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Home My WebLink AboutCUP 12-05; Alps Innovation Staybridge Suites & Holiday Inn; Conditional Use Permit (CUP) (8)URBAN SYSTEMS ASSOCIATES, INC. PLANNING & TRAFFIC ENGINEERING, MARKETINB & PROJECT SUPPORT CONSULTANTS TO INDUSTRY AND GOVERNMENT E-MEMO ATTN' ^l^8S - Prime Group Construction, Inc. E-Mail' • FROM: DATE: Sam P. Kab. May 1, 2013 ioevblas8.Drime£roup(SismaU.com heidid(^rimegroupconstruction. com TOTAL PA GES (including Cover): 50 TIME: 2:25:22 PM JOB NUMBER: 000312 SUBJECT: Bressi Ranch Hotels Confidential Comtnunications This transmittal is intended for the recipient named above. Unless otherwise expressly indicated, this entire communication is confidential and privileged information. If you are not the intended recipient, do not disclose, copy, distribute or use this information. If you received this transmission in error, please notify us immediately by telephone, at our expense and destroy the information. As you requested. Urban Systems Associates, Inc., has evaluated the traffic impacts of the two hotel project proposed within the Bressi Ranch Industrial Park in Carlsbad. This final report replaces the previous report dated September 7, 2012, but the conclusions have not changed. The project includes two hotels, one with 133 rooms and one with 106 rooms. The 6.57 acre project site is located at the southeast comer of the Palomar Airport Road / Innovation Way intersection. Attachment 1 shows the site plan you provided. TRIP GENERATION The types of industrial park uses assumed in the Bressi Ranch Business Park could generate up to 200 average daily trips (ADT) per acre, which would amount to 1,314 average daily vehicle trips for the 6.57 acre site. The trip generation rates used in Carlsbad are the San Diego Association of Govemments (SANDAG) trip rates, and the SANDAG rates for Hotels list four types of hotels, a Hotel with Convention Facilities and Restaurant, a Motel, a Resort Hotel, and a Business Hotel. If we assimie Business Hotels, then these hotels would generate trips at seven vehicle trips per room. The two hotels combined would generate 1,673 ADT, compared to 1,314 ADT for business park uses. The table below shows the differences in ADT and peak hour traffic flow between business park and hotel uses. As shown, the project would have a minor increase in average daily traffic 1 QQ03!2-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road. Suite 106 • San Diego, CA 92123 • (858) 560-4911 - Fax (858) 560-9734 Joey Blagg Prime Group Construction, Inc © Urban Systems Associates, Inc May 1.2013 volumes (+359 ADT) compared to business park use. The total AM peak hour traffic would be 24 vehicles per hour less, and the PM peak hour flow would be seven vehicles per hour more. Business Park at 200 Trips / Acre l:'i/^?////W0/^$iM . ••»>;>• AM PEAK HOUR PMPEAK HOUR USE TRIP RATE ADT % tt IN: OUT m OUT % # IN: OUT IN OUT Business Park* 200/AC 1,314 12 158 8:2 126 32 12 158 2:8 32 126 Hotels (239 RMS) 7/RM 1,673 8 134 4:6 54 80 9 151 6:4 90 61 Difference +359 -24 -72 448 +7 +58 -65 ':€ii'/^//^M"/M/^)&'/^; ^^$^//i'/i'i^///:!P^$i •Business Park @6.57 Acres; Trip Generation Rate As mentioned above, the types of business park uses with commercial allowed that could possibly be built on this highly visible site with close proximity to Palomar Airport Road could possibly generate traffic at a trip rate of 200 trips per acre. However, the Bressi Ranch Master Plan Final EIR assumed a blended trip rate of 120 trips per acre for the Planned Industrial use. To account for the uncertainty of the underlying use for these parcels, the following table shows a comparison of using the trip rate of 120 trips per acre rather than 200 trips per acre for the business park uses. Business Park at 120 Trips / Acre 'Mi^M^SMMii&^/SM i/^§i/i'ihiS^:?i/: AM PEAK HOUR PMPEAK HOUR USE TRIP RATE ADT % # IN: OUT IN OUT % # IN : OUT IN OUT Business Park* 120/AC 788 12 95 8:2 76 19 12 95 2:8 19 76 Hotels (239 RMS) 7/RM 1,673 8 134 4:6 54 80 9 151 6:4 91 60 Difference +885 +39 -22 +61 +56 +72 -16 •Business Park @6.57 Acres; Trip Generation Rate As shown above, in the case with a less attractive business park underlying use as a comparison, the two hotel projects would generate 885 more average daily vehicle trips, 39 more AM peak hour trips and 56 more PM peak hour trips. However, in the AM peak hour when 80% of business park traffic is inbound, the hotel project 2 000312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road, Suite 106 • San Diego. CA 92123 • (858) 560-4911 • Fax (858) 560-9734 Joey Blagg Prime Group Construction. Inc €> Urban ^sterns Associates, Inc May 1, 2013 would have fewer inbound trips than business park uses, and during the PM peak hour, when 80% of business park traffic is outbound, the hotel project would have fewer outbound trips than business park uses. The project trip generation comparison using the more conservative 120 trips / acre for the tmderlying uses was used for the Bviildout Plus Project Conditions described below. SUMMARY As a result of our evaluation described below, we have concluded that the two hotel projects would have a less than significant direct traffic impact when considering Existing Plus Project conditions, and less than significant cumulative impacts for Buildout Plus Project conditions. We have also concluded that project impacts to nearby roadway segments and major intersections on Palomar Airport Road would be less than significant so that no off-site traffic mitigation should be needed. Provided below are discussions of our evaluation and a description ofthe attachments. EXISTING PLUS PROJECT CONDITIONS To evaluate for direct project impacts all project traffic firom the two hotel project was distributed to the nearby roadway sections and intersections and added to existing traffic volimies obtained fi-om the City of Carlsbad 2011 Traffic Monitoring Program. Intersection levels of service v^dthout and wifh the project are shown below. A level of service "D" or better is considered acceptable within Carlsbad and would indicate no significant direct impact. v/M/r/ik. ^•^/iii0'!/-/ /^//•S;:M-^'M Existing Plus Project Intersection Levels of Service Existing Existing Plus Project AM PM AM PM ICU LOS ICU LOS^ ICU LOS ICU LOS Palomar Airport Rd. / El Caraino Real 0.58 A 0.77 c 0.58 A 0.77 C Palomar Airport Rd. / huiovation Way 066 B 0.69 B 0.69 B 0.72 c Palomar Airport Rd. / El Fuerte St. 0.56 A 0.65 B 0.56 A 0.65 B Palomar Airport Rd. / Melrose Dr. 0.70 B 0.61 B 0.71 C 0.61 B 'i-'C'''-'- V^/r- JK ICU = Intersecnon Capacity Utihzarion. LOS = Level of Service. 000312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road, Suite 106 • San Diego. CA 92123 • (858) 560-4911 - Fax (858) 560-9734 Joey Blagg © Urban Systems Associates, Inc. Prime Group Constmction. Inc. May 1,2013 Lane configurations at these intersections are assumed as they exist with no changes, except at the Palomar Airport Road/ Melrose Drive intersection which has a plarmed restriping by the City of Carlsbad in the southbound direction to provide a dual right tum and two through lanes. As indicated above, with project traffic added, these locations are at an acceptable level of service "D" or better, indicating direct impacts are less than significant. Attachment 2 shows existing AM and PM traffic volumes without project traffic, taken fi-om the 2011 City of Carlsbad Traffic Monitoring Report. Attachment 3 shows existing lane configurations. Attachment 4 shows project only peak hour traffic for the Hotel uses which are added to existing peak hour volumes used in the City of Carlsbad Traffic Monitoring report. Attachment 5 shows existuig plus project traffic fi-om the two hotels added. The levels of service at study area intersections were calculated and shown in the table above. BUILDOUT PLUS PROJECT CONDITIONS The evaluation for cumtdative impacts uses the Buildout intersection peak hour volvunes taken from the traffic report for the Palomar Commons traffic report approved in 2010. The differences in peak hour trip generation with the hotel project compared to business park uses were calculated and adjustments made to the peak hour volumes at the study area intersections. Intersection levels of service without and with project traffic added are shown below. A level of service "D" or better is considered acceptable and would indicate a less than significant cmnulative impact. O00312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road, Suite 106 • San Diego, CA 92123 • (858) 560-4911 • Fax: (858) 560-9734 Joey Blagg Prime Group Construction, Inc. © Urban Systems Associates, Inc. May /, 2013 /:i/'^:'/l/^ '•i>/i:-/;i/ "'..i':.'-iLi?.'X Buildout Intersection Levels of Service Without Project With Project AM PM AM PM D LOS D LOS D LOS D LOS Palomar Airport Rd. / Lowe's Driveway 6.6 A 10.5 B 6.6 A 10.6 B Palomar Airport Rd. / El Camino Real 29.9 C 49.6 D 29.9 C 51.6 D Palomar Airport Rd. / Lmovation Way 52.5 D 51.9 D 53.6 D 51.1 D Palomar Airport Rd. / El Fuerte St. 44.8 D 53.1 D 44.5 D 52.9 D Palomar Airport Rd. / Mekose Dr. 49.0 D 47.6 D 49.1 D 47.5 D D = Average Control Delay, per Highway Capacity Manual. LOS = Level of Service. The intersection lane coirfigurations at Palomar Airport Road / El Camino includes those improvements required of the Palomar Commons project The Palomar Airport Road / Melrose Drive intersection includes an eastbound right tum only lane, but is a Capital Improvements Plan project, and the southbound lanes are assumed as in the existing condition with two through lanes and two right tum lanes. Suice the project impact to these locations is less than significant, the project should not be required to participate in the fimding of these projects. Attachment 6 includes the site only AM and PM peak hour volumes expected fiom the project site if developed with business park uses. Attachment 7 shows the peak hour volume differences when assiuning the Hotel project m place of business park uses. Attachment 8 includes Buildout Plus Project peak hour volumes assuming business park uses. Attachment 9 shows the adjusted Buildout Plus Hotel Project peak hour volumes. 