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Home My WebLink AboutSDP 05-04; DKN Hotel; Site Development Plan (SDP) (5)·--·----·--·- .. • .. • ... • ~ • .. • .. • .. .. -.. ... .. -.. -----.. .. .. .. • 111111! ' • Prepared by: • Tuere Farley .. Transportation Planner I ,,. • .-.. -~-·------- TRAFFIC IMPACT ANALYSIS CARLSBAD SPRINGHILL SUITES Carlsbad, California October 27,2005 LLG Ref. 3-04-1497 Under the Supervision of.· John Boarman Principal Engineer LINSCOTT LAW & GREENSPAN engineers Unscott.law& Greell$pai1, Engineers 4542 Ruffner Street Suite 100 San Diego, CA 92f11 858.300.8800 T 858.300.8810 F www.llgengineers.com • • • .... • ----.. ---• -----• ... • ... .. .. TABLE OF CONTENTS (CONTINUED) SECTION PAGE 10.0 Congestion Management Program .Compliance .................................................................. 16 11.0 Site Access ................................................................... ~ ........................................................... 17 12.0 Parking ..................................................................................................................................... 18 13.0 Significance of lmpac'ts .......................................................................................................... 19 APPENDICES APPENDIX A. Manual Intersection Traffic Count Sheets Cumulative Projects Traffic Assignments Intersection Analysis Worksheets -Existing Intersection Analysis Worksheets -Existing + Project B. c. D . E. F. Intersection Analysis Worksheets-Existing+ Project+ Cumulative Projects County of San Diego Roadway Capacity Table LIST OF FIGURES SECTION-FIGURE FOLLOWING PAGE 1-1 Vicinity Map........................................................................................................................... 1 1-2 Project Area Map~.................................................................................................................. 1 2-1 Conceptual Site Plan ...... ....... ....... .... .............. ..... . . .. ..... .... .... . .... ... . .. ........ .... .. ... .... . . . . .. . ....... .... 2 3-1 Existing Conditions Diagram................................................................................................. 3 3-2 Existing Traffic Volumes....................................................................................................... 3 4-1 Regional Traffic Distribution ............... ...... .............. ... ..... .. . . ..... .. ..... ...... ...... .. .... . .. . .. . .. . .... . .... 5 4-2 Total Project Traffic Volumes............................................................................................... 5 4-3 Existing+ Project Traffic Volumes....................................................................................... 5 5-l Total CUinulative Traffic Volumes........................................................................................ 6 5-2 Existing+ Project+ Cumulative Traffic Volumes................................................................ 6 9-1 Year 2030 Without Project Traffic Volumes ......................................................................... 15 9-2 Year 2030 With Project Traffic Volumes .............................................................................. 15 LiNSCOTT, lAW & GREENSPAN, engineers 11 LLG Ref. 3-04-1497 Carlsbad Boulevard Hotel N:\1497\Rrpon\Traffic Impact Anlllysis l497.doc -.. • • • - • - ... • .. • • • • • LIST OF TABLES SECTION-TABLE PAGE 4-1 Project Trip Generation.......................................................................................................... 5 5-1 Summary of Cumulative Projects ......... ............ .. ........ .. ..... ... . . . . .... ...... .......... .... ..... ........ ........ 6 8-1 Intersection Operations ....................... : ................................................................................. 10 8-2 Segrn.ent Operations .............................................................................................................. 11 9-1 Year 2030 Segment Operations ............................................................................................. 15 11-1 Parking Requirements ..... ...... ... ... ........ ....... .................... .. . . . ................ ... .... ... ........................ 18 LINSCOTI, LAW & GREENSPAN, engineers iii LLG Ref. 3-04-1497 Carlsbad Boulevard Hotel N:\1497\Report\Traffic Impact Arnlly.