component 0.329 0.239 Rt.Tn. comp. 0.130 0.144 Clearance Interval 0.100 0.100 ICU 0.637 0.602 LOS B B Critical movement identified by a 1. Ten lanes for a right turn indicates free movement. NA - Not Applicable B-3 I I I I I I I I I I I I I I I I I I I Tamarack&I5SB-Ex+Proj INTERSECTION CAPACITY UTILIZATION (ICU) WORKSHEET CITY OF CARLSBAD-SATURATION FLOW RATES INTERSECTION: Tamarack/I-5 Southbound Ramp DATE: 04/01/02 CONDITION: Existing + ARCO Condition LANE CAPACITY: Through 2,000 Left/Right 1,800 Number of Lane Movement Lanes Capacity AM Peak Critical Volume V/C Movement PM Peak Critical Volume V/C Movement NL 0 0 0 0.000 0 0 0.000 0 NR 0 0 0 0.000 0 0 0.000 0 NT 0 0 0 0.000 3. 0 0.000 3. SL 1 1800 140 0.078 1 213 0.118 1 SR 1 1800 112 0.062 1 261 0.145 1 ST 0 0 0 0.000 0 0 0.000 0 EL 0 0 0 0.000 0 0 0.000 0 ER 1 1800 321 0.178 1 237 0.132 1 ET 2 4000 363 0.091 1 442 0.111 1 WL 1 1800 446 0.248 1 251 0.139 1 WR 0 0 0 0.000 0 0 0.000 0 WT 2 4000 257 0.064 0 510 0.128 0 N/s component 0.078 0.118 E/W component 0.339 0.250 Rt.Tn. comp. 0.150 0.166 Clearance Interval 0.100 0.100 ICU 0.666 0.634 LOS B B Critical movement identified by a 1. Ten lanes for a right turn indicates free movement. NA - Not Applicable B-4 I I I I I I I I I I I I I I I I I I I Tamarack&I 5NB-Ex INTERSECTION CAPACITY UTILIZATION (ICU) WORKSHEET CITY OF CARLSBAD-SATURATION FLOW RATES INTERSECTION: Tamarack/I-5 Northbound Ramp DATE: 04/01/02 CONDITION: Existing LANE CAPACITY: Through 2,000 Left/Right 1,800 Number of Lane Movement Lanes Capacity AM Peak Critical Volume V/C Movement PM Peak Critical Volume V/C Movement NL 1 1800 88 0.049 1 184 0.102 1 NR 1 1800 206 0.114 1 625 0.347 1 NT 0 0 0 0.000 0 0 0.000 0 SL 0 0 0 0.000 0 0 0.000 0 SR 0 0 0 0.000 0 0 0.000 0 ST 0 0 0 0.000 1 0 0.000 1 EL 1 1800 176 0.098 1 100 0.056 1 ER 0 0 0 0.000 0 0 0.000 0 ET 2 4000 281 0.070 0 512 0.128 0 WL 0 0 0 0.000 0 0 0.000 0 JR 0 0 231 0.000 0 175 0.000 0 WT 2 4000 549 0.195 1 411 0.147 1 N/S component 0.049 0.102 E/W component 0.293 0.202 Rt.Tn. comp. 0.114 0.347 Clearance Interval 0.100 0.100 ICU 0.556 0.752 LOS A C Critical movement identified by a 1. Ten lanes for a right turn indicates free movement. NA - Not Applicable B-5 I I I I I I 1 I I I I I I I I I I I 1 Tamarack&I 5NB-Ex+Proj INTERSECTION CAPACITY UTILIZATION (ICU) WORKSHEET CITY OF CARLSBAD-SATURATION FLOW RATES INTERSECTION: Tamarack/I-5 Northbound Ramp DATE: 04/01/02 CONDITION: Existing + ARCO Condition LANE CAPACITY: Through 2,000 Left/Right 1,800 Number of Lane Movement Lanes Capacity AM Peak Critical Volume V/C Movement PM Peak Critical Volume V/C Movement NL 1 1800 114 0.063 1 213 0.118 1 NR 1 1800 206 0.114 1 625 0.347 1 NT 0 0 0 0.000 0 0 0.000 0 SL 0 0 0 0.000 0 0 0.000 0 SR 0 0 0 0.000 0 0 0.000 0 ST 0 0 0 0.000 1 0 0.000 1 EL 1 1800 202 0.112 1 129 0.072 1 ER 0 0 0 0.000 0 0 0.000 0 ET 2 4000 292 0.073 0 525 0.131 0 WL 0 0 0 0.000 0 0 0.000 0 WR 0 0 231 0.000 0 175 0.000 0 WT 2 4000 561 0.198 1 424 0.150 1 N/S component 0.063 0.118 E/W component 0.310 0.221 Rt.Tn. comp. 0.114 0.347 Clearance Interval 0.100 0.100 ICU 0.588 0.787 LOS A C Critical movement identified by a 1. Ten lanes for a right turn indicates free movement. NA - Not Applicable L I I AM HCS2000: Unsignalized Intersections Release 4.1b TWO-WAY STOP CONTROL SUMMARY Analyst: V Root Agency/Co.: Darnell & Associates, Inc. Date Performed: 04/01/02 Analysis Time Period: AM Peak Intersection: Tamarack/Access Jurisdiction: Carlsbad Units: U. S. Customary Analysis Year: Existing + Project (2002) Project ID: ARCO Carlsbad 011202 East/West Street: Tamarack North/South Street: Access Driveway Intersection Orientation: EW Study period (hrs): 1.00 Vehicle Volumes and Adjustments__________________________ Major Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 5 747 467 94 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 5 786 491 98 Percent Heavy Vehicles 0 -- -- -- -- Median Type TWLTL RT Channelized? Lanes 1 2 2 0 Configuration L T T TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 Volume 41 5 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 43 5 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service____________________ Approach EB WB Northbound Southbound Movement 1 4 I 7 8 9 I 10 11 12 v (vph) 5 48 C(m) (vph) 996 410 v/c 0.01 0.12 95% queue length 0.02 0.40 Control Delay 8.6 14.9 