5 000312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road, Suite 106 • San Diego, CA 92123 • (858) 560-4911 • FCDC (858) 560-9734 Joey Blagg © Urban Systems Associates, Inc Prime Group Construction, Inc. May 1, 2013 Levels of service were calculated using Highway Capacity Manual traffic signal operations software, and tiie results are shown in the table above. ROADWAY MID-BLOCK SEGMENTS The City of Carlsbad Mid-block segment analysis is conducted using peak hour volumes. The analysis methodology assumes a one-direction maximtmi capacity of 1,800 vehicles per lane, per hour, in the peak period. The level of service is then based on a per-lane volume to capacity ratio. The addition of project peak hour traffic to existing and Buildout peak hour volumes has a minor effect to the volume to capacity ratio so that the project impact would be less than significant Attachment 10 includes traffic volmne count summaries and intersection levels of service worksheets. CONCLUSION As indicated by our evaluation, project traffic impacts to nearby major intersections and roadway mid-block segments would be less than significant for Existing Plus Project and Buildout Plus Project conditions. Therefore no off-site traffic improvements should be required of this project. The 239 room hotel project traffic impacts were compared to the Planned Industrial uses, at 120 average daily vehicle trips per acre asstmied in the Bressi Ranch Master Plan for the site. This analysis has concluded that no potentially significant impacts would result from implementation of the project that were not previously evaluated in the Certified Final Program Environmental Impact Reportfpr.„^eBressi Ranch Master Plan MP 178 (EIR 98-04). dated July 9,2012. j^^^^^^^^^^S^ 000312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road, Suite 106 • San Diego, CA 92123 • (858) 560-4911 • Fax (858) 560-9734 Joey Blagg Prime Group Construction, Inc © Urban Systems Associates, Inc. May 1. 2013 ATTACHMENT 1 Site Plan 000312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road, Suile 106 • San Diego, CA 92123 • (858) 560-4911 • Fax (858) 560-9734 Joey Blagg Prime Group Construction, Inc © Urban System AssocicUes, Inc. Mayl, 2013 ATTACHMENT 2 Existing 2011 AM / PM Peak Hour Volumes © * 1522/1165 Jt**" y^^atomar Airjiort Rd. ro CO 0 to ro cn (£ csl rs. CVJ '§ 605/393 |< 1199/892 453/429 ^alonw Aii-port RtL (?) 0 IV 1 01 K) O CN) T- 1 Ol CN ^ 128/50 A". 2064/1162 ^ 66/34 ^i'ltJomor XlrporJ RA. 1018/1768 •I Palomar Alri Lowe's . - >ort Road at driveway 1 32/287—^ 773/1386 » 113/95-^ Palomar Alrp El Cami -4- to Oi Cv) CO 5 ^— o t z. tort Road at no Real 232/97--^ 1 1092/2279 117/136-^ 1 Paiomar Air[ Loker Ave. West \\r to m o -<t (M <D o « lort Road at / Innovation Way © ^ ' K) O 5 2 2 CM in •? m CM i ^^132/14 * 2145/1105 183/236 ^aXoururr AirpoTt Rd. —^ in (O . IV o rv <o »n % 100/54 1+68/681 44/165 >^Ptdomair Avrport Hd, 106/12-^ 975/2220 » 73/192-^ Palomar Airp El Fuert ID 01 09 Kl ^ ^ V^ CM CO OO Ol 00 ort Road at 9 Street 422/751-"^ 612/1823—*- 128/356-^ Palomar Alrp Metros 00 CO r: K - » •- ^ o s> ° oo " ort Road at 9 Drive ' — Traffic Signal Soia-ce: City of Carlsbad 2011 TrsfiBc MonitoriBg Rqwxt .... = Fatuie Tum Lanes 8 000312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road, Suite 106 • San Diego, CA 92123 • (858) 560-4911 • Fax (858) 560-9734 Joey Blagg Prime Group Construction, Inc. © Urban Systems Associates, Inc May 1, 2013 ATTACHMENTS Existing Intersection Lane Configurations © _ ^^^alomor- Airport Rd. © 1 O ? ^Pctlomctr Airpart Rd. © J of .^Palamccr Airport Rd. Palomar Airi Lowe's *^ f ** * future )ort Road at Driveway ^ «. f'Ui.vre lyy Pa. Palomar Airp El Cami * [omar Comrrutns ort Road at no Real "> 1 Palomar Airp Loker Ave. West ort Road at / Innovation Way © 1 /• ? © . /. (See Note) •=i ? ^Falomvr Airport Rd. Palomar Airp El Fuert ) >ort Road at 9 Street ±' *-'<y Palomar Airp Metros jjS = Futiin IV CIP ort Road at s Drive = Traffic Signal 1. NOTE: The City of Carlsbad will resteipe the southbound lanes wilinn the existing curbs to provide a dual right tam lane and two through lanes where currently there are three through lanes and one right tum lane. 000312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road, Suite 106 • San Diego, CA 92123 • (858) 560-4911 • Fax (858) 560-9734 Joey Blagg Prime Group Construction, Inc © Urban Systems Associates, Inc May 1, 2013 ATTACHMENT 4 Project Only AM / PM Peak Hour Traffic (Hotel Uses) ® 50% I© 10% 40/30 28/46 » I Palomar Airport Road at Lowe's Driveway 50% 28/46- B/6 40/30 8/6 'cblotnor .dirpoi-t RtL r 10% Palomar Airport Road at El Camino Real ® in v> IO 70% ^ 38/64 5% ^8/13 PoZomor Airpoiri Rd. f l5% r OJ Kl <n • Jhrwvway 10% Palomar Airport Road at Loker Ave. West / Innovation Way 0 15% J 4/3—^ 8/6 5% ® •5/9 Patomccr Airport Jld. 10% 10% 2/2 4/5 2/1 Palomar Airport Road at El Fuerte Street 2.5% • 3/5 2.5% 5% Palomar Airport Road at Melrose Drive XX% = Projecf Directional Distribution Percentages ' = TrafSc Signal .... = Fvrture Tum Lanes 10 000312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road, Suite 106 • San Diego, CA 92123 • (858) 560-4911 • Fax (858) 560-9734 Joey Blagg Prime Group Construction, Inc. © Urban Systems Associates. Inc. May I, 2013 ATTACHMENT 5 Existing + Project Only AM / PM Peak Hour Traffic (Volumes in Attachment 4 Added to Existing Volumes) © <l " 1562/1195 (2) —^ Tj- CO 5 ^ lO DO pv c IO to Ol C <M K OJ ^ ^€13/399 < 1239/922 466/435 palomar Airport Rd.. © Ol oo o ^ 04 rv rv* 5^ OJ ^ N ^ ^128/50 M 2064/1162 ^ 74/47 ^PtUomar Airport Rd T 1045/1814. . »i| •"•v -" ..1 Palomar Airp Lowe's 7 \ t ort Road at Jrivevvay 132/287—^ 801/1432 ^ 113/95-^ Palomar Airp El Cami to CO C4 00 o IV in > O Zl °' ai -* -r to >ort Road at no Real 232/97-^ 1 1092/2279 ^55/200-^ 1 Palomar Airp Loker Ave. West 00 00 Ol CO (N (o m o <0 •«f <N ort Road at / Innovation Way 0 - o w *f m — -r- ^ \ w » rv CM in t »- »0 <M c 132/14 < 2150/1112 ^ 183/236 .palomar Airport Rd. 0- ^ ' CM lO ID « Tl- .* Kl J CM Ol "Vw 5 rv o IV to in S 100/54 * 1471/686 ^ 44/1 65 ^Palimiar Airvort Rd. 110/15—^ 983/2226 > 73/192-.^ Palomar Airp El Fuert CD cn CO -a- IO -.- \ t-^ \ CO tn cn TO ort Road at a Street 424/753-^ 616/1826-... » 130/357 Palomar Airp Melros O iti Tl » ; " •0 l/l *~ mrt Road at 3 Drive 4-= Traffic Signal = Future Tum Lanes 11 000312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road, Suite 106 • San Diego. CA 92123 • (858) 560-4911 • Fax (858) 560-9734 Joey Blagg Prime Grotq> Construction. Inc. © Urban Systems Associates, Inc. Mav 1, 2013 ATTACHMENT 6 Project Only AM / PM Peak Hour Traffic (Business Park Uses) 0 50% • 10/38 'aiomar Airpart Rd. 38/10- ~ 3 .3 © 50% 10% 38/10. 2/8 10/38 2/S Palomar Avrpori Rd r Palomar Airport Road at Lowe's Driveway 10% Palomar Airport Road at El Camino Real 70% 54/14 5% ^12/4 Palomar- Airpori Rd 15% 3 Orivewaiy 10% Palomar Airport Road at Loker Ave. West / Innovation Way 0 15% J t/4—^ 2/8—* 5% Palomar Airpori Rd. 10% © 10% J 1/2—^ 1/4 ». 1/2-^ 2.5% .4/1 5% Palomar Airport Road at El Fuerte Street 2.5% Palomar Airport Road at Melrose Drive XX% = Project Directional Distribution Peicentages (j) = Traffic Signal = Future TurnLan<5S 12 000312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road. Suite 106 • San Diego, CA 92123 • (858) 560-4911 • Fax (858) 560-9734 Short Report Page 1 ofl SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 04/30/13 2030 PM PEAK Intersection Area Type Jurisdiction Analysis Year MELROSE DR.@ PALOMAR AIRPOR All other areas CARLSBAD YEAR 2030 Wl PROJ./HOTEL/W MIT Volume and Timing Input EB LT TH RT WB LT TH RT NB LT TH RT SB LT TH RT Num. of Lanes Lane group R R R Volume (vpli) 750 2114 524 170 641 55 251 795 135 230 1155 601 % Heavy veh PHF 0.95 0.98 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.98 0.98 Actuated (P/A) Startup lost time 2.0 2.0 2.0 2.0 2.0 ZO 2.0 2.0 20 2.0 20 20 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 20 2.0 2.0 2.0 20 2.0 Arrival type Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 10 10 10 Lane Width /2.0 /2.0 720 /20 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parl<ing/Grade/Parl<ing N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3,0 3.0 3.0 3.0 3.0 3.0 3.0 30 Phasing Excl. Left EB Only Thru & RT 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G = 30.0 G = 25.0 G = G= 12.0 G = 48.0 G = G = Y= 5 Y= 5 Y= 6 Y = Y= 5 Y= 6 Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length 0 = 150.0 Lane Group Capacity, Control De EB ay, and LOS Determination WB NB SB Adj. flow rate 789 2757 552 179 675 58 264 837 142 242 1179 613 Lane group cap. 995 2030 811 185 885 445 278 2165 646 278 1135 1794 v/c ratio 0.79 1.06 0.68 0.97 0.76 0.13 0.95 0.39 0.22 0.87 1.04 0.34 Green ratio 0.29 0.40 0.52 0.05 0.77 0.29 0.08 0.32 0.47 0.08 0.32 0.65 Unif. delay d1 49.4 45.0 26.7 70.9 59.7 39.6 68.7 39.6 28.4 68.2 57.0 720 Delay factor k 0.34 0.50 0.25 0.47 0.37 0.77 0.46 0.77 0.77 0.40 0.50 0.77 Increm. delay d2 2.3 34.3 7.2 38.7 2.0 0.7 26.7 0.7 0.7 74.0 29.9 0.7 PF factor 0.732 0.556 0.278 0.962 0.867 0.732 0.942 0.686 0.530 0.942 0.686 0.742 Control delay 384 59.3 8.6 706.3 53.7 29.7 90.8 27.2 75.7 78.3 64.9 7.8 Lane group LOS D A D B Apprch. delay 46.6 625 39.4 47.4 Approach LOS D D Intersec. delay 47.5 Intersection LOS HCS2000™ Copyriglit ® 2000 University of Florida, All Rights Reserved Version 4,1 f file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k29.tmp 5/1/201; Short Report Page 1 of 1 SHORT REPORT (>it-i<^1 General Inforniation Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 04/30/13 2030 AM PEAK Intersection Area Type Jurisdiction Analysis Year MELROSE DR.@ PALOMAR AIRPOR All other areas CARLSBAD YEAR 2030 Wl PROJ./HOTELAV MIT EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 7 2 3 7 2 4 7 2 2 2 Lane group L T R L T R L r R L T R Volume (vph) 451 663 116 100 1497 90 499 880 155 50 1040 899 % Heavy veh 1 2 1 1 2 1 1 2 1 1 2 1 PHF 0.95 0.95 0.95 0.95 0.98 0.95 0.95 0.95 0.95 0.95 0.98 0.98 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G = 20.0 G= 42.0 G?