•is 1497 doc - -• -.. - -- -------.. -• ... • - - • 1.0 INTRODUCTION TRAFFIC IMPACT ANALYSIS CARLSBAD SPRINGHILL SUITES Carlsbad, California October 27,2005 This traffic impact study has been prepared to determine the potential impacts on the local circulation system due to the development of the Carlsbad Springhill Suites project in the City of Carlsbad. The proposed project is located on the east side of Carlsbad Boulevard just south of Oak Avenue. The additional traffic generated by the project has been added to the existing on-street traffic volumes and the traffic impacts were analyzed at several key intersections and street segments within the project area. fucluded in this traffic assessment is the following: • Project description; • Existing Conditions assessment; • Project traffic generation/distribution/assignment; • futersection and street segment capacity analysis; • Access discussion; • Parking requirements; • Significance of impacts/mitigation measures. Figure 1-1 shows a vicinity map, while Figure 1-2 shows a more detailed project area map. LINSCOTT, lAW & GREENSPAN, engineers 1 LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\1497\Repon\Traftic fmpact .Analysis 1497.doc '"" ,,.,. ... .. ... .. .. ... • --- ---- • • .... 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RIVERSIDE COUNTY SAN DIEGO COUNTY LAKESIDE 0 8 MILES Figure 1-1 VICINITY MAP CARLSBAD 1-fAUPTON INN '---- ---.. • - - -- • • ... • Source: Thomas Guide, 2004 LLG1497 FJG1-2.DWG LINSCOTT lAW & GREENSPAN engineers !FRAZEE NO SCALE Figure 1-2 PROJECT AREA MAP CARLSBAD HAMPTON INN - • .. • ... ------• ... • ... • • .. 2.0 PROJECT DESCRIPTION The project is proposing to construct a 103-room business hotel. The project is located on the east side of Carlsbad Boulevard just south of Oak A venue and west of Lincoln Street. Access will be provided to Carlsbad Boulevard with right-tum only restrictions. The existing site currently is occupied with a small 28-unit motel and a 1,200 SF cafe, which will be removed and replaced with the hotel. Right-in/right-out only access will be available at the existing driveway to the project site on Carlsbad Boulevard. Figure 2-1 shows the conceptual site plan . LINSCOTI, lAW & GREENSPAN, engineers 2 LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\1497\Repcrt\Traffic Impact An.:Uysis 1~97.doc -- .. • - ... IIIII .. • • ... • .. • IIIII .. • Source: Joseph Wong Design Associates, 2005 LLG1497 FIG2-1.DWG LINSCOTT lAW & GREENSPAN engineers ~ ~ c=J ~ ~ f+t' !EN CONCRETe SIDeWALK PAVINQ NO SCALE Figure 2-1 SITE PLAN CARLSBAD HAMPTON INN - • • .. • .. • - • • • 3.0 EXISTING CONDITIONS 3.1 Street Network The following is a brief description of the roadways in the area surrounding the proposed project. Figure 3-1 shows an existing conditions diagram for the streets and intersections in the project area. Carlsbad Boulevard is classified as a Major Arterial on the City of Carlsbad Circulation Plan. Carlsbad Boulevard currently provides four travel lanes. The posted speed limit is 30 miles per hour and several bus routes serve Carlsbad Boulevard. Bike lanes, curbs, gutters, and sidewalks are provided and parking is prohibited . Carlsbad Village Drive is classified as a Major-Thru Downtown Street on the City of Carlsbad Circulation Plan. Carlsbad Village Drive currently provides four travel lanes. The posted speed limit is 25 miles per hour and several bus routes serve Carlsbad Village Drive. Curbs, gutters, and sidewalks are provided and parking is generally prohibited. Traffic signals are present at the Carlsbad Boulevard, State Street, Roosevelt Street, Madison Street, Jefferson Street, Harding Street, I-5 Ramps, and Pio Pico Drive. These intersections on this corridor are coordinated . Tamarack A venue is classified as a Collector on the City of Carlsbad Circulation Plan. Tamarack Avenue currently provides two travel lanes. The posted speed limit is 30 mph. Bike lanes, curbs, gutters, and sidewalks are provided and parking is generally prohibited. 3.2 Existing Traffic Volumes The following AM/PM peak hour traffic volumes were available from the City of Carlsbad "Traffic Monitoring Program Summer 2004": • Carlsbad Boulevard/ Tamarack Avenue (2004) • Carlsbad Boulevard/ Carlsbad Village Drive (2004) • Carlsbad Village Drive/ State Street (2004) • Carlsbad Village Drive/ Harding Street (2004) • Carlsbad Village Drive/ Interstate 5 NB Ramp (2004) • Carlsbad Village Drive/ Interstate 5 SB Ramp (2004) Linscott, Law & Greenspan Engineers conducted AM/PM peak hour intersection at the following intersections: • Carlsbad Village Drive/ Jefferson Street (November 2004) • Carlsbad Boulevard I Pine A venue (May 2005) ,.. Figure 3-2 shows the existing AM/PM peak hour traffic volumes at the study intersections. • Appendix A contains copies of the manual intersection count sheets. ' • LINSCOTT, LAW & GREENSPAN, engineers 3 LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\1497\Report\Tratl:lc Impact :!\natysis 1497.doc - .. -• -- -.. • • • • • • • LEGEND @ -Traffic Signal -cr -STOP Sign BL -Bike Lane BS -Bus Stop 2U -Two lane undivided roadway 40 -Four lane divided roadway ···~·~·~~ r,.. ............. FUTURE INTERSECTlON REV. ~/12/05 LLG1487 FIG3-1.DWG LINSCOTT LAW & GREENSPAN engineers NO SCALE Figure 3-1 EXISTING CONDmONS DIAGRAM CARI..8BAD HAMPTON INN - .. • • .. -• .. -.. ... ... ... • - • NOTES: ········ .· .... "' "' ...... "' ,,'!. .... "' _,'!. : ! ·. f; "'"' ·. .......... .,_ '"' "' 01 "' ········ AOT shown midblock AM/PM Peak hour volumes are shown at the intersections . : REV. '5/5/05 LLG1-497 FIGJ-2.DWG LINSCOTT NO SCALE Figure 3-2 EXISTING TRAFFIC VOLUMES AM/PM PEAK HOURS CARl.SBAD HAMPTON INN • • • -- ------ • • 4.