LOS A B Approach Delay 14.9 Approach LOS B I I I 11 I I I I I I I I I I I I I I I HCS2000: Unsignalized Intersections Release 4.1b TWO-WAY STOP CONTROL SUMMARY Analyst: V Root Agency/Co.: Darnell & Associates, Inc. Date Performed: 04/01/02 Analysis Time Period: PM Peak Intersection: Tamarack/Access Jurisdiction: Carlsbad Units: U. S. Customary Analysis Year: Existing + Project (2002) Project ID: ARCO Carlsbad 011202 East/West Street: Tamarack North/South Street: Access Driveway Intersection Orientation: EW Study period (hrs): 1.00 Vehicle Volumes and Adjustments___________________________ Major Street: Approach Eastbound Westbound Movement 1 2 3 I 4 5 6 L T R L T R Volume 5 645 554 92 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 5 678 583 96 Percent Heavy Vehicles 0 -- -- -- -- Median Type TWLTL RT Channelized? Lanes 1 2 2 0 Configuration L T T TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 33 5 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 34 5 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service____________________ Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Config L LR v (vph) 5 39 C(m) (vph) 923 395 v/c 0.01 0.10 95% queue length 0.02 0.33 Control Delay 8.9 15.1 LOS A C Approach Delay 15.1 Approach LOS C U I I I I I I I I I I I I I I I I HCS2000: Unsignalized Intersections Release 4.1b TWO-WAY STOP CONTROL SUMMARY Analyst: V Root Agency/Co.: Darnell & Associates, Inc. Date Performed: 04/01/02 Analysis Time Period: AM Peak Intersection: Jefferson/Access Jurisdiction: Carlsbad Units: U. S. Customary Analysis Year: Existing + Project (2002) Project ID: ARCO Carlsbad 011202 East/West Street: Access Driveway North/South Street: Jefferson Intersection Orientation: NS Study period (hrs): 1.00 Vehicle Volumes and Adjustments__________________________ Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R IL T R Volume 309 7 4 332 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 325 7 4 349 Percent Heavy Vehicles -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 Volume 59 4 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 62 4 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service___________________ Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) 4 66 C(m) (vph) 1239 427 v/c 0.00 0.15 95% queue length 0.01 0.55 Control Delay 7.9 15.0- LOS A B Approach Delay 15.0- Approach LOS B I Li I Li I I I I I I I Li I I i1 I I I I HCS2000: Unsignalized Intersections Release 4.1b TWO-WAY STOP CONTROL SUMMARY Analyst: V Root Agency/Co.: Darnell & Associates, Inc. Date Performed: 04/01/02 Analysis Time Period: PM Peak Intersection: Jefferson/Access Jurisdiction: Carlsbad Units: U. S. Customary Analysis Year: Existing + Project (2002) Project ID: ARCO Carlsbad 011202 East/West Street: Access Driveway North/South Street: Jefferson Intersection Orientation: NS Study period (hrs): 1.00 Vehicle Volumes and Adjustments___________________________ Major Street: Approach Northbound Southbound Movement 1 2 3 I 4 5 6 L T R IL T R Volume 365 8 4 265 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 384 8 4 278 Percent Heavy Vehicles -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 Volume 66 4 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 69 4 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service____________________ Approach NB SB Westbound Eastbound Movement 1 4 f 7 8 9 10 11 12 Lane Config LT f LR v (vph) 4 73 C(m) (vph) 1178 431 v/c 0.00 0.17 95% queue length 0.01 0.61 Control Delay 8.1 15.1 LOS A C Approach Delay 15.1 Approach LOS C B-b I I I F, I I I I I I I I I I I I I I I I I LI I I I I APPENDIX C I )RESPONSE TO CALTRANS COMMENTS I I I I I LI I Darnell & ASSOCIATES, INC. TRANSPORTATION PLANNING & TRAFFIC ENGINEERING I MEMORANDUM I DATE: April 2, 2002 TO: Philip Schanberger, TAIT & Associates c. FAX: 858-278-1525 FROM: Bill E. Daniel!, £ I D&A Ref No: 011202 RE: Tamarack Avenue ARCO Station in Carlsbad - Response to Caltrans Comments I I We have reviewed Caltrans March 20, 2002 comments on the Tamarack Avenue ARCO station located in the City of Carlsbad. Our responses to each of the comments are summarized below. I Comment 1: Please resubmit the site plan showing the Department's right of way line. Response 1: Resubmittal of the site plan showing the Department's right of way line is the responsibility I of TAIT & Associates, Inc. Comment 2: The truck turning movements at the southbound 1-5 exit ramp to the driveway entrance on I Tamarack Avenue should be checked to meet the STAA standards per the Highway Design Manual, Topic 407. I Response 2: This is the responsibility of TAIT & Associates, Inc. Comment 3: Currently this property is a fenced vacant lot with an existing building on the southeast corner I of the lot. The development of the AM/PM facility will increase traffic at this location. Please prepare a traffic impact study in accordance with Caltrans Guide for the Preparation of Traffic Impact Studies, dated January 2001, attached. Minimum contents of the traffic I impact study are listed in Appendix "A" of the TIS guide. Response 3: Daniel! & Associates, Inc. (D&A) has prepared a traffic study for the proposed project. The traffic study was prepared in accordance with Caltrans Guidelines for the Preparation of I Traffic Impact Studies. 011 202-Re8poneetoCaItrans3-20-02Commonts.wpd/02-04 Page 1 of 3 1446 FRONT STREET • SUITE 300 • SAN DIEGO, CA 92101 PHONE: 619-233-9373 • FAX: 619-233-4034 E-mail: BD492@aol.com I I Comment 4: Analyze all State-owned signalized intersections affected by this project using the intersecting I lane vehicle (ILV) procedure from Caltrans Highway design Manual Topic 406, page 400-21. Response 4: Our traffic study analyzed the Tamarack Avenue/Interstate 5 northbound and southbound I the ILV methodology. The analysis found 1 both ramps operate under stable flow with less than 1200 ILV/hour under existing and existing plus project conditions during both the AM and PM peak hours. I Comment 5: The level of service (LOS) for operating State highway facilities is based upon measures of effectiveness (MOE) (see Appendix "C-2" of the TIS guide). Caltrans endeavors to maintain a target LOS at the transition between LOS "C" and LOS "D" (see Appendix "C-3" of the TIS guide). If an existing State highway facility is operating at less than this target LOS, the existing MOE should be maintained. I Response 5: Interstate 5 north and south of Tamarack Avenue operates at LOS E with or without the proposed project. The addition of project traffic increases the existing v/c ratio on these I segments of I-S by 0.003. This increase is less than the allowable one percent (0.01) increase and is therefore considered insignificant. See Table C - 1 for the freeway level of service calculations. Comment 6: Caltrans supports "fair share" contributions from developers for interchange improvements and/or other mitigation measures due to traffic impacts from their projects. Response 6: D&A agrees with and can support a "fair share" contribution program as soon as Caltrans identifies existing and future needs, the costs, and the procedures to implement such a program. Caltrans and SANDAG are the lead in regional improvements and should be responsible for establishing a program. Individual projects should not be burdened with the responsibility to create a program that should be the responsibility of Caltrans and SANDAG. I I I I I I I 011202.ResponsatoCaItrans3-20-02Comments.wpd/02-04 Page 2 of 3 I I - - - - - - - - - - - - - - - - - - - Table C - 1 Existing + Project Freeway Segment Volumes and Level of Service Summary Existing Existing + Project Route Limits Lanes Capacity Peak Hour Direction Split Truck Factor v/c V/C v/c Significant ADT Ratio LOS ADT Ratio LOS Ratio Increase Increase n/o Tamarack Ave. 4 9,200 7.30% 60.0% 5.0% 196,000 0.980 E 196,651 0.983 E 0.003 No Interstate S s/o Tamarack Ave. 4 91200 7.30% 60.0% 5.0% 200,000 1.000 1 E 200,651 1.003 E 0.003 No # Lanes - Number of lanes in one direction: HOV-High Occupancy Lanes Capacity - Capacity in one direction ADT - Average Daily Traffic Peak Hour % - Percentage of average daily traffic occurring during the peak hour Direction Split - Percentage of peak hour traffic traveling in peak direction. Truck Factor - Truck/terrain factor to represent influence of heavy vehicles and/or grades. Peak Hour Volume - Peak hour traffic in peak direction of travel/ For facilities with HOV lanes, ten percent is assumed to use HOV lanes. v/c Ratio - Volume to Capacity Ratio LOS - Caltrans District 11 procedure was used to estimate the freeway level of service. Designations vary from A to F, with four level of LOS F from F(0) to F(3). N/A - Not Applicable