= G = G= 23.0 G = 43.0 G = G = Timing Y= 5 Y= 6 Y = Y = Y= 5 Y= 6 Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 750.0 Lane Group Capacity, Control De ay, and LOS Determination EB WB NB SB Adj. flow rate 475 698 722 705 7528 95 525 926 763 53 7067 977 Lane group cap. 463 7427 740 463 7487 740 532 7939 779 532 7077 2745 v/c ratio 7.03 0.49 0.76 0.23 7.03 0.73 0.99 0.48 0.23 0.70 7.04 0.43 Green ratio 0.73 0.28 0.47 0.73 0.28 0.47 0.75 0.29 0.46 0.75 0.29 0.77 Unif. delay d1 65.0 45.7 22.6 58.7 54.0 227 633 44.2 24.4 54.6 535 5.8 Delay factor k 0.50 0.77 0.77 0.77 0.50 0.77 0.49 0.77 0.77 0.77 0.50 0.11 Increm. delay d2 36.4 0.7 0.7 0.7 24.0 0.0 24.3 0.7 0.7 0.0 323 0.7 PF factor 0.897 0.747 0.407 0.897 0.747 0.407 0.879 0.732 0.432 0.879 0.732 0.227 Control delay 94.7 33.5 9.7 52.3 64.0 8.9 80.0 32.5 70.6 48.0 77.5 7.3 Lane group LOS D 6 A Apprch. delay 53.7 60.3 45.7 39.2 Approach LOS D Intersec. delay 49.7 Intersection LOS HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4. If file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2kF.tmp 5/1/2013 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 04/30/13 2030 PMPEAK Intersection Area Type Jurisdiction Analysis Year MELROSE DR.@ PALOMAR AIRPOR All other areas CARLSBAD YEAR 2030 NO PROJJHOTEUW MIT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 7 2 3 7 2 4 7 2 2 2 Lane group L T f? L T R L T R L r R Volume (vph) 750 2115 525 170 637 55 250 795 135 230 7755 600 % Heavy veh 1 2 7 1 2 1 7 2 1 1 2 1 PHF 0.95 0.98 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.98 0.98 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 /Arrival type 5 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 6 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exci. Left EB Only Thru a .RT 04 E xcl. Left Thru & Rl 07 0 8 Timing G= 8.0 G = 30.0 G= 25.0 G = G= 72.0 G = 48.0 G = G = Timing Y= 5 Y= 5 Y= 6 Y = Y= 5 Y= 6 Y = Y = Duration of Analysis (hrs ) = 0.25 Cycle Length C = 750.0 Lane Group Capacity, Control De ay, and LOS Determination EB WB NB SB Adj. flow rate 789 2758 553 779 677 58 263 837 142 242 7779 672 Lane group cap. 995 2030 877 785 885 445 278 2165 646 278 7735 7794 v/c ratio 0.79 7.06 0.68 0.97 0.76 0.73 0.95 0.39 0.22 0.87 7.04 0.34 Green ratio 0.29 0.40 0.52 0.05 0.77 0.29 0.08 0.32 0.41 0.08 0.32 0.65 Unif. delay d1 49.4 45.0 26.8 70.9 59.6 39.6 68.7 39.6 28.4 68.2 57.0 720 Delay factor k 0.34 0.50 0.25 0.47 0.37 0.77 0.46 0.11 0.11 0.40 0.50 0.77 Increm. delay d2 2.3 34.5 7.2 38.7 2.0 0.7 25.4 0.1 0.1 74.0 29.9 0.7 PF factor 0.732 0.556 0.278 0.962 0.867 0.732 0.942 0.686 0.530 0.942 0.686 0.742 Control delay 38.4 59.5 8.6 706.3 53.6 29.7 90.7 27.2 15.1 78.3 64.9 7.8 Lane group LOS D E A F D C F C B £ £ A Apprch. delay 46.7 62.4 39.2 47.5 Approach LOS D E D D Intersec. delay 47.6 Intersection LOS D HCS2000 |TM Copyright © 2000 University ofFiorida, All Rights Reserved Version 4.1 f file://C:\Documents and Settmgs\skab.USAl\Local Settings\Temp\s2k35.tmp 5/1/2013 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 04/30/13 2030 AM PEAK Intersection Area Type Jurisdiction Analysis Year MELROSE DR.@ PALOMAR AIRPOR All other areas CARLSBAD YEAR 2030 NO PROJ JHOTEUW MIT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 7 2 3 7 2 4 7 2 2 2 Lane group L r R L T R L T R L T R Volume (vph) 450 660 115 100 7496 90 500 880 155 50 7040 900 % Heavy veh 1 2 1 1 2 1 1 2 1 1 2 1 PHF 0.95 0.95 0.95 0.95 0.98 0.95 0.95 0.95 0.95 0.95 0.98 0.98 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 /Arrival type 5 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G = 20.0 G= 42.0 G = G = G= 23.0 G= 43.0 G = G = Timing Y= 5 Y= 6 Y = Y = Y= 5 Y= 6 Y = Y = Duration of Analysis (hrs = 0.25 Cycle Length C = 750.0 Lane Group Capacity, Control De ay, and LOS Determination EB WB NB SB Adj. flow rate 474 695 727 705 7527 95 526 926 763 53 7067 978 Lane group cap. 463 7427 740 463 7487 740 532 7939 779 532 7077 2746 v/c ratio 7.02 0.49 0.76 0.23 7.03 0.73 0.99 0.48 0.23 0.70 7.04 0.43 Green ratio 0.73 0.28 0.47 0.73 0.28 0.47 0.75 0.29 0.46 0.75 0.29 0.77 Unif. delay d1 65.0 45.0 22.5 58.7 54.0 22.7 634 44.2 24.4 54.6 53.5 5.8 Delay factor k 0.50 0.11 0.11 0.11 0.50 0.11 0.49 0.11 0.11 0.11 0.50 0.11 Increm. delay d2 35.7 0.7 0.7 0.7 23.8 0.0 24.8 0.7 0.7 0.0 32.3 0.7 PF factor 0.897 0.747 0.407 0.897 0.747 0.407 0.879 0.732 0.432 0.879 0.732 0.227 Control delay 94.7 335 9.7 52.3 63.8 8.9 80.5 32.5 70.6 48.0 77.5 7.3 Lane group LOS D B D Apprch. delay 53.5 60.7 45.9 39.2 Approach LOS D D Intersec. delay 49.0 Intersection LOS HCS2000' Copyright © 2000 University ofFiorida, All Rights Reserved Version 4.1 f file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2klD.tmp 5/1/2013 Short Report SHORT REPORT Page 1 of 1 General Information Site Information ^4 Analyst Agency or Co. Date Performed Time Period Lfriban Systems USAI 09/07/12 PMPEAK Intersection Area Type Jurisdiction Analysis Year PAR® EL FUERTE ST All other areas CARLSBAD YEAR 2030 WITH PROJECT/HOTEL Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 7 2 3 0 2 2 0 2 2 0 Lane group L 7 R L TR L TR L TR Volume (vph) 729 2633 210 235 1233 700 230 200 275 230 150 783 % Heavy veh 1 2 1 1 2 7 1 2 7 7 2 7 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 4 4 4 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 50 5 5 50 5 5 150 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thai & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 76.0 G= 75.0 G = G = G= 73.0 G= 25.0 G = G = Timing Y= 4.5 Y= 6 Y = Y = Y= 4.5 Y= 6 Y = Y = Duration of Analysis (hrs 5) = 0.25 Cycle Length C = 750.0 Lane Group Capacity, Control Delay, and LOS Determ nation EB WB NB SB Adj. flow rate 736 2772 227 247 1351 242 448 242 793 Lane group cap. 357 2508 973 350 2516 278 517 278 550 v/c ratio 0.39 1.11 0.23 0.71 0.54 0.67 0.87 0.87 0.35 Green ratio 0.70 0.49 0.62 0.10 0.49 0.08 0.16 0.08 0.76 Unif. delay dl 63.2 38.0 7Z6 65.4 26.2 68.2 61.4 68.2 56.7 Delay factor k 0.77 0.50 0.77 0.27 0.14 0.40 0.40 0.40 0.77 Increm. delay d2 0.5 52.5 0.7 4.8 0.2 24.5 14.4 24.5 0.4 PF factor 0.926 0.351 0.732 0.926 0.351 1.000 1.000 7.000 7.000 Control delay 59.7 65.8 7.7 65.3 9.4 92.7 75.9 92.7 56.5 Lane group LOS £ E A E A F E F £ Apprch. delay 67.0 18.0 81.8 76.6 Approach LOS £ B F E Intersec. delay 52.9 Intersection LOS D HCS2000 iTM Copyright © 2000 University ofFiorida, All Rights Reserved Version 4,1 f file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k77.tmp 9/7/2012 Short Report SHORT REPORT Page 1 of 1 General Information Site Information Analyst Agency or Co. Date Performed Time Period Urban Systems USAI 09/07/12 AM PEAK Intersection Area Type Jurisdiction /Analysis Year PAR @ EL FUERTE ST. All other areas CARLSBAD YEAR 2030 WITH PROJECT/HOTEL Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 7 2 3 0 2 2 0 2 2 0 Lane group L T R L rf? L TR L TR Volume (vph) 278 993 200 310 2248 270 145 130 750 120 205 94 % Heavy veh 7 2 1 1 2 7 1 2 1 1 2 1 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 4 4 4 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 50 5 5 50 5 5 45 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exd. Left iThai&RT 03 04 Exci. Left Thru & Rl 07 08 Timing G= 23.0 G= 670 G = G = G= 75.0 G = 27.0 G = G = Timing Y= 4.5 |Y = 6 Y = Y = Y= 4.5 Y= 6 Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 747.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 293 7045 277 326 2534 753 242 726 268 Lane group cap. 525 2402 929 524 2400 337 477 337 497 v/c ratio 0.56 0.44 0.23 0.62 7.06 0.46 0.57 0.38 0.55 Green ratio 0.75 0.45 0.59 0.75 0.45 0.70 0.74 0.70 0.74 Unif. delay d1 58.0 27.7 74.7 58.6 40.5 62.9 59.0 62.4 59.3 Delay factor k 0.76 0.77 0.77 0.27 0.50 0.77 0.72 0.77 0.75 Increm. delay d2 7.3 0.7 0.7 2.3 35.2 7.0 7.0 0.7 7.3 PF factor 0.883 0.457 0.723 0.883 0.457 7.000 7.000 7.000 7.000 Control delay 52.5 72.8 19 54.0 53.7 64.0 60.0 63.2 60.5 Lane group LOS D fi Apprch. delay 78.8 538 67.5 67.4 Approach LOS B D Intersec. delay 44.5 Intersection LOS D HCS2000™ Copyright © 2000 University ofFiorida, All Rights Reserved Version 4.1 f file://C:\Documents and Settmgs\skab.USAI\Local Settmgs\Temp\s2k69.tmp 9/7/2012 Short Report Page 1 of 1 SHORT REPORT General Information Site information Analyst Agency or Co. Date Performed Time Period Urbar) Systems USAI 09/07/12 PMPEAK Intersection Area Type Jurisdiction Analysis Year PAR @ EL FUERTE ST. All other areas CARLSBAD YEAR 2030 NO PROJECT/HOTEL Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 7 2 3 0 2 2 0 2 2. 0 Lane group L T R L TR L TR L TR Volume (vph) 130 2635 210 235 1227 700 230 200 275 230 150 780 % Heavy veh 1 2 1 1 2 7 7 2 7 1 2 7 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 4 4 4 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 50 5 5 50 5 5 150 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 0 6 Timing G= 76.0 G = 75.0 G = G = G = 73.0 G = 25.0 G = G = Timing Y= 4.5 Y= 6 Y = Y = Y = 4.5 Y = 6 Y = Y = Duration of Analysis (hrs 1 = 0.25 Cycle Length C = 750.0 Lane Group Capacity, Control Delay, and LOS Determ nation EB WB NB SB Adj. flow rate 737 2774 221 247 7345 242 448 242 190 Lane group cap. 351 2508 973 350 2576 278 517 278 552 v/c ratio 0.39 1.11 0.23 0.71 0.53 0.87 0.87 0.87 0.34 Green ratio 0.10 0.49 0.62 0.10 0.49 0.08 0.16 0.08 0.16 Unif. delay d1 63.2 38.0 12.6 65.4 26.7 68.2 67.4 68.2 56.0 Delay factor k 0.11 0.50 0.11 0.27 0.74 0.40 0.40 0.40 0.11 Increm. delay d2 0.5 52.8 0.1 4.8 0.2 24.5 74.4 24.5 0.4 PF factor 0.926 0.351 0.132 0.926 0.357 1.000 7.000 1.000 1.000 Control delay 59.1 66.1 1.7 65.3 9.3 92.7 75.9 92.7 56.4 Lane group LOS E E A E A F £ F £ Apprch. delay 61.3 18.0 81.8 76.7 Approach LOS E B F E Intersec. delay 53.1 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 f file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k77.tmp 9/7/2012 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period Urban Systems USAI 09/07/12 AM PEAK Intersection Area Type Jurisdiction Analysis Year PAR @ EL FUERTE ST. All other areas CARLSBAD YEAR 2030 NO PROJECT/HOTEL Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 7 2 3 0 2 2 0 2 2 0 Lane group L r R L TR L TR L Tf? Volume (vph) 275 987 200 370 2251 270 145 130 750 120 205 95 % Heavy veh 1 2 1 1 2 7 1 2 7 1 2 7 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 4 4 4 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 50 5 5 50 5 5 45 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exd. Left