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT 4.1 Trip Generation Table 4-1 shows the traffic generation calculations for the proposed project. San Diego Association of Governments (SANDA G) generation rates for Resort Hotels were used. This rate was used since the hotel will not have any restaurant or conference room facilities, and the majority of its use will be vacationers. The trip generation associated with the existing uses was deducted, since the traffic is already included in the existing counts. It is calculated that the project will generate an additional 452 daily trip ends with 20 trips (16 inbound and 4 outbound trips) during the AM peak hour and 24 trip (2 inbound and 22 outbound trips) during the PM peak hour. 4.2 Trip Distribution/Assignment The regional distribution percentages were detennined based on the project access, the characteristics of the existing street system, the project's proximity to Interstate 5, and the existing turning movement counts at the key intersections. The project traffic was assigned to the surrounding roadways based on the regional distribution. As mentioned in Section 2.0, Project Description, right-in/right-out only access will be pennitted at the existing driveway. Therefore traffic oriented from the north will need to make U-turns at the Pine A venue to enter the site. The traffic assignment reflects the access restrictions. It may be noted that at the project driveway the total project volumes are shown entering and exiting the project site. However, the net project traffic is shown at all the study area intersections, since the existing project traffic is included in the existing traffic volumes (Figure 3-2). Figure 4-1 shows the estimated regional traffic distribution. Figure 4-2 shows the assignment of project traffic based on this distribution and Figure 4-3 shows the existing+ project traffic volumes . LiNSCOTI, LAW & GREENSPAN, engineers 4 LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\1497\Reporr\Traffic lmpact :\nalysis 149i.doc k j • • • J • • • j ' j I J I J I I • • I J l j l I • • TABLE4-1 PROJECT TRIP GENERATION Daily Trip Ends (ADT) · AMPeakHour Use Size Volume %of In:Out %of Rate a Volume ADT Split ADT In Total Proposed Uses Hotel 103 units 8 I unit 824 5% 60:40 25 16 41 7% Subtotal Proposed 824 25 16 41 Existing Uses to be Removed Motel 28 units 9 I unit 252 8% 40:60 8 12 20 9% Restaurant 1,200 Sq-ft 100 I KSF 120 1% 60:40 0 8% Subtotal Existing to Be Removed 372 9 12 21 Footnotes: a. Rate is based on SANDAG's (Not So) Brief Guide ofVehicular Traffic Generation Rates for the San Diego Region, April2002. LiNSCOTT, LAW & GREENSPAN, engineers 5 I ' ' ' • • ll • l I PM Peak Hour In:Out Split 40:60 60:40 70:30 In 23 23 14 7 21 Volume Total 34 57 34 57 9 23 3 10 12 33 LLG Ref. 3-04-1497 Carlsbad Springhiii Suites N:\l497'·Rop<>Jt\Traliic Jmpact Anuly•is l497.doc .. .. -• -• .. • • • • .. • • LEGEND ~ -Regional Trip Distribution @ -Local Capture XX~ -Outbound Trip Distribution XX~ -Inbound Trip Distribution /1(:\<'~ PROJECT ~.;:/r't-:-SITE ;.(.::~:<::"\ ll' ····· ... 0 0 ~ ······· REV. 10/26/05 LLG1497 FIG4-1.0WG LINSCOTT LAW & GREENSPAN engineers .. ·····vv>' NO SCALE Figure 4-1 REGIONAL TRAFFIC DISTRIBUTION CARLSBAD HAMPTON INN • • ·-• -- .. • .. • • -• NOTES: LEGEND: • ADTs are shown midblock AM/PM Peak hour volumes are shown at the intersections At the project driveway the total project volumes are shown entering and exiting the project site. However, the net rroject traffic is shown a all the study area intersections, since the existing project traffic is included in the existing traffic volumes (Figure 3-2) . • •• 0. ~ 0 i til ~ "' 0 ••• • •••• REV. 1 0/26/05 LLG1497 FIG4-2.DWG LINSCOTT LAW & GREENSPAN engineers NO SCALE Figure 4-2 TOTAL PROJECT TRAFFIC VOLUMES AM/PM PEAK HOURS & ACTs CARLSBAD HAMPTON INN -• .. .. .. ... • -• -• ... .. ... - ... • .. .. .. • NOTES: -AM/PM Peak hour volumes are shown at the intersections . ....... .. .... .... "' ' : "' r~· 0> .... ....... '" + tr "' ·. "'"' ""'' '' "' "'"' .. .... ········ REV. 10/28/05 U.C1497 FIG4-3.DWC LINSCOTT LAW & GREENSPAN engineers NO SCALE Figure 4-3 EXISTING + PROJECT TRAFFIC VOLUMES AM/PM PEAK HOURS CARLSBAD HAMPTON INN .. • • • • • • • • • ... ... • • • • 5.0 CUMULATIVE PROJECTS Cumulative projects are other projects in the study area that will add traffic to the local circulation system in the near future. Based on information at the City of Carlsbad City Services website and discussion with City staff, two cumulative projects were identified for inclusion in the traffic study. Trip generation for the two projects were developed using SANDAG rates. 5.1 Description of Projects The following is a brief description of each individual cumulative project included in this report . 