iThru&RT 03 04 Exd. Left Thru & Rl 07 08 Timing G= 23.0 G = 67.0 G = G = G= 75.0 G= 27.0 G = G = Timing Y= 4.5 |Y= 6 Y = Y = Y= 4.5 Y= 6 Y = Y = Duration of Analysis (hrs) = 0.25 Cyde Length C = 747.0 Lane Group Capacity, Control Delay, and LOS Determ nation EB WB NB SB Adj. flow rate 289 7039 277 326 2537 753 242 726 269 Lane group cap. 525 2402 929 524 2400 337 477 337 497 v/c ratio 0.55 0.43 0.23 0.62 7.06 0.46 0.57 0.38 0.55 Green ratio 0.15 0.45 0.59 0.75 0.45 0.70 0.74 0.70 0.74 Unif. delay d1 57.9 27.7 74.7 58.6 40.5 62.9 59.0 62.4 59.3 Delay factor k 0.75 0.77 0.77 0.27 0.50 0.11 0.72 0.77 0.75 Increm. delay d2 7.2 0.7 0.7 2.3 35.7 1.0 7.0 0.7 7.3 PF factor 0.883 0.457 0.723 0.883 0.457 1.000 7.000 7.000 7.000 Control delay 52.4 72.8 7.9 54.0 54.2 64.0 60.0 63.2 60.6 Lane group LOS D 8 A D D £ £ £ £ Apprch. delay 78.7 54.2 67.5 67.4 Approach LOS S D £ £ Intersec. delay 44.8 Intersection LOS D HCS2000™ Copyright © 2000 University ofFiorida, All Rights Reserved Version 4.1 f file://C:\Documents and Settmgs\skab.USAI\Local Settings\Temp\s2k69.tmp 9/7/2012 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period Urban Systems USAI 09/07/12 PMPEAK Intersection Area Type Jurisdiction Analysis Year PAR @ LOK£R AVE WEST All other areas CARLSBAD YEAR 2030 WITH PROJECT/HOTEL Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 7 3 7 7 3 0 7 7 1 7 7 7 Lane group L T R L TR L T R L T f? Volume (vph) 160 2665 190 209 1377 60 218 59 98 105 155 370 % Heavy veh 1 2 1 1 2 7 1 2 1 1 2 7 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.0 3.0 3.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 6 5 5 6 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 0 0 5 0 0 5 0 0 5 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Exd. Left Thr •u& Rl 07 I )8 Timing G= 18.0 G= 75.0 G = G = G= 78.0 G= 75.0 G = G = Timing Y= 4.5 Y= 6 Y = Y = Y= 4.5 Y= 6 Y = Y = Duration of Analysis (hrs ) = 0.25 Cyde Length C = 747.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 768 2805 200 220 1512 229 62 703 777 163 389 Lane group cap. 207 2554 7067 207 2539 207 777 478 207 177 478 v/c ratio 0.81 1.10 0.79 7.06 0.60 1.11 0.35 0.25 0.54 0.92 0.93 Green ratio 0.12 0.50 0.67 0.72 0.50 0.12 0.70 0.27 0.72 0.10 0.27 Unif. delay d1 63.4 36.5 9.3 65.0 25.9 65.0 622 42.4 67.3 66.0 527 Delay factor k 0.35 0.50 0.77 0.50 0.18 0.50 0.77 0.77 0.74 0.44 0.45 Increm. delay d2 16.6 49.5 0,7 77.7 0.3 93.9 7.2 0.3 2.7 45.5 27.4 PF factor 0.913 0.271 0.750 0.973 0.101 0.913 0.930 0.759 0.973 0.930 0.759 Control delay 74.5 59.4 7.5 737.7 2.9 153.3 59.7 32.5 58.7 106.9 67.4 Lane group LOS E E A F A F £ C £ F £ Apprch. delay 56.5 79.2 106.9 75.7 Approach LOS E e F £ Intersec. delay 51.1 Intersection LOS D HCS2000™ Copyright © 2000 University ofFiorida, All Rights Reserved Version 4.1 f file://C:\Documents and SettingsVskab.USAIVLocal Settings\Tem,p\s2k5B.tmp 9/7/2012 Short Report SHORT REPORT Page 1 of 1 General Information Site Information Analyst Agency or Co. Date Performed Time Period Urban Systems USAI 09/07/12 AM PEAK Intersection Area Type Jurisdiction Analysis Year PAR @ LOK£R AVE. WEST All other areas CARLSBAD YEAR 2030 WITH PROJECT/HOTEL Volume and Timing input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 7 3 7 7 3 0 2 7 0 7 7 7 Lane group L T R L TR L TR L T R Volume (vph) 290 1262 209 246 2141 700 187 103 759 50 64 115 % Heavy veh 1 2 1 1 2 7 1 2 7 1 2 1 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 0 0 5 0 0 5 0 50 5 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left iThru&RT 03 04 Excl. Le ft Thru & Rl 07 08 Timing G= 25.0 G= 65.0 G = G = G= 75.0 G = 20.0 G = G = Timing Y= 5 |Y= 6 Y = Y = Y= 5 Y= 6 Y = Y = Duration of Analysis (hrs) = 0.26 Cyde Length C= 747.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 305 7328 220 259 2359 797 223 53 67 727 Lane group cap. 292 2209 979 292 2795 337 222 770 241 549 v/c ratio 7.04 0.60 0.24 0.89 7.07 0.60 1.00 0.37 0.28 0.22 Green ratio 0.76 0.44 0.58 0.16 0.44 0.70 0.13 0.70 0.13 0.35 Unif. delay d1 67.5 37.7 75.2 60.2 47.5 63.8 64.0 62.0 57.8 33.9 Delay factor k 0.50 0.79 0.77 0.41 0.50 0.78 0.50 0.77 0.11 0.77 Increm. delay d2 64.8 0.5 0.7 26.3 42.9 2.9 61.6 7.7 0.6 0.2 PF factor 0.870 0.486 0.119 0.870 0.486 0.930 0.901 0.930 0.901 0.646 Control delay 778.3 75.9 1.9 78.6 63.0 62.2 119.2 58.7 52.7 22.7 Lane group LOS F e A E £ £ F £ D C Apprch. delay 37.7 64.6 92.5 38.7 Approach LOS C E F D Intersec. delay 53.6 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4. If file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k4D.tmp 9/7/2012 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period Urban Systems USAI 09/07/12 PMPEAK Intersection Area Type Jurisdiction Analysis Year PAR @ LOKER AVE. WEST All other areas CARLSBAD YEAR 2030 NO PROJECT/HOTEL Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 7 3 7 7 3 0 7 7 7 7 7 7 Lane group L T R L TR L 7 R L T R Volume (vph) 160 2665 740 200 7377 60 230 60 700 105 150 370 % Heavy veh 1 2 7 1 2 7 1 2 7 1 2 7 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.0 3.0 3.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 An-ival type 5 6 5 5 6 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 0 0 5 0 0 5 0 0 5 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exd. Left Thru & RT 03 04 Exd. Left Thru & RT 07 08 Timing G= 78.0 G= 75.0 G = G = G= 78.0 G= 75.0 G = G = Y= 4.5 Y= 6 Y = Y = Y= 4.5 Y= 6 Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C= 747.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 768 2805 747 277 7572 242 63 105 777 158 389 Lane group cap. 207 2554 7067 207 2539 207 177 418 207 177 418 v/c ratio 0.87 7.70 0.74 7.02 0.60 1.17 0.36 0.25 0.54 0.89 0.93 Green ratio 0.72 0.50 0.67 0.72 0.50 0.12 0.10 0.27 0.12 0.10 0.27 Unif. delay d1 63.4 36.5 9.0 650 25.9 65.0 62.3 42.5 61.3 65.8 52.7 Delay factor k 0.35 0.50 0.77 0.50 0.78 0.50 0.11 0.11 0.14 0.42 0.45 Increm. delay d2 76.6 49.5 0.0 59.2 0.3 115.6 1.2 0.3 2.7 39.0 27.4 PF factor 0.973 0.277 0.750 0.973 0.707 0.913 0.930 0.759 0.913 0.930 0.759 Control delay 74.5 59.4 7.4 778.5 2.9 175.0 59.1 32.6 58.7 100.1 67.4 Lane group LOS £ £ A F A F E C E F E Apprch. delay 57.5 17.1 120.7 73.8 Approach LOS £ B F E Intersec. delay 57.9 Intersection LOS D HCS200d^^ Copyright © 2000 University ofFiorida, Ail Rights Reserved Version 4. If file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k5B.tmp 9/7/2012 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period Urban Systems USAI 09/07/12 AM PEAK Intersection Area Type Jurisdiction Analysis Year PAR @ LOK£RAVE. WEST All other areas CARLSBAD YEAR 2030 NO PROJECT/HOTEL Volume and Timing Input EB LT TH RT WB LT TH RT NB LT TH RT SB LT TH RT Num. of Lanes Lane group R TR TR Volume (vph) 290 7262 225 250 2747 700 745 700 750 50 65 775 % Heavy veh PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) Startup lost time 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 20 Arrival type Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 30 30 Ped/Bike/RTOR Vdume 50 Lane Width 72.0 72.0 72.0 72.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N N N N N N Parking/hr Bus stops/hr 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 30 3.0 Phasing Exd. Left Thru & RT 03 04 Exd. Left Thru & R" 07 08 Timing G = 25.0 G = 65.0 G = G = G= 75.0 G= 20.0 G = G = Y= 5 Y= 6 Y = Y = Y= 5 Y= 6 Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 747.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 305 1328 237 263 2359 753 210 53 68 727 Lane group cap. 292 2209 979 292 2795 337 223 770 241 549 v/c ratio 7.04 0.60 0.26 0.90 7.07 0.46 0.94 0.37 0.28 0.22 Green ratio 0.76 0.44 0.58 0.76 0.44 0.10 0.13 0.70 0.13 0.35 Unif. delay d1 67.5 31.7 75.4 60.3 47.5 62.9 63.5 62.0 57.8 33.9 Delay factor k 0.50 0.19 0.7f 0.42 0.50 0.11 0.45 0.77 0.11 0.77 Increm. delay d2 64.8 0.5 0.1 28.7 42.9 1.0 44.2 1.1 0.6 0.2 PF factor 0.870 0.486 0.119 0.870 0.486 0.930 0.901 0.930 0.901 0.646 Control delay 778.3 15.9 2.0 87.2 63.0 59.5 101.3 58.7 52.8 22.7 Lane group LOS F B A F £ £ F E D C Apprch. delay 30.8 64.9 83.7 38.7 Approach LOS C E F D Intersec. delay 52.5 Intersection LOS D HCS2000^^ Copyright © 2000 University ofFiorida, All Rights Reserved Version 4.1 j file://C:\Dociiments and Settmgs\skab.USAI\Local Settings\Temp\s2k4D.tmp 9/7/2012 Short Report Page 1 of 1 SHORT REPORT General information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 09/07/12 2030 PMPEAK Intersection Area Type Jurisdiction Analysis Year EL CAMINO REAL® PALOMAR AIRPOR All other areas CARLSBAD 2030 W/PROJECT-WITH LOWES MIT. Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 7 2 3 2 2 3 2 2 3 7 Lane group L T R L T R L T R L T R Volume (vph) 350 7726 795 464 1032 469 324 913 587 742 951 245 % Heavy veh 1 2 7 7 2 7 7 2 7 7 2 7 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 20 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 6 5 5 6 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 30 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 0 0 5 0 0 5 0 0 5 0 Lane Width 12.0 12.0 12.0 720 12.0 12.0 12.0 12.0 12.0 72.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exd. Left WB Only Thru & RT 04 Exd. Le ft SB Only Thm & RT 08 Timing G= 76.0 G= 8.0 G= 55.0 G = G= 78.0 G= 74.0 G= 30.0 G = Timing Y= 0 Y= 4 Y= 6 Y = Y= 0 Y= 4 Y= 6 Y = Duration of Analysis (hrs ) = 0.25 Cyde Length C = 767.0 Lane Group Capacity, Control De ay, and LOS Determination EB WB NB SB Adj. flow rate 368 7877 205 488 7086 494 347 967 678 787 7007 258 ane group cap. 345 7733 787 577 2772 7838 388 945 7046 690 7573 695 v/c ratio 7.07 7.05 0.26 0.94 0.57 0.27 0.88 7.02 0.59 7.73 0.66 0.37 Green ratio 0.70 0.34 0.49 0.75 0.42 0.65 0.77 0.79 0.37 0.20 0.30 0.43 Unif. delay d1 725 53.0 24.0 67.8 34.9 77.8 70.4 65.5 40.6 64.5 49.4 30.7 Delay factor k 0.50 0.50 0.77 0.46 0.72 0.77 0.47 0.50 0.78 0.50 0.24 0.77 ncrem. delay d2 47.4 27.7 0.7 72.0 0.7 0.0 7.9 27.2 0.3 66.0 0.4 0.7 PF factor 0.926 0.481 0.358 0.883 0.287 0.144 0.916 0.847 0.604 0.835 0.717 0.487 Control delay 774.6 532 8.6 77.9 70.7 7.7 72.4 76.7 24.8 7^9.8 35.8 75.7 Lane group LOS B D e Apprch. delay 58.8 22.7 59.2 65.3 Approach LOS ntersec. delay 57.6 Intersection LOS D HCS2000™ Copyright © 2000 University ofFiorida, All Rights Reserved Version 4.1 f file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k23.tmp 9/7/2012 Short Report SHORT REPORT Page 1 of 1 General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 09/07/12 2030 AM PEAK Intersection Area Type Jurisdiction Analysis Year EL CAMINO REAL® PALOMAR AIRPOR All other areas CARLSBAD 2030 W. PROJ.