1. Village by the Sea is a mixed-use development consisting of sixty-five (65) condominium units and 8,662 sq ft of retail space. The site is located east of Carlsbad Boulevard and to the west of Washington Street. The project is expected to generate 1,278 daily trips with 32 inbound and 64 outbound trips during the AM peak hour and 89 inbound and 64 outbound trips during the PM peak hour. The above information was obtained from the Village by the Sea Traffic Study prepared by LLG Engineers in 2001. 2. Laguna Point is a twenty-one (21) unit condominium development. The site is located on the southeast corner of Laguna Drive and State Street. The project is expected to generate 168 daily trips with 3 inbound and 10 outbound trips during the AM peak hour and 12 inbound and 5 outbound trips during the PM peak hour . Table 5-l shows the cumulative project trip generation summary. Appendix B contains individual traffic assignments for each cumulative project. Figure 5-1 shows the total cumulative project traffic volumes and Figure 5-2 shows the existing+ project + cumulative project traffic volumes. TABLE 5-1 CUMULATIVE PROJECTS TRIP GENERATION SUMMARY Daily Trip Ends AMPeakHour Use Size (ADTa) Rateb Volume o/o of In:Out Volume ADT Split In Out Village by the Sea 65DU 5/DU 325 3% 60:40 6 4 8,662 SF 110/K.SF 953 9% 30:70 26 60 Laguna Point 21 DU 8/DU 168 8% 20:80 3 10 Total -1,446 - -35 74 Footnotes: a. Average Daily Traffic Volumes. b. SANDAG "Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region" 2002 . SF-Square Feet DU-Dwelling Unit LJNSCOTI, LAW & GREENSPAN, engineers 6 o/o of ADT 9% 13% 10% - PM Peak Hour In:Out Volume Split In Out 50:50 15 14 60:40 74 50 70:30 12 5 -101 69 LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\1 497\Rcpon\Traflic lmpa<'t Analysis 1497.doc .. ... • • 'till --- • • • .. • • NOTES: -AM/PM Peak hour volumes ore shown at the intersections ········ ········ REV. 5/6/05 LLG1497 FIG5-1.DWG LINSCOTT LAW & GREENSPAN engineers NO SCALE Figure 5-1 CUMULATIVE PROJECTS TRAFFIC VOLUMES AM/PM PEAK HOURS CARLSBAD HAMPTON INN ""' ---• -.. ---- .. • NOTES: -AM/PM Peak hour volumes ore shown at the intersections REV. 10/26/05 LLG1497 FIG5-2.DWG NO SCALE Figure 5-2 LiNSCOTT u.w & GREENSPAN EXISTING + PROJECT + CUMULATIVE TRAFFIC VOLUMES AM/PM PEAK HOURS engineers CARLSBAO HAUPTON INN • • • • • • • • 6.0 ANALYSIS APPROACH AND METHODOLOGY 6.1 Analysis Approach This report includes analysis of existing and future conditions. The study area intersections and segments are analyzed in the following scenarios: • Existing • Existing+ Project • Existing+ Project+ Cumulative Projects 6.2 Methodology Seven intersections along Carlsbad Boulevard and Carlsbad Village Drive and several street segments were analyzed to determine the potential impacts of the project. Different methodologies were utilized to analyze intersections and street segments, as outlined below. 6.2.1 Signalized Intersections The signalized intersections were analyzed using the Intersection Capacity Utilization (ICU) method with the help_ of the SYNCHRO 5.0 Software. The ICU procedure is based on an article in the Institute of Transportation Engineers Journal, August 1978 and assumes the traffic flow characteristics of signalized intersections. It computes the Level of Service (LOS) for the total intersection based upon a surnniation of volume to capacity (v/c) ratios for the key conflicting movements. The ICU numerical value represents the percent of the signal green time, and thus, the capacity required to serve the traffic demand. The LOS for signalized intersections varies from A (free flow, little delay) to F ("Jammed" conditions). Appendix C includes the intersection calculation sheets. 6.2.2 Unsignalized Intersections The unsignalized intersection of Carlsbad Boulevard and the Project Driveway was analyzed using the Highway Capacity Manual 2000 methodology with the help of the SYNCHRO 5.0 Software. This methodology uses seconds of average delay to determine the Level of Service of the intersection. Like the ICU.method, the Level of Service ranges from LOS A to LOS F. 6.2.3 Street Segments The key street segments in the project area were analyzed on a peak hour basis. The greatest amount of peak hour turning volumes at an upstream or downstream intersection comprises the volumes utilized in the analysis. A volume to capacity ratio (VIC) is calculated for each direction of the street segment during the peak hour. The City of Carlsbad assumes a one-direction capacity of 1,800 vehicles per lane per hour. A LOS is determined by using V/C thresholds . LINSCOTI, lAW & GREENSPAN, engineers 7 LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\1497\Rep<.Ht\Traffic lmpact Analysis t497.doc • • • • • .. .. 