-WITH LOWES MIT. EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 7 2 3 2 2 3 2 2 3 7 Lane group L 7 R L 7 R L 7 R L 7 R Volume (vph) 190 970 783 441 1413 589 220 695 404 387 692 302 % Heavy veh 1 2 7 1 2 1 1 2 1 1 2 7 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.96 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 6 5 5 6 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 0 0 5 0 0 5 0 0 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 72.0 12.0 72.0 72.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exd. Left j WBOnly Thai & RT 04 Exd. Left S 3 Only Thru & RT 08 Timing G = 75.0 G = 9.0 G = 50.0 G = G= 75.0 G= 20.0 G= 25.0 G = Timing Y= 0 |Y= 4.2 Y= 6 Y = Y= 0 Y= 4.2 Y= 6 Y = Duration of Analysis (hrs) = 0.25 Cyde Length C= 754.4 Lane Group Capacity, Control De ay, and LOS Determination EB WB NB SB Adj. flow rate 200 7027 793 464 7487 620 232 732 426 407 728 378 Lane group cap. 337 7643 576 540 2077 1902 337 822 836 787 7677 727 v/c ratio 0.59 0.62 0.37 0.86 0.72 0.33 0.69 0.89 0.57 0.52 0.45 0.44 Green ratio 0.70 0.32 0.32 0.76 0.47 0.67 0.70 0.76 0.30 0.23 0.32 0.45 Unif. delay d1 66.8 44.2 40.2 63.6 38.7 10.5 67.4 63.4 44.8 52.3 47.8 28.7 Delay factor k 0.18 0.20 0.77 0.39 0.28 0.11 0.26 0.47 0.72 0.72 0.77 0.77 Increm. delay d2 1.0 0.3 0.2 5.7 0.4 0.0 2.7 4.7 0.2 0.2 0.7 0.7 PF factor 0.928 0.527 0.681 0.877 0.307 0.154 0.928 0.877 0.7^7 0.805 0.688 0.444 Control delay 63.0 23.3 27.5 60.9 12.1 1.6 64.7 59.9 32.3 42.3 28.9 729 Lane group LOS £ C C £ B A £ £ C D C 6 Apprch. delay 29.5 78.4 523 29.7 Approach LOS C B D C Intersec. delay 29.9 Intersection LOS C HCS2000™ Copyright © 2000 University ofFiorida, All Rights Reserved Version 4. If file://C:\Docuraents and Settings\skab.USAI\Local Settings\Temp\s2kl5.tmp 9/7/2012 Short Report Page 1 of 1 SHORT REPORT General information Site information Analyst Agency or Co. Date Performed Time Period USAI USAI 09/07/12 2030 PMPEAK Intersection Area Type Jurisdiction Analysis Year EL CAMINO REAL® PALOMAR AIRPOR All other areas CARLSBAD 2030 N/PROJECT-WITH LOWES MIT. Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 7 2 3 2 2 3 2 2 3 7 Lane group L 7 R L 7 R L 7 R L 7 R Volume (vph) 350 7690 795 466 7040 477 324 973 540 735 957 245 % Heavy veh 1 2 1 1 2 7 1 2 7 1 2 7 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 6 5 5 6 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 30 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 0 0 5 0 0 5 0 0 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 720 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exd. Left WB Only Thru & RT 04 Exd. Left I SB Only iThm&RT 08 Timing G= ^6.0 G= 8.0 G= 55.0 G = G= 78.0 G= 74.0 G = 30.0 G = Y= 0 Y= 4 Y= 6 Y = Y= 0 Y= 4 Y= 6 Y = Juration of Analysis (hrs) = 0.25 Cycle Length C= 767.0 Lane Group Capacity, Control De ay, and LOS Determination EB WB NB SB Adj. fiow rate 368 1779 205 497 7095 496 347 961 568 774 1001 258 Lane group cap. 345 1733 787 577 2772 7838 388 945 1046 690 1513 695 v/c ratio 7.07 1.03 0.26 0.95 0.52 0.27 0.88 1.02 0.54 7.72 0.66 0.37 Green ratio 0.70 0.34 0.49 0.75 0.42 0.65 0.11 0.19 0.37 0.20 0.30 0.43 Unif. delay d1 72.5 53.0 24.0 67.9 35.0 77.8 70.4 65.5 39.7 64.5 49.4 30.7 Delay factor k 0.50 0.50 0.77 0.46 0.72 0.77 0.41 0.50 0.14 0.50 0.24 0.77 Increm. delay d2 47.4 19.9 0.7 728 0.7 0.0 7.9 21.2 0.2 67.8 0.4 0.7 PF factor 0.926 0.481 0.358 0.883 0.287 0.744 0.916 0.847 0.604 0.835 0.717 0.487 Control delay 774.6 45.4 8.6 728 70.7 7.7 72.4 76.7 24.2 775.6 35.8 75.7 Lane group LOS F D A £ e A E E C F D B Apprch. delay 53.0 22.9 60.0 63.6 Approach LOS D C E E Intersec. delay 49.6 Intersection LOS D HCS2000™ Copyright © 2000 University ofFiorida, All Rights Reserved Version 4.1 f file://C;\Documents and SettingsVskab.USAIVLocal Settings\Temp\s2k23.tmp 9/7/2012 Short Report SHORT REPORT Page 1 of 1 General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 09/07/12 2030 AM PEAK Intersection Area Type Jurisdiction Analysis Year ELCAMINOREAL® PALOMAR AIRPOR All other areas CARLSBAD 2030 N. PROJ.-WITH LOWES MIT. Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 7 2 3 2 2 3 2 2 3 7 Lane group L 7 R L 7 R L 7 R L 7 R Volume (vph) 190 980 783 435 7383 583 220 695 407 390 692 302 % Heavy veh 1 2 1 1 2 1 1 2 7 1 2 7 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 20 2.0 2.0 2.0 2.0 2.0 20 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 20 20 Arrival type 5 6 5 5 6 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 0 0 5 0 0 5 0 0 5 0 Lane Width 12.0 12.0 12.0 12.0 72.0 12.0 12.0 12.0 12.0 12.0 72.0 72.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exd. Left WB Only Thm & RT 04 E xd. Le ft S B Only Thru & RT C )8 Timing G= 15.0 G= 9.0 G= 50.0 3 = G= 75.0 G= 20.0 G= 25.0 G = Timing Y= 0 Y= 4.2 Y= 6 V = Y= 0 Y= 4.2 Y= 6 Y = Duration of Analysis (hrs) = 0.25 Cyde Length C = 754.4 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 200 1032 193 458 7456 674 232 732 428 477 728 378 Lane group cap. 337 1643 516 540 2077 7902 337 822 836 787 7677 727 v/c ratio 0.59 0.63 0.37 0.85 0.70 0.32 0.69 0.89 0.57 0.52 0.45 0.44 Green ratio 0.10 0.32 0.32 0.76 0.47 0.67 0.70 0.76 0.30 0.23 0.32 0.45 Unif. delay d1 66.8 44.3 40.2 63.4 37.8 70.4 67.4 63.4 44.9 52.4 47.8 28.7 Delay factor k 0.18 0.21 0.11 0.38 0.27 0.77 0.26 0.47 0.72 0.73 0.77 0.77 Increm. delay d2 1.0 0.3 0.2 4.7 0.4 0.0 2.7 4.7 0.2 0.2 0.7 0.7 PF factor 0.928 0.521 0.681 0.877 0.307 0.754 0.928 0.877 0.777 0.805 0.688 0.444 Control delay 63.0 23.4 27.5 60.3 72.0 7.6 64.7 59.9 32.4 42.4 28.9 72.9 Lane group LOS E C C £ e A £ £ C D C B Apprch. delay 29.5 78.2 52.2 29.2 Approach LOS C B D C Intersec. delay 29.9 Intersection LOS C Copyright ©2000 University ofFiorida, All Rights Reserved Version4.1f file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2kl5.tmp 9/7/2012 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 09/07/12 PM PEAK Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./NORTH DRIV All other areas CARLSBAD YEAR 2030 WITH HOTEL Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 3 7 7 3 0 1 0 1 0 0 0 Lane group 7 R L 7 L R Volume (vph) 2702 274 165 7436 220 169 % Heavy veh 2 7 1 2 1 1 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 4 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 70 70 0 5 5 0 5 Lane Width 72.0 720 72.0 720 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only Thru & RT 03 04 NB Only 06 07 08 Timing G= 20.0 G= 65.0 G = G = G = 20.0 G = G = G = Y= 5 Y= 5 Y = Y = Y= 5 Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 720.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 2273 225 774 7572 232 178 Lane group cap. 2748 835 298 3806 298 259 v/c ratio 0.87 0.27 0.58 0.40 0.78 0.69 Green ratio 0.54 0.54 0.17 0.75 0.17 0.17 Unif. delay d1 22.4 14.8 46.2 5.3 47.9 47.1 Delay factor k 0.35 0.11 0.18 0.11 0.33 0.26 Increm. delay d2 7.8 0.2 2.9 0.1 12.4 7.4 PF factor 0.272 0.212 0.867 0.200 1.000 1.000 Control delay 6.6 3.3 42.9 1.1 60.2 54.5 Lane group LOS A A D A E D Apprch. delay 6.3 5.5 57.7 Approach LOS A A E Intersec. delay 70.6 Intersection LOS B HCS2000™ Copyright © 2000 University ofFiorida, All Rights Reserved Version 4.1 f fiIe://C:\Documents and SettiagsVskab.USAIVLocal Settings\Temp\s2k3F.tmp 9/7/2012 Short Report Page 1 ofl SHORT REPORT General Information iSite Information Analyst Agency or Co. Date Performed Time Period USAI USAI 09/07/12 AM PEAK llntersection Krea Type Jurisdiction ^^nalysis Year PALOMAR AIRPORT RD./NORTH DRIV All other areas CARLSBAD YEAR 2030 WITH HOTEL Volume and Timing input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 3 7 7 3 0 7 0 7 0 0 0 Lane group 7 R L 7 L R Volume (vph) 7243 f73 739 7796 128 700 % Heavy veh 2 7 7 2 1 7 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 4 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 70 10 0 5 5 0 5 Lane Width 12.0 ^2.0 12.0 12.0 12.0 72.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only Thru & RT 03 04 NB Only 06 07 08 Timing G = 20.0 G = 65.0 G = G = G= 20.0 G = G = G = Y= 5 Y= 5 Y = Y = Y= 5 Y = Y = Y = Duration of Analysis (hrs) = 0.25 Cyde Length C = 720.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 1308 182 146 7897 735 705 Lane group cap. 2748 835 298 3806 298 259 v/c ratio 0.48 0.22 0.49 0.50 0.45 0.47 Green ratio 0.54 0.54 0.17 0.75 0.77 0.77 Unif. delay d1 17.0 14.3 45.4 6.0 45.7 44.7 Delay factor k 0.11 0.11 0.11 0.77 0.77 0.77 Increm. delay d2 0.1 0.1 1.3 0.7 7.7 7.0 PF factor 0.212 0.212 0.867 0.200 7.000 7.000 Control delay 3.7 3.2 40.6 7.3 46.2 45.7 Lane group LOS A A D A D D Apprch. delay 3.7 4.1 46.0 Approach LOS A A D Intersec. delay 6.6 Intersection LOS A HCS2000™ Copyright © 2000 University ofFiorida, All Rights Reserved Version 4.1 f file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k31.tmp 9/7/2012 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 09/07/12 PMPEAK Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RDJNORTHDRIV All other areas CARLSBAD YEAR 2030 NO HOTEL Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 3 7 7 3 0 7 0 7 0 0 0 Lane group 7 R L 7 L R Volume (vph) 2066 274 765 7444 220 769 % Heavy veh 2 7 7 2 1 7 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 4 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Vdume 70 10 0 5 5 0 5 Lane Width 12.0 12.0 72.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only Thm & RT 03 04 NB Only 06 07 08 Timing G = 20.0 G= 65.0 G = G = G= 20.0 G = G = G = Y= 5 Y= 5 Y = Y= 5 Y = Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C= 720.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 2175 225 774 7520 232 778 Lane group cap. 2748 835 298 3806 298 259 v/c ratio 0.79 0.27 0.58 0.40 0.78 0.69 Green ratio 0.54 0.54 0.77 0.75 0.17 0.17 Unif. delay d1 22.1 14.8 46.2 5.4 47.9 47.1 Delay factor k 0.34 0.11 0.18 0.11 0.33 0.26 Increm. delay d2 1.6 0.2 2.9 0.1 12.4 7.4 PF factor 0.212 0.212 0.867 0.200 1.000 1.000 Control delay 6.3 3.3 42.9 1.1 60.2 54.5 Lane group LOS A A D A £ D Apprch. delay 6.0 5.4 57.7 Approach LOS A A £ Intersec. delay 10.5 Intersection LOS S HCS2000™ Copyright © 2000 University ofFiorida, All Rights Reserved Version 4. If file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k3F.tmp 9/7/2012 Short Report Page 1 of I SHORT REPORT Genera! Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 09/07/12 AM PEAK Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RDJNORTHDRIV All other areas CARLSBAD YEAR 2030 NO HOTEL Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 3 7 7 3 0 7 0 7 0 0 0 Lane group 7 R L 7 L R Volume (vph) 7253 773 139 7766 128 700 % Heavy veh 2 7 1 2 1 7 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 4 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 70 10 0 5 5 0 5 Lane Width 12.0 72.0 12.0 f2.0 12.0 f2.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only Thru & RT 03 04 NB Only D6 07 0 8 Timing G= 20.0 G= 65.0 G = G = G = 20.0 G = G = G = Timing Y- 5 Y= 5 Y = Y = Y = 5 Y = Y = Y = Duration of Analysis (hrs ) = 0.25 Cyde Length C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 1319 182 746 7859 735 105 Lane group cap. 2748 835 298 3806 298 259 v/c ratio 0.48 0.22 0.49 0.49 0.45 0.41 Green ratio 0.54 0.54 0.77 0.75 0.77 0.17 Unif. delay d1 17.0 14.3 45.4 5.9 45.7 44.7 Delay factor k 0.11 0.11 0.77 0.77 0.11 0.11 Increm. delay d2 0.1 0.1 7.3 0.7 1.1 1.0 PF factor 0.212 0.212 0.867 0.200 1.000 1.000 Control delay 3.7 3.2 40.6 7.3 46.2 45.7 Lane group LOS A A D A D D Apprch. delay 3.7 4.1 46.0 Approach LOS A A D Intersec. delay 6.6 Intersection LOS A HCS2000™ Copyright © 2000 University ofFiorida, All Rights Reserved Version 4.11 file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k31 .tmp 9/7/2012 © Urban Systems Associates, Inc. Signalized Intersection Level of Service The operational analysis method for evaluation of signalized intersections presented in the 2000 Highway Capacity Manual defines level of service in terms of delay, or more specifically, average control delay per vehicle. Delay is a measure of driver and/or passenger discomfort, frustration, fuel consumption, and lost travel time. Average Control Delay Per Vehicle (seconds) Level of Service (LOS) Characteristics <10.0 LOS A describes operations with very low delay. This occurs when progression is extremely favorable, and most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. 10.1-20.0 LOS B describes operations with generally good progression and/or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay. 20.1-35.0 LOS C describes operations with higher delays, which may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, although many sftill pass tiirough the ihtersectioii without stopping. 35.1-55.0 LOS D describes operations with high delay, resulting from some combination of unfevorable progression, long cycle lengths, or high volumes. The influence of congestion becomes more noticeable, and individual cycle failures are noticeable. 55.1-80.0 LOS E is considered the limit of accept^le delay. Individual cycle failures are frequent occurrences. >80.0s LOS F describes a condition of excessively high delay, considered unacceptable to most drivers. This condition often occurs when arrival flow rates exceed the LOS D capacity of the intersection. Poor progression and long cycle lengths may also be major contributing causes to such delay. Source: 2000 Highway Capacity Manual, TRB Special Report 209 © Urban Systems Associates, lk(i April 14. 2010 TABLE 6-1 Buildout Street Segment Levels of Service AM PEAK HOUR PM PEAK HOUR Volume V/C Volume V/C Segment D Lanes Per Lane 0) LOS Per Lane (1) LOS Palomar Airoort Road 1-5 to Paseo del Norte EB 3 1,032 0.57 A 880 0.49 A WB 4 371 0.21 A 1,082 0.60 A Paseo del Norte to Armada Drive EB 3 982 0.55 A 708 0.39 A WB 4 364 0.20 A 761 0.42 A Annada Drive to College Boulevard EB 3 885 0.49 A 750 0.42 A WB 3 575 0.32 A 925 0.51 A College Boulevard to Camino Vida Roble EB 3 258 0.42 A 617 0.34 A WB 3 468 0.26 A 702 0.39 A Camino Vida Roble to El Camino Real EB 3 512 0.28 A 742 0.41 A WB 3 626 0.35 A 530 0.29 A El Camino Real to El Fuerte Street EB 3 592 0.33 A^ 988 0.55 A*^ WB 3 800 0.44 659 0.37 A^ El Fuerte Street to Melrose Drive EB 3 419 0.23 A*" 1,130 0.63 B WB 3 924 0.51 A-^ 521 0.29 A EI Camino Real Faraday Avenue to Palomar Airport Road NB 3 486 0.27 A 575 0.32 A SB 3 460 0.26 A 644 0.36 A Palomar Airport Road to Camino Vida Roble NB 3 491 0.27 A 455 0.25 A Palomar Airport Road to Camino Vida Roble SB 3 437 0.24 A 596 0.33 A Camino Vida Roble to Poinsettia Lane NB J 591 0.33 B 415 0.23 A SB 3 427 0.24 A 714 0.40 A Poinsettia Lane to Alga Road NB 3 638 0.35 A 560 0.31 A Poinsettia Lane to Alga Road SB 3 485 0.27 A 653 0.36 A D = Direction (1) = Based on 1,800 vehicles per lane per hour. V/C = Volume/Capacity ratio LOS V/C A 0.00 - 0.60 B 0.61-0.70 C 071-0.80 D 0.81-0.90 E 0.91 -1.00 F Over 1.00 001609 6-4 001609-041410-Reporl_C. doc Melrose Drive at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period: Soutii Appr (NB ) North Appr (SB ) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thm Right Left Thru Right Left Thm Risht Left Thra Riaht Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 5 1 6 J Outside 7 1 Free-flow 1 1 1 1 5ic » 1 ) 1 1 1 1 ] 1 1 1 1 1 1 Lane Settings 2 4 1 2 3 1 2 3 1 2 3 1 3600 8000 1800 3600 -&m- im 3600 6000 1800 3600 6000 1800 N Capacity Are the North/Soutli phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 HourlyVolume ;^V178 416 81 136 451 415 Adjusted Hourly Volume 178 416 81 136 451 44 Utilization Factor 0.05 0.05 0.05 0.04 -M^ BrOi Critical Factors 0.05 K ^\ 1823 356 165 681 54 1823 356 165 681 54 0.30 0.20 0.05 0.11 0.03 0.30^ 0.05 ICU Ratio = 0 LOS = Tuming Movements at Intersection of: Melrose Drive and Palomar Airport Road W e s t Time: 4:45 PM to 5:45 PM Date; 07/27/11 Day: Wednesday Name: David, Salvador North Approach Totals 4210 Sub- totals 1280 2930 CY 419 J 2225 1006 0 451 136 Y u 751 1823 356 North 972 178 0 1647 416 675 South Approach Melrose Drive 1219 ^ t r 54 681 165 Total Subtotals Sub- totals 900 Totals 2940 2040 Palomar Airport Road E a s t A P P Note : Left-tum volumes include U-tums. U-tums in bold. Melrose Drive at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thm Ri.sht Left Thm Risht Left Thru Right Left Thru Riaht Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 5 1 6 1 Outside 7 1 Free-flow 1 1 1 1 >k: 1 1 1 1 ] 1 1 1 1 1 1 1 1 1 Lane Settmgs 2 4 1 2 3 1 2 3 1 2 3 1 Capacity 3600 8000 Are die North/South phases split (Y/N)? 1800 N 3600 TlOlW 4Ct» 3600 6000 1800 3600 6000 1800 Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 HourlyVolume 380 455 Adjusted Hourly Volume 380 455 100 47 509 671 422 612 128 44 1468 100 HourlyVolume 380 455 Adjusted Hourly Volume 380 455 100 47 509 249 422 612 128 44 1468 100 Utilization Factor 0.11 0.06 0.06 0.01 Q Og 0.12 0.10 0.07 0.01 0.24 0.06 Critical Factors 0.11 •9:44-0.12^ - 0.24 , - 0.24 , ICURatio = OrtO Tiuning Movements at Intersection of: Melrose Drive and Palomar Airport Road W e s t Time: 7:30AM to 8:30 AM Date; 07/27/11 Day: Wednesday Name; David, Salvador North Approach 4\ Totals 3680 Sub- totals 2518 1162 671 4-2-. 422 - 612 - 128 J 380 1 682 1617 1227 509 \ \ North A 455 935 Soutii Approach Melrose Drive 2204 0 47 L r 100 977 100 1468 44 Total Subtotals Sub- totals 1612 Totals 2371 759 Palomar Airport Road E a s t A P P r Note : Left-turn volumes include U-turas. U-tums in bold. EI Fuerte Street at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thm Riaht Left Thm Right Left Thm Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 1 5 6 Outside 7 Free-flow 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 2 2 0 2 2 0 2 3 1 2 3 0 Capacity 3600 4000 Are the North/South phases split (Y/N)? 0 N 3600 4000 3600 6000 1800 3600 6000 0 Are the East/West phases split (Y/N)? N 4a Efficiency Lost Factor 0.10 4a Hotirly Volume 146 39 218 180 103 47 12 2220 192 236 1103 14 Adjusted Hourly Volume 146 257 0 180 150 0 12 2220 192 236 1117 O Utilization Factor 0.04 0.06 0.00 0.05 0.04 0.00 0.00 0.37 0.11 0.07 0.19 O.OO Critical Factors 0.06 0.05^ 0.37i>. 0.07J ICURatio = 0.65' Tuming Movements at Intersection of: LOS= B El Fuerte Street and Palomar Airport Road W e s t A P P r Time: 4:45 PM to 5:45 PM Date: 07/27/11 Day: Wednesday Name : Mary Rose, Rhea Totals 3721 Sub- totals 1297 2424 North Approach 47 J 12 2220 192 Subtotals Total A lr 497 146 0 900 394 330 0 103 180 y L North 39 403 El Fuerte Street 64 V ^ t r 218 14 1103 236 34 Total Subtotals Sub- totals 1353 2652 Totals 4005 Palomar Airport Road E a s t A P P South ."Approach Note : Left-turn volumes include U-tums. U-mms in bold. El Fuerte Street at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : 7:30 AM to 8:30 AM South Appr (NB) Left Thm Right Lane Config- luations Inside (left) Outside Free-flow North Appr (SB) Left Thm Riaht West Appr (EB) Left Thm Right East Appr (WB) Left Thra Right Lane Settmgs 2 2 0 Capacity 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 HourlyVolume 98 87 84 Adjusted Hourly Volume 98 171 0 Utilization Factor 0.03 0.04 0.00 Critical Factors 0.04 -"^ 2 2 3600 4000 25 25 0.01 O.OI. 32 46 14 0 0.01 0.00 2 3 1 2 3 0 3600 6000 1800 3600 6000 0 106 975 73 183 2145 132 106 975 73 183 2277 0 0.03 0.16 0.04 0.05 0.38 0.00 0.031^ 0.38*^ ICURatio = 0.56' Tiuning Movements at Intersection of: LOS= A El Fuerte Street and Palomar Airport Road Time : 7:30 AM to 8:30 AM North .A.pproach Date: 07/27/11 Day; Wednesday Name; Mary Rose, Rhea 71 Sub-14 32 w e Totals totals 2259 1 T s 3413 2 106 t 1154 975 73 1 t A T North P 1 P r 98 0 t 87 Subtotals 263 269 Total 532 394 0 25 El Fuerte Street 323 132 2145 183 r 25 Total Subtotals Sub- totals 2460 Totals 3569 84 1109 Paiomar Airport Road E a s t A P P r South Approach Note : Left-tum volumes include U-turas. U-tums in bold. Loker Avenue West/Innovation Way at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr Time Period: South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Lefl Thra Right Left Thra Right Left Thra Risht Lane Inside I 1 Config- (left) 2 1 luations 3 1 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 1 1 1 1 1 I 3 1 1 3 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume j}f 46 25 Adjusted Hourly Volimie 46 25 1800 2000 1800 1800 2000 1800 1800 6000 1800 1800 6000 N N 60 60 107 43 107 43 290 97 2279 136 34 1162 50 290 97 2279 136 34 1212 0 Utilization Factor Critical Factors 0.03 0.01 0.03 0.06 0.02 0.16 0.05 0.38 0.08 0.02 0.20 0.00 0.03_ Go 5^ ICU Ratio = 0.69 0.16 0.38 Los= B AcsC •^^r^ pf^e^-^ Turning Movements at Intersection of; Loker Avenue West/Innovation Way and Falomar Airport Road 1:^ b w e Time : 4:45 PM to 5:45 PM North Approach Date ; 07/27/11 Day; Wednesday 610 Name; Lizzy, Angel 440 0 Sub-290 43 107 Totals totals J 1 u 1500 s 4012 2 97 i t 2512 2279 >• t 136 1 1 A T North P T P r t 46 25 0 Subtotals 210 131 Total 341 Loker Avenue West/Innovation Way Total 170 50 1162 34 60 Subtotals Sub- totals 1246 Totals 3695 2449 Palomar .Airport Road E a s t A P P South Approach Note : Left-mm volumes include U-turns. U-tums in bold. At-. Lolcer Avenue West/Innovation Way at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North .Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thm Right Left Thra Riaht Left Thm Right Left Thra Righi Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 I 1 1 1 1 1 1 Lane Settings 1 1 1 1 1 1 1 3 1 1 3 0 Capacity Are the North/South phases split (Y/N)? Are the EastWest phases split (Y/ Efficiency Lost Factor 0.10 HourlyVolume j^^"^ 10 Adjusted Hourly Volume 10 Utilization Factor O.OI Critical Factors 0.01 ICU Ratio = 0.66 1800 2000 1800 1800 2000 1800 1800 6000 1800 1800 6000 N ? N i^ i^ 8 27 14 94 232 1092 117 66 2064 128 41 8 27 14 94 232 1092 117 66 2192 0 0.02 0.00 0.02 0.01 0.05 0.05 0.13 0.13 0.18 0.07 0.04 0.37 0.37 0.00 0 0> Tuming Movements at Intersection of: LOS= B Loker Avenue West/Innovation Way and Palomar Airport Road W e s t A P P r Tune ; 7:30 AM to 8:30 AM Date: 07/27/11 Day: Wednesday Name: Lizzy, Angel North Approach Totals 3612 Sub- totals 2171 1441 94 232 1092 117 Subtotals Total 197 10 0 256 135 14 1 41 59 Loker Avenue West/Innovation Way 533 0 27 J i u t North M-8 398 128 2064 66 Total Subtotals Sub- totals 2258 Totals 3385 1127 Palomar Airport Road s t A P P South Approach Nole : Left-mm voliunes include U-tums. U-tums in bold. El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Rieht Left Thra Right Left Thra Right Left Thra Riaht Lane Inside I 1 Config- (left) 2 1 urations 3 1 4 1 5 1 6 1 Outside 7 Free-flow 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settuigs 1 3 2 2 3 1 2 3 0 2 3 2 Capacity Are the North/South phases split (Y/N)? 1800 6000 3600 3600 6000 1800 3600 6000 0 3600 6000 3600 N Are the EastAVest phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 124 788 499 575 846 149 287 1386 95 429 892 393 Adjusted Hourly Volume 124 788 499 575 846 149 287 1481 0 429 892 393 Utilization Factor Critical Factors 0.07 0.13 0.14/0.16 y0.14 0.14^ 0.16/ 0.08 0.08 0.25 0.00 0.251^ 0.12 0.15 0.12<^ 0.11 ICURatio = 0.77 Tuming Movements at Intersection of: LOS = EI Camino Real and Palomar Airport Road W e s t A P P r Time: 4:30 PM to 5:30 PM North Approach Date: 07/26/11 Day; Tuesday Name : Dan, Miles, David, Salvador Totals 2931 Sub- totals 1163 1768 287 1386 95 Subtotals Total 149 J 1, 1370 1570 846 1 North t 124 788 2 1411 2781 El Camino Real 3039 1 575 499 1469 393 892 429 Total Subtotals Sub- totals 1714 Totals 4175 2461 Palomar Airport Road s 1 A P P r South Approach Note : Left-mm volumes include U-tums. U-tums in bold. El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 Ah'l Left Thm Right Left Thru Right Left Thra Right Left Tlira Right Lane Inside 1 1 Config- (left) 2 I urations 3 1 4 1 5 I 6 1 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settings I 3 2 2 3 1 2 3 0 2 3 2 Capacity 1800 6000 3600 3600 6000 1800 3600 6000 3600 6000 3600 Are the North/South phases split (Y/N)? Efficiency Lost Factor 0.10 Houriy Volume 90 Adjusted Hourly Volume 90 Utilization Factor 0.05 Critical Factors N N ,Jra» V» 641 414 292 738 233 132 773 113 458 1199 605 641 414 292 738 233 132 886 0 458 1199 605 0.11 0.12 0.12^ 0.08 0.12 0.13 0.04 0.15 0.00 0.13 0.20 0.17 0.12 0.12^ 0.08'^ 0.15'--0.13 l^ ICURatio = 0.58 Turning Movements at Intersection of: LOS El Catnino Real and Palomar Airport Road W e s t A P P r Time: 7:45 AM to 8:45 AM North Approach Date: 07/26/11 Day: Tuesday Name ; Dan, Miles, David, Salvador Totals 2543 Sub- totals 1525 1018 132 773 113 Subtotals Total 233 1309 1263 738 I North *^ t 90 641 0 1145 2454 El Camino Real 2640 2 292 +5" u r 414 1377 605 1199 458 Total Subtotals Sub- totals 2262 Totals 3739 1477 Palomar Airport Road E a s t A P P r South Approach Note : Left-mm volumes include U-tums. U-tums in bold. Table 3-1 INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY CouDi Intersecllon/LocaHoii SUMMER 2007 PEAK HOUR AM I'M ICU IX>S ICU Ratio IMS SUMMER 2008 rEAKHOUR AM TM ICU Ratio LOS ICU Ratio LOS SUMMER 2004 PEAK HOUR AM PM ICU Ratio LOS •CU Ratio LOS SUMMER 2010 PEAK HOUR ICU „s ICO Ratio Ratio SUMMER lOlt PEAK HOUR LOS LOS Ratio Ratio 1 2 3 4 5 6 7 8 10 II 12 13 H 15 16 17 18 19 20 21 22 23 24 25 26 27 28 y 30- 31 32 33 34 El Catnino Real & Ptaza Drive Q 35 El Camino Real & Marfan Road Q 37 El Camino Real & Hosp Way Q 37 El Camino Real & Carlsbad Village Drive o.49 nl Camino Real & Tamatack Avenue g 57 El Catnino Real & Cannon Road Q El Camino Real & College Boulevard 0 57 El Camino Real & Faraday Avenue Q.VO El Camino Real & Palomar Airport Road 0.68 El Camino Real & Town Garden Road o.38 El Camino Real & Camino Vida Roble o.38 El Camino Real & Cassia Road Q 5g El Camino Real & Poinsettia Lane o.40 El Camino Real & Dove Lane 5 39 El Camino Real & Alga Road / Aviara Parkway o.75 El Camino Real & Arenal Road g 53 El Camino Real & La Costa Avenue Q 70 El Camino Real & Levante Street o.44 El Camino Real & Calle Barcelona 0,52 Palomar Airport Road Sc Avenida Encinas o.53 Palomar Airport Road & Paseo del Ivtortc o,60 Palomar Airport Road & Armada Drive / Costco Entrance o.53 Palomar Aitporl Road & Hidden Valley Road/The Oossings Drive Q 54 Palomar Airport Road & College Boulevard/Aviara Pailcway g $2 Palomar Airport Road & Palomar Oaks Way — Palomar Aitporl Road & Camino Vitla Roble g_53 Palomar Airport Road & Yarrow Drive g,47 Palomar Airport Road & Loker Avenue West/Innovation Way — PalntT^py Ainxirt Road A El Fuerte Street 0.73 Palnniitr i^lniorl Road & Melrose Drive o.g2 Palomar Aitporl Road & Paseo Valindo/Hagle Drive 0 49 Carlsbad Boulevard & Carlsbad Village Drive o.30 Carlsbad Boulevard & Taraaiack Avenue 0.44 Cartsbad Boulevard & Clannon Road 0.49 A A A A B B A B a A A A A A C B B A A A A A A B A A C D A A A A 0.65 0.55 0.45 0.63 0.58 0.8S 0.57 0.75 0.77 0.46 0.59 0.62 0.56 0.59 0.72 0.73 0.74 0.50 0.58 0.70 0.72 0.66 0.57 0.70 0.53 0.51 0.71 0.71 0.52 0.59 0.56 0.77 B A A B A D A C C A A B A A C C C A A B C B A B A A C C A A A C 0.34 0.35 0.35 0.44 0.67 0.59 0.58 0.66 0.55 0.39 0.42 0.59 0.34 0.37 0.55 0.62 0.63 0.39 0.46 0.51 0.59 0.56 0.52 0.59 0.44 0.52 0.50 0.75 0.63 0.68 0.46 0.29 0.41 0.35 A A A A B A A B A A A A A A A B B A A A A A A A A A A C B B A A A A 0.65 0.49 0.41 0.57 0.55 0.72 0.58 0.65 0.75 0.41 0.56 0.56 0.54 0.59 0.73 0.73 0.77 0.50 0.62 0.80 0.67 0.70 0.65 0.72 0.52 0.53 0.56 0.68 0.61 0.68 0.52 0.57 0.46 0.69 OJO 0.35 0.34 0.42 0.61 0.62 0.56 0.60 0.54 0.39 0.41 0.59 0.38 0.36 0.68 0.63 0.78 0.41 0.48 0.57 0.60 0.52 0.53 0.54 0.40 0.49 0.42 0.66 0.52 0.82 0.42 0,29 0.35 0.38 A A A A B B A A A A A A A A B B C A A A A A A A A A A B A D A A A A 0.61 0.50 0.42 0.55 0.59 0.8> 0.57 0.68 0.78 0.47 0.55 0.55 0.54 0.59 0.76 0.71 0.84 0.52 0.60 0.74 0.70 0.69 0.67 0.72 0.44 0.54 0.55 0.76 0.66 0.64 0.49 0.56 0.59 0.69 B A A A A D A B C A A A A A C C D A A C D B B C A A A C B B A A A B 0.34 0.34 0,33 0,45 0,63 0,60 0,56 0,65 0,52 0,37 0.44 0.57 0,38 0,39 0,63 0,62 0,70 0.36 0.45 0.49 0,54 0,57 0,53 0.58 0.40 0.44 0.41 0.72 0.39 0,75 0.42 0.29 0.39 0.50 A A A A B A A B A A A A A A B B B A A A A A A A A A A C A C A A A A 0.65 0.52 0.48 0.55 0.59 0.78 0.53 0.70 0.71 0.49 0.55 0.58 0.55 0.56 0.87 0.73 0.79 0.47 0.57 0.75 0.57 0.75 0.63 0.77 0.49 0.56 0.52 0.64 0.58 0.59 0.46 0.53 0.48 0.68 B A A A A C A B C A A A A A D C C A A C A C B C A A A B A A A A A B 0.34 0.34 0.32 0.45 0.64 0.61 0,61 0.66 0.43 0.44 0.64 0.39 0,39 0.63 0.68 0.78 0.42 0.48 0.54 0.58 0.52 0.52 0.59 0.42 0.48 0.43 1^66 0.66 0.53 0.44 0.59 0.59 0.80 0.55 0.72 0.77 0.54 0.61 0.61 0.56 0,61 0.83 0.83 0.8S 0.52 0.61 0.74 0.66 0.72 0.60 0.76 0.47 0.56 0.54 3-5 The 2011 intersection ICU was correlated to the level of service for the sixty-eight (68) signalized locations as follows: SIGNALIZED INTERSECTIONS LEVEL OF SERVICE RANGES (ICU Methodology) Ratio LOS 0.00 - 0.60 A 0.61 - 0.70 B 0.71 - 0.80 C 0.81-0.90 D 0.91-1.00 E Greater than 1.00 F It is important to note that the ICU procedure was developed for use at individual signalized intersections. At locations where traffic volumes are heavy, it is possible for traffic waiting at a signalized intersection to back up into nearby adjacent intersections. When this occurs, drivers may experience additional delay. The ICU procedure does not address this situation. Instead, the ICU procedure reports the level of service at each intersection as if there were no traffic backups from adjacent intersections. Based on observations of traffic along the street system in Carlsbad, traffic backups from adjacent intersections tend to occur in the area of Palomar Airport Road east of Interstate Highway 5, Cannon Road east of Interstate 5 and in the area of El Camino Real south of State Route 78. In these areas, the results of the ICU procedure should be used with the knowledge that the procedure may report better resuhs than are actually achieved. For certain types of analyses, it may be desirable to utilize intersection capacity procedm-es more detailed than the ICU procedure that are designed to analyze systems of signaUzed intersections. In previous years, unsignalized minor-street stop-controlled intersections were included in the Traffic Monitoring Program. However, no unsignalized intersections were analyzed for the 2011 Traffic Monitoring Program. The following observations were made during the course of the 2011 count program: • The Traffic Monitoring Program intersections along El Camino Real between State Route 78 and Cannon Road have continued to result in acceptable operations levels due to reduced daily and peak hour volumes along these segments. This is partly due to the College Boulevard, Cannon Road and Melrose Drive extension projects that now provide an altemate connection to State Route 78. 