7.0 SIGNIFICANCE CRITERIA A traffic impact is considered to be significant if the addition of the project traffic causes the intersection or street segment LOS to decrease to worse than LOS D during the peak hour, as outlined in the City's Growth Management Plan. For intersections or street segments which are currently operating at worse than LOS D, a project impact is considered significant if the project causes the ICU value at an intersection to increase by greater than 0.02, or the volume-to-capacity ratio at a segment to increase by greater than 0.02 . LiNscon, LAw & GREENSPAN, engineers 8 LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\1497\RepoJt\Traffic lmp.'ict .A.nfllysis 1497.doc • .. .. .. - - ... .. ... • • 8.0 ANALYSIS 8.1 Existing Table 8-1 shows a summary of the existing intersection operations at the key locations in the project area. Table 8-2 shows a summary ofthe existing peak hour segment operations at the key locations in the project area . 8.1.1 Intersection Analysis As shown in Table 8-1, all intersections are calculated to currently operate at LOS D or better during the AM and PM peak hours. Appendix C includes the existing intersection analysis worksheets. 8.1.2 Segment Operations As shown in Table 8-2, all segments are calculated to operate at LOS A during the AM and PM peak hours. 8.2 Existing + Project Table 8-1 shows a summary of the existing+ project intersection operations at the key locations in the project area. Table 8-2 shows a summary of the existing+ project peak hour segment operations at the key locations in the project area . 8.2.1 Intersection Analysis As shown in Table 8-1, with the addition of project traffic, all intersections are calculated to continue to operate at LOS D or better during the AM and PM peak hours. The unsignalized Carlsbad Boulevard/Project Driveway intersection was analyzed using the TRAFFIX software. The westbound right-tum delay and LOS are reported at this Two-Way STOP Controlled (TWSC) intersection. As seen in Table 8-1, the westbound right-tum movement at this intersection is calculated to operate at LOS B or better conditions, with the addition of project traffic. Appendix D includes the existing+ project intersection analysis worksheets. 8.2.2 Segment Operations As shown in Table 8-2, with the addition of project traffic, all segments are calculated to continue to operate at LOS A during the AM and PM peak hours . LINSCOTI, LAW & GREENSPAN, engineers 9 LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\1497\R.epolt\Traffic lmp3ct Analysis 1497.d<:>c .. ---.. .... -• -• • • • • TABLE8-1 INTERSECTION OPERATIONS Control Peak Existing Intersection Type Hour ICU" LOSb Carlsbad Village Dr./ Signal AM 0.423 A Carlsbad Blvd. PM 0.742 c Carlsbad Village Dr./ Signal AM 0.311 A State St. PM 0.485 A Carlsbad Village Dr./ Signal AM 0.398 A Jefferson St. PM 0.641 B Carlsbad Village Dr./ Signal AM 0.558 A Harding St. PM 0.777 c Carlsbad Village Dr./ Signal AM 0.527 A I-5 SB Ramps PM 0.763 c Carlsbad Village Dr./ Signal AM 0.625 B I-5NBRamps PM 0.818 D Carlsbad Blvd./ TWSCd AM • • Project Dwy. PM e • Carlsbad Blvd./ Signal AM 0.325 A Pine Ave. PM Q.401 A Carlsbad Blvd./ Signal AM 0.548 A Tamarack Ave. PM 0.729 c Footnotes: a. Intersection Capacity Utilization. b. Level of Service. c. Ll denotes the increase in the ICU or delay value. d. TWSC-Two-Way STOP Controlled intersection. Analyzed with HCM methodology using TRAFFIX software for the future scenarios. Delay and LOS reported for the westbound right-tum movement e. Intersection does not currently exist and therefore no delay or LOS reported for existing condition. f. Not applicable because driveway does not exist in existing conditions. LINSCOIT, LAW & GREENSPAN, engineers Existing+ Pro"ect ICU A• ICU LOS 0.424 A 0.001 0.747 c 0.005 0.313 A 0.002 0.488 A 0.003 0.400 A 0.002 0.644 B 0.003 0.560 A 0.002 0.780 c 0.003 0.528 A 0.001 0.766 c 0.003 0.630 B 0.005 0.821 D 0.003 9.6 A f 12.7 B f 0.325 A 0.000 0.402 A 0.001 0.548 A 0.000 0.733 c 0.004 SIGNAUZED ICU/LOS THRESHOLDS ICU LOS 0.0 < 59.9% A 60.0% to 69.9% B 70.0% to 79.9% c 80.0% to 89.9% D 90.0% to 99.9% E > 100.0% F Existing +Cumulative Proiects + Pro_iect ICU LOS 0.501 A 0.780 c 0.319 A 0.499 A 0.405 A 0.654 B 0.565 A 0.790 c 0.542 A 0.782 c 0.643 B 0.845 D 9.6 A 12.8 B 0.328 A 0.405 A 0.617 B _0.758 c UN SIGNALIZED DELAY/LOS THRESHOLDS Delay LOS 0.0 < 10.0 A 10.1 to 15.0 B 15.1 to 25.0 c 25.1 to 35.0 D 35.1 to 50.0 E > 50.1 F LLG Ref. 3-04-1497 Carlsbad Springhill Suites 10 N:"-..1497,Rep01t\Traffic lmpa<~ Analysis l497.doc . .. • • I t I • I J • • • • Peak Street Segment Hour Direction Carlsbad Village Drive Carlsbad Blvd. to Jefferson St. EB AM PM WB AM PM Jefferson St. to I-5 EB AM PM WB AM PM East ofl-5 EB AM PM WB AM PM Carlsbad Boulevard North of Carlsbad Village Dr. NB AM PM SB AM PM Carlsbad Village Dr. to Pine Ave. NB AM PM SB AM PM Footnotes: a. Volume to Capacity ratio b. Level of Service c. Increase in V/C due to addition of project traffic. LINSCOTI, lAW & GREENSPAN, engineers l • l j l ' . ' TABLE 8·2 SEGMENT OPERATIONS Existing Existing Capacity Vol VIC" LOSb 3,600 411 0.114 A 3,600 974 0.271 A 3,600 520 0.144 A 3,600 684 0.190 A 3,600 644 0.179 A 3,600 1,225 0.340 A 3,600 882 0.245 A 3,600 1,068 0.297 A 3,600 388 0.108 A 3,600 952 0.264 A 3,600 697 0.194 A 3,600 747 0.208 A 3,600 309 0.086 A 3,600 874 0.243 A 3,600 781 0.217 A 3,600 748 0.208 A 3,600 376 0.104 A 3,600 1,114 0.309 A 3,600 941 0.261 A 3,600 856 0.238 A 11 l • I J l j I j Existing + Projects VIC Ac Vol V/C LOS 422 0.117 A 0.003 984 0.273 A 0.003 527 0.146 A 0.002 693 0.193 A 0.003 655 0.182 A 0.003 1,235 0.343 A 0.003 889 0.247 A 0.002 1,079 0.300 A 0.003 389 0.108 A 0.000 954 0.265 A 0.001 698 0.194 A 0.000 748 0.208 A 0.000 312 0.087 A 0.001 876 0.243 A 0.001 782 0.217 A 0.000 753 0.209 A 0.001 382 0.106 A 0.002 1,136 0.316 A 0.006 960 0.267 A 0.005 880 0.244 A 0.007 l J I I Existing+ Project+ Cumulative Projects Vol V/C LOS 459 0.128 A 1017 0.283 A 544 0.151 A 743 0.206 A 692 0.192 A 1,268 0.352 A 906 0.252 A 1,127 0.313 A 389 0.108 A 957 0.266 A 698 0.194 A 752 0.209 A 344 0.096 A 969 0.269 A 850 0.236 A 813 0.226 A 384 0.107 A 1,164 0.323 A 904 0.251 A 403 0.112 A LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\1497\Repon\rratllc Impact Analy>is 1497.doc • j l j • j I I I I I J Peak Street Segment Hour Direction Carlsbad Boulevard (Continued) Pine Ave. to Tamarack Ave. NB AM PM SB AM PM South ofTamarack Ave. NB AM PM SB AM PM Tamarack Avenue Carlsbad Boulevard to I-5 EB AM PM WB AM PM Footnotes: a. Volume to Capacity ratio b. Level of Service c. Increase in V/C due to addition of project traffic. LINSCOTT, LAW & GREENSPAN, engineers I J I J I J TABLE 8·2 (CONTINUED) SEGMENT OPERATIONS Existing Existing Capacity Vol V/C" LOSb 3,600 368 0.102 A 3,600 1,189 0.330 A 3,600 923 0.256 A 3,600 717 0.199 A 3,600 297 0.083 A 3,600 1,357 0.377 A 3,600 1,144 0.318 A 3,600 737 0.205 A 1,800 88 0.049 A 1,800 373 0.207 A 1,800 368 0.204 A 1,800 277 0.154 A 12 I J I j · I J ' . Existing +Projects A• Vol V/C LOS 382 0.106 A 0.004 1,197 0.333 A 0.002 933 0.259 A 0.003 726 0.202 A 0.003 298 0.083 A 0.000 1,359 0.378 A 0.001 1,147 0.319 A 0.001 739 0.205 A 0.001 95 0.053 A 0.004 380 0.211 A 0.004 373 0.207 A 0.003 280 0.156 A 0.002 I J ' . I I Existing+ Project+ Cumulative Projects Vol 1235 988 753 301 1369 1,155 746 746 115 400 383 308 V/C LOS 0.343 A 0.274 A 0.209 A 0.084 A 0.380 A 0.321 A 0.207 A 0.207 A 0.064 A 0.222 A 0.213 A 0.171 A LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\1497\Report\Traffic Impact Anal~sis !497.doc l I --- .. • ... - .. 8.3 Existing + Project + Cumulative Projects Table 8-1 shows a summary of the existing+ project+ cumulative project intersection operations at the key locations in the project area. Table 8-2 shows a summary of the existing + project + cumulative project peak hour segment operations at the key locations in the project area. 8.3.1 Intersection Analysis As shown in Table 8-1, with the addition of cumulative project traffic, all intersections are calculated to operate at LOS D or better during the AM and PM peak hours. As explained above, the unsignalized Carlsbad Boulevard/Project Driveway intersection was analyzed using the TRAFFIX software. The westbound right-tum delay and LOS are reported at this Two-Way STOP Controlled (TWSC) intersection. As seen in Table 8-1, the westbound right-tum movement at this intersection is calculated to continue to operate at LOS B or better conditions, with the addition of project and cumulative projects traffic. Appendix E includes the existing+ project+ cumulative projects intersection analysis worksheets . 8.3.2 Segment Operations As shown in Table 8-2, with the addition of cumulative project traffic, all segments are calculated to operate at LOS A during the AM and PM peak hours . LINSCOTI, LAW & GREENSPAN, engineers 13 LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\1497\RepOJt\Traffic :lmpat..1. Analysis 1497.doc - -• .... • .. .. .. .. • .... • .... .. 9.0 YEAR 2030 ANALYSIS 9.1 Year 2030 Traffic Volumes The SANDAG 2030 Traffic Volume Forecast was used to estimate Year 2030 traffic volumes. The Year 2030 traffic volume forecast was assumed to not include the project traffic. The project traffic was added to the ADT volumes estimated from the SANDAG forecast to obtain the Year 2030 with project traffic volumes. Figures 9-1 & 9-2 depict the Year 2030 without and with project traffic volumes, respectively. The City of Carlsbad General Plan Circulation Element classifies Carlsbad Boulevard as a Major Arterial, Carlsbad Village Drive as a Major-Thru Downtown Road, and Tamarack A venue as a Collector. Therefore, for the Year 2030 analysis, these segments were assumed to be built at their future roadway classifications . 