3-3 Table 2-1 CITY OF CARLSBAD MID-BLOCK LINK LEVELS OF SERVICE ANALYSIS SUMMARY Location Number Segment Scgiuciil Location Siiiiimer 2007 Summer 2008 Suniiner ZOO!) Sumincr 2010 Suniiner ZOU Location Number Segment Scgiuciil Location ADT Peak LOS ADT Pi;ak LOS ADT Peak LOS ADT Peak LOS ADT Peak LOS 1 Palomar Aiiport Road Paseo Del Norte and Amiada Drive 53,175 A 49,570 A 48,758 A 48,490 A 48,249 / A 2 Falomor Airport Road Yarrow Drive and Bl Catnino Real 33,820 A 33,523 A 30,786 A 34,030 A 33,440 / 3 Paloniat Airport Road El Catnino Real and Loker Ave. W./lnnovation Wy. 52,739 A 43,920 A 44,742 A 45,080 A 45,902 ( 4 Palomar Airport Road El Puerto Street and Loker Ave EVGateway Road — — 42,287 A 40,819 A 44,361 A 44,757 / 5 Palomar Airport Road Melrose Drive and Paseo Valindo/Eagle Drive 36,290 A 33,875 A 30,267 A 32,769 A 32,678 \ 6 El Comlno Real Plaza Diive and Minxon Road 31,375 A 26,713 A 26,401 A 26,406 A 27,806 7 El Camino Real Toinaraclc Avenue and Kelly Drive 25,509 A 23,717 A 22,817 A 23,540 A 25,036 A 8 El Camino Real Faraday Avenue and Pnloraar Aiiport Road 38,417 A 37,735 A 27,205 A 36,200 A 36,281 A 9 EI Camino Real Camino Vida Roble and Cassia Road 30^75 A 28,048 A 28,089 A 30,383 A 30,710 A 10 El Camiao Real Arenal Road and Costa Del Mar Road 50,905 C 43,213 A 44,112 A 46J103 A 47,151 B 11 El Camino Real La Costa Avenue and Levante Street 39,105 A 31,933 A 33,325 A 32,600 A 33,552 A 12 El Camino Real Ixvanle Street and Ciille Barcelona 39,357 A 31,273 A 31,399 A 32,042 A 33,507 A 13 Melrose Dr'rve Lionshead Avcmie and Palomar Airport Road 25,995 A 22,637 A 22,794 A 22,887 A 23,830 A 14 Melrose Drive PaloDior Airport Road and Rancho Bravado 17,742 A 15,959 A 16,493 A 17,061 A 17,593 A 15 Melrose Drive Alga Road and Corintin Street 20,880 A 18,667 A 18,822 A 20,216 A 19.866 A 16 Carlsbad Boulevard Mountain View Drive and State Sleet 13,985 A 12,065 A 13,334 A 12,884 A 13J20 A 17 Carlsbad Boulevard Cannon Road and Cerezo Drive 18,163 A 15,485 A I637S A 16,882 A 16,565 A 18 Carisbad Boulevard Poinsettia Lane and Island Way 16.114 A 12,949 A 14,294 A 13,668 A 12,936 A 19 Carlsbad Boulevard Avenida Encinas and La Costa Avenue 19.474 A 17,905 A 18,246 A 17,242 A 16,214 A 20 La Costa Avenue Saxony Road and Piraeus Street 33,245 A 32,254 A 33,475 A 32,767 A 33,742 A 21 • La Costa Avenue Cadencia Street and Romeria Street 12,492 A. 11,819 A 12,370 A 12,190 A 12,196 A 22 Rancho Santa Fc Road La Costa Meadows Drive attd San Elijo Road 34,674 A 31,222 A 25.313 A 28,786 A 27.187 A 23 Rancho Santa Fe Road Avenida Soledad and Camino Junipero 39,947 A 35,754 A 35,678 A 35,365 A 36,628 A 24 Rancho Santa Fe Road Avenida La Cinia and CuUc Accrvo/Avcnida La Posia 17,028 A 17,445 A 17,458 A 15.121 A 14,574 A 25 Carlsbad Village Drive Victoria Avenue and Pontiac Drive 6,168 A 5,665 A 5,637 A 6.214 A 5,976 A 26 Poinsettia L,.ine Paseo Del Morte and Batiquitos Drive 26.623 A 24,650 A 25,837 A 25J15 A 24,353 A 27 Tamarack Avenue HI Camino Real and La Portalada Drive 8,453 A 8,428 A 7,906 A 8.808 A 8,663 A 28 Paseo Del Norte Cammo Del Parque (North) and Palomar Airport Road 8,791 A 8,125 A 7,975 A 8,109 A 7,715 A 29 Pasco Del Norte Palomar Airport Rood and Car Country Drive 10,246 A 9,473 A 8,780 A 9320 A 9,674 A 30 Cannon Road Pasco Del Norte and Car Counlry Drive 22,778 A 21,709 A 23.284 A 24,370 A 25,717 A 31 Cannon Road £1 Camino Real and College Boulevard 19J96 D 16.586 B 16,553 A 17,793 A 17,462 32 College Boulevard Tamarack Avenue (North) and North City Limits 25,690 A 23,740 A 24,475 A 23,112 A 24,815 33 College Boulevard Palomar Airport Road and Aston Avenue 13,718 A 13,810 A 13,992 A 13,873 A 13,635 34 Alga Road Corintia Street and El Fuerte Street a,482 A 10,632 A 10,216 A 10,844 A 10,856 2-3 2. MID-BLOCK LINK COUNTS ^^^^ Mid-block link counts were conducted at thirty-four (34) locations throughout the City of Carlsbad and can be identified on Figure 2-L Rick Engineering Company conducted the link counts using mechanical tube counters that were placed and monitored for two consecutive days (48-hours). The counts resulted in the detennination of average daily traffic (ADT) volumes, and these ADT volumes for the Summer count period are summarized in the Appendix. The Citv of Carlsbad assumes a one- direction maximum capacity of 1,800 vehicles per lane, per hour, in the peak period. Mid-block link analysis was calculated by a maximum one-direction lane volume to capacity ratio. The 2011 midbloek lane volume to capacity ratio was correlated to the level of service for the thirty-four (34) midbloek locations as follows: MIDBLOCK LINK COUNT LEVEL OF SER^aCE RANGES Ratio LOS 0.00 - 0.60 A 0.61 - 0.70 B 0.71 - 0.80 C 0.81 - 0.90 D 0.91-1.00 E Greater than 1.00 F Figure 2-1 graphically illustrates the 2011 levels of service during the peak hour, Table 2-1 summarizes and compares the Summer 2011 mid-block link analysis with data from 2007, 2008, 2009 and 2010. Based on the results of the mid-block link analysis, all locations operated at LOS A for the Summer 2011 coxmt program. There were no locations identified as operating at LOS B, C, D, E or F. For 2011, the overall volumes along Palomar Airport Road have essentially remained the same as last year. Only an increase of less than 1% from the previous year was calculated. Overall volumes along El Camino Real have shown an increase. An increase of about 3% from the previous year was calculated. Similarly, overall volumes along Rancho Santa Fe Road have shown an increase of about 3% from the previous year. The volumes along Carlsbad Boulevard showed a slight decrease from the previous year (about 4%). The largest decrease along Carlsbad Boulevard was between Avenida Encinas and La Costa Avenue (about 6% decrease). 2-1 Joey Blagg © Urban Systems Associates, Inc. Prime Group Construction, Inc. May 1, 2013 ATTACHMENT 10 • Traffic Count Summaries • Intersection LOS Worksheets 16 000312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road, Suite 106 • San Diego, CA 92123 • (858) 560-4911 • Fax (858) 560-9734 Joey Blagg Prime Group Construction, Inc. O Urban Systems Associates, Inc. MCQ; 1,2013 ATTACHMENT 9 Buildout With Project AM / PM Peak Hour Traffic 0 1796/1436 139/1 65 ^^PaZomar Airpcyrt Rd. —^ lO e N 01 " N N h. Q o Ol 00 e to cft I'O ^ 589/469 1413/1032 ^ 441/464 y^ctlonutr Airport Rd. © = 1 —' iv in in JB ro m o » to "v.'x ^ — •* C3 ' CD lO ^ 100/60 -•—2141/1377 246/209 ^PoloTTwr Airport Rd. 1243/2102 >| 173/2U«i^ « "1 s Palomar Airi Lowe'8 1 r O Ol CN to <; 00 o CN O >ort Road at Driveway 190/350—^ 970/1726 » 183/195-^ Palomar Air? El Caini -* H IV CM — CO IO C3) IO \ > o m -* CM CTl O CN CD ^ ort Road at no Real 290/160-^ 1 1262/2665 » g 209/190-^ 1 Palomar Airf Loker Ave. West oo Ol oo to 03 (N \ X. « Ol 1^ o «o 00 — ^ >ort Road at / Irmovation Way \ ' O C3 ^-— lo lo m CO — CM j; O CM -P CD -.- fi ( 210/100 -•—2248/1233 310/235 ^Pttiomor Airport Rd. ^—^ o o « CD \ IO 5 \o CN r on \ iS C7> O O 00 ^ lO s V» 90/55 1497/64-1 ^1- 100/170 \Palomar Alarport Rd. \ 278/129-^ 993/2633 • 200/21 C-i^ Palomar Airp El Fuert O O lO Kl o C-J CM N l/l C3 O •^ tri in >ort Road at e Street K 451/750-^ 665/2114 • 116/524 Palomar Air; Melros ) m m « cn 10 CN IV -> W CJ> o lO m CO tfl -3- 00 - ort Road at » Drive 4-= TrajEBc Signal Note: Attachment 8 volumes adjusted with volume differences shown in Attaohmait 7, the difiference in peak hour volumes with Hotel uses instead of Business Paik -ases. 15 000312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road, Suite 106 • San Diego, CA 92123 • (858) 560-4911 • Fax (858) 560-9734 Joey Blagg Prime Group Construction, Inc © Urban Systems Associates. Inc. May 1, 2013 ATTACHMENT 8 Buildout With Business Park AM / PM Peak Hour Traffic © 1766/1444 139/185 r ^^alcfma,r 4irpor< Rd. 1253/2065 173/214 ^ r Paiomar Airport Road at Lowe's Driveway m in ^ lO IO CN cn CN CM O O <Ji cn K) CD KJ 190/350—^ 930/1690—«i 183/195. 583/471 1383/1040 435/466 r ^ s^otomor Airport Hd. CN -- IO 0> LO © IV o in *o to o — lO o ..- CD cn 290/160 1262/2665 225/140 Palomar Aiiport Road at El Camino Real 100/60 • 2141/1 377 ^250/200 Palomar Avrport Rd. ^\l' \ 2 in o Palomar Airport Road at Loker Ave. West / Innovation Way © o o o in lo CO CN r- w (7) CN ••- 275/UO 987/2635 200/210 210/100 • 2251/1227 ^310/235 Paiomar A^trport Rd. CN N CM •v. W in o o •* to in o ^ O C3 O cn CO 450/750 660/2115 115/525 -6^ 90/55 • 1496/637 ' ^^100/170 Pdlomcw A^irport Rd.. o lO io a> ro CJ 1^ o O lO o 00 in lO oo t- Pajomar Airport Road at El Fuerte Street Palomar Airport Road at Metrose Drive = TiafQc Signal Souice: TrafSc Impact Analysis for Palomar Airport Commons, April 14,2010 Prepared by Urban Systems Associates, Inc. 14 000312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road, Suite 106 • San Diego. CA 92123 • (858) 560-4911 • Fax (858) 560-9734 Joey Blagg Prime Group Construction, Inc. © Urban Systems Associates, Inc. May 1,2013 ATTACHMENT 7 Project Only AM / PM Peak Hour Traffic (Difference Between Hotel and Business Park Uses / Adjustments to Buildout Volumes) 0 -I-30/-8 50% ^^alomwr Aiarpart Rd. ® . 1 7 1 50% " 10% •1-6/-2 ••—. +30/-S ^ +6/-2 J'tLlomxar Airpori StL © » -1- \ Id 1 -« i ' 70% • ^ 5% ^ V+9 ^i'aiomar Jai-port Rd. -10/-1-36 >i 1 -1 Palomar Airp Lowe'8 [ ! £ tort Road at JrivBway -10/-h36 » 1( Palomar Aire El Cami r IV -H •v. fO 1 )% >ort Road at no Real 1 -16/-t50-^ 1 1 Palomar Air): Loker Ave. West k 15% •v. 12 0. CN •^ + + 0% )ort Road at / Innovation Way -t- S •v. J 15% ^ 5% -• 3/-)-6 . PatomcEr Airport Rd. © — a» j 1 10% ^ 2.5% SiVtiomor jlirport iieC •1-3/-1--^ +6/-2 > Palomar Air) El Fuert 10% )ort Road at e Street •n/o-^ +3/-1I > +1/-1-^ Palomar Alrf Melros + T 2.5% >ort Road at e Drive XX% = Project Dircctioaal Distribution Percentages = Traffic Signal .... = Future Tum Lanes 13 000312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road, Suite 106 • San Diego, CA 92123 - (858) 560-4911 • Fax (858) 560-9734