9.2 Year 2030 Without Project Traffic Table 9-1 summarizes the segment operations along the key study area segments for the Year 2030 without project traffic condition. The County of San Diego Roadway Capacity Standards (Appendix F) was used for this analysis since City of Carlsbad does not have standards for Roadway Capacity on a daily basis. As seen in Table 9-1, the following roadway segments are calculated to operate at LOS E or worse conditions. The remaining roadway segments are calculated to operate at LOS D or better conditions . • Carlsbad Village Drive from Jefferson Street to I-5 • Carlsbad Boulevard from Tamarack Avenue to Cannon Road • Tamarack Avenue from Carlsbad Boulevard to I-5 9.3 Year 2030 With Project Traffic Table 9-1 summarizes the segment operations along the key study area segments for the Year 2030 with project traffic condition. As seen in Table 9-1, the majority of study area segments are calculated to continue to operate at LOS E or worse conditions. The remaining roadway segments are calculated to operate at LOS D or better conditions . • Carlsbad Village Drive from Jefferson Street to I-5 • Carlsbad Boulevard from Tamarack Avenue to Cannon Road • Tamarack Avenue from Carlsbad Boulevard to I-5 It may be noted that as seen in Table 9-1 the V/C ratio does not increase by more than 0.02 seconds for segment operations. Therefore, the project does not significantly impact the segment level of serv1ce . LINSCOTI, LAW & GREENSPAN, engineers 14 LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\1497\Repo!t\Trattic Impact Analysis l497.doc l. J ._ i • • l j • J • f I J I a I J I J I J ' . ' . ' . ' . l I TABLE9·1 YEAR 2030 STREET SEGMENT ANALYSIS Roadway Capacity Year 2030 Without Project Street Segment at Classification LOSE 8 Volumeb VIC LOS Carlsbad Village Drive Carlsbad Blvd. to Jefferson St. 4LMajor 34,200 27,000 0.789 c Jefferson St. to 1-5 Downtown 34,200 38,000 1.111 E 1-5 to Highland Dr. Through Road c 34,200 17,000 0.497 B Carlsbad Boulevard Beech Ave. to Carlsbad Village Dr. 4L Major Arterial 37,000 22,000 0.595 B Carlsbad Village Dr. to Pine Ave. 4L Major Arterial 37,000 29,000 0.784 c Pine Ave. to Tamarack Ave. 4L Major Arterial 37,000 27,000 0.730 c Tamarack Ave. to Cannon Rd. 4L Major Arterial 37,000 34,000 0.919 E Tamarack Avenue Carlsbad Blvd. to 1-5 2L Collector 16,200 20,000 1.235 E Footnotes: a. County of San Diego Roadway Capacity Standards. b. Year 2030 volumes obtained from SANDAG Series 10.0 Model (does not include project traffic). c. Per City of Carlsbad LINSCOTT, LAW & GREENSPAN, engineers 15 Year 2030 With Project Volume VIC LOS 27,220 0.796 c 38,200 1.117 E 17,000 0.497 B 22,260 0.602 B 29,170 0.788 c 27,040 0.731 c 34,130 0.922 E 20,000 1.235 E VIC Significant ? 0.006 No 0.006 No -No 0.007 No 0.005 No 0.001 No 0.004 No -No LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\1497\RepoJt\Traffic Impact Analy•is 1497.doc '111111 • .. -- -... • • • • ... • • NOTES: -ADTs are shown midblock /1(\~ PROJECT ~j}r~-1-SITE i?V.:::::: ..• o.· -~ " . -.... ~ ... «~<,_ REV. S/8/05 LLG1497 F1G9-1.DWG LINSCOTT LAW & GREENSPAN engineers Source: SANDAG Series 1 0.0 NO SCALE Figure 9-1 YEAR 2030 WITHOUT PROJECT TRAFRC VOLUMES ADT ------- • • .. • ... NOTES: -ADTs are shown midblock REV. S/8/05 LLG1497 FIG9-2.DWG LINSCOTT LAW & GREENSPAN engineers Source: SANDAG Series 10.0 NO SCAI..£ Figure 9-2 YEAR 2030 WITH PROJECT TRAFFIC VOLUMES ADT • • • .. • ---.. -.. -- • • • 10.0 CONGESTION MANAGEMENT PROGRAM COMPLIANCE The Congestion Management Program Update (CMP) was adopted in January 2003 by the SANDAG Board, and is intended to directly link land use, transportation and air quality through Level of Service performance. Local agencies are required by statute to conform to the CMP. The CMP requires an Enhanced CEQA Review for all large projects that are expected to generate more than 2,400 ADT or more than 200 peak hour trips. Since the project is calculated to generate less than 2,400 ADT and less than 200 peak hour trips, this level of review is not a requirement of the proposed project. LINSCOTT, LAW & GREENSPAN, engineers 16 LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\1497\Roport\Trafiic lmpoct Analysis 1497.Joc - .. ----- --- • 11.0 SITE ACCESS Access to the project site will be provided via Carlsbad Boulevard. There is also "loading only" access via Lincoln Street. Loading will only occur on Lincoln Street and not Carlsbad Boulevard. The project driveway will be limited to right-in/right-out only due to the raised median on Carlsbad Boulevard. Outbound project traffic wishing to travel south on Carlsbad Boulevard can make aU- tum at the Carlsbad Village Drive I Carlsbad Boulevard intersection. Southbound project traffic coming into the project site could make a U-turn at the Carlsbad Boulevard I Pine Avenue intersection. LINSCOTT, lAW & GREENSPAN, engineers 17 LLG Ref. 3-04-1497 Carlsbad Springhill Suites ).1:\!~97\Rc-port\Traffic Impact Analysis 1497.Joc .. • • -- .. • • • • 12.0 PARKING The project is proposing to develop 103 hotel rooms. Based on the City of Carlsbad Municipal Code, a hotel is required to provide 1.20-spaces per room. Table 11-1 shows the total number of required parking spaces based on the City of Carlsbad Municipal Code. Land Use Quantity Hotel 103 Rooms TABLE 12-1 PARKING REQUIREMENTS City of Carlsbad Parking Rates 1.20/Room Parking Spaces Required by Code 124 As shown in Table 11-1, the project is required to provide 124 parking spaces for the hotel based on the City of Carlsbad Municipal Code. The project proposes to provide 124 parking spaces, which meets the parking demand. LINSCOTT, LAW & GREENSPAN, enginee/S 18 LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\J497·.R,:port\Traflic [mpw:t Analysis 1497.Joc • • • ... • -• ----- • • • • 13.0 SIGNIFICANCE OF IMPACTS AND MITIGATION MEASURES Significant traffic impacts are determined based on the adopted City of Carlsbad significance criteria. No significant traffic impacts were calculated from project traffic or cumulative traffic. Therefore, mitigation measures are not necessary . The parking analysis shows that the proposed on-site parking supply is adequate and conforms to the requirements of the City of Carlsbad Municipal Code . LiNSCOTI, LAW & GREENSPAN, engineers 19 LLG Ref. 3-04-1497 Carlsbad Springhill Suites N:\1~97\Repurt'-Trnffic [rnpnct Analysis 1497.Joc .. -.. • .. - • .. .. .. .. Prepared by: Tuere Farley Transportation Planner I TECHNICAL APPENDICES CARLSBAD SPRINGHILL SUITES Carlsbad, California October 27, 2005 LLG Ref. 3-04-1497 Under the SupeNision of.· John Boarman Principal Engineer LINSCOTT LAW & GREENSPAN engineers Linscott. Law &, Gi'ileli$pllll. Engineers 4542 Rufftler Stteet Suite Jllll San Oie\)o, CA 92111 S51L300.8illio T 858.300;8810 F www.llgengineers.com , .. .. .. • • • LINSCOTI, lAW & GREENSPAN, engineers APPENDIX A EXISTING TRAFFIC COUNTS -INTERSECTIONS AND SEGMENTS LLG Ref. 3-04-1497 Carlsbad Hampton Inn N:\1-'97\Repnrr\.·\ppendb. Cu~·er 1497.doc l • t• I' l I I J l J I J I J I J II II 1• I J I i lJ I j It 1• l' o~_t ...J o, ~-t ~E h 0~ 0.. Traffic Data Service Southwest 9773 Maine Avenue Lakeside , CA 92040 (619) 390-8495 fax (619) 390-427 Out ~ T North u ::T--co .._;I 20 +~~ "tl [ "'"' ~~ 5 ~ ms< co !:1l c: ~ ~d iii File Name Site Code Start Date Page No :05149010 : 00149010 :5/4/2005 :2 IJ 11 IJ 11 IJ IJ 11 lj II II II 1• II II lj 1.1 1.1 llJ lf "'..,__t .3 o=> ~--. "E n o., "0 "' a. Traffic Data Service Southwest 9773 Maine Avenue Lakeside , CA 92040 (619) 390-8495 fax (619} 390-427 T North u ::r -CD +-~ . c: ~ {D .,r-;::~ " !}&l Q~ 5 "' 0>5"< "' ~ c: "' ~~ I[ File Name Site Code Start Date Page No : 05149011 : 00149011 :5/4/2005 :2 lj k.l It I .I II II I J I I I J I J I J I I II a• 1.1 lf li ll I J m~~ f:l- ~~_t ('b:~ (')1:-., 1- ~1: h m., "0 m a. Traffic Data Service Southwest 9773 Maine Avenue Lakeside, CA 92040 (619) 390-8495 Fax (619) 390-8427 OUt om 38 62 65 3 left Peds 4 T Norlh u :TO> -o ""0 [ ...... File Name : 0442001 o Site Code : 0042001 0 Start Date : 11/16/2004 Page No :2 l i l • l j l J l j .J I JIM I • l t I J I' It I I It I I It I j I i Traffic Data Service Southwest 9773 Maine Avenue Lakeside, CA 92040 (619) 390-8495 Fax (619) 390-8427 Out CJID 61 64 151 5 Left Peds 4 i North [i]o c: -.. File Name : 04420011 Site Code : 00420011 Start Date : 11 /16/2004 Page No :2 ---• .. -• ----.. -• --- 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 . . ··-' ... ~ ... · · .. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2004 INTERSECTION ANALYSIS SUMMARY :intersection Number: 25 Intersection Location: Carlsbad Boulevard & Carlsbad Village Drive Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page2 Page3 RICK ENGINEERING COMPANY Trcmsporration Dit'ision # 2/ 25 a • '" I a • • • • J ll. J 1 • a • l I l ' 8 I I I '- . RICK ENGINEERING TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Street : Carlsbad Boulevard E/W Street : Carlsbad Villa~e Drive Count Date: 07/14/04 Day : Wednesday Weather: Sunny File : 2004 lnt #25 Data Collected by: Raul, Sheny, Fred Traffic Control : Signalized South Approach (NB) North AoiJroach {SB) West Approach (EB) End oflS min. prd. 6:15AM 6:30AM 6:45AM 7:00AM 7:15AM 7:30AM "' 7:45AM ... 8:00AM * 8:15AM • 8:30AM 8:45AM 9:00AM Max. 15 min. Pk. Hr. Vol. 7.15 AM Peak 8:15AM Hour 3:45PM 4:00PM 4:15PM • 4:30PM ... 4:45PM * 5:00PM ... 5:15PM • 5:30PM 5:45PM 6:00PM 6:15PM 6:30PM Max. IS mi11. Pk. Hr. Vol. 4:00PM Peak 5:00PM Hour Left 2 1 2 0 1 4 8 1 1 3 7 0 8 14 5 5 13 6 8 5 4 3 6 II 15 3 15 32 U-Tm Thru Right Peds Left U-Tm Thru 0 17 14 0 2 r 73 I 26 12 4 4 0 107 1 36 14 6 9 3 181 0 43 17 8 8 2 180 1 35 18 1 7 0 194 2 51 16 2 3 1 .201 0 49 28 9 10 0 199 I 65 26 12 12 1 168 4 64 26 10 13 0 169 2 62 39 15 15 4 116 0 66 25 16 27 3 117 1 85 29 4 16 2 111 4 85 39 16 27 4 201 7 229 96 33 38 2 737 -IntersectiOn Traffic m Pk. Hr. -1479 Intersection Pdstrns in Pk. Hr. 70 3 153 66 22 27 1 140 0 169 77 10 31 2 136 I 182 80 11 38 0 122 4 204 81 10 36 1 149 3 201 78 15 35 3 154 0 168 80 23 21 3 155 2 233 66 19 24 0 105 0 191 51 14 20 1 128 4 240 69 24 45 1 130 I 188 64 26 33 4 123 2 166 68 13 24 0 122 I 149 55 21 20 1 126 4 240 81 26 45 4 155 8 755 319 59 130 7 580 lntersectton Traffic m Pk. Hr. -2482 Intersection Pdstms in Pk. Hr. 352 Right Peds Left U-Tm Thru Right Peds Left 2 1 1 0 1 0 3 19 0 2 I 0 3 I 3 18 3 1 0 0 3 0 1 22 1 1 3 0 7 1 4 29 2 6 2 0 7 4 2 32 1 3 4 0 8 3 0 36 0 0 1 0 10 4 2 37 2 1 7 0 8 3 4 "47 1 3 4 0 8 :} 12 . 71 2 8 4 0 13 2 13 32 2 8 2 0 17 7 23 33 3 2 4 0 18 2 12 30 3 8 7 0 18 7 23 1l 4 7 16 0 34 13 18 191 Peak Hr. Factor 0.93 4 13 7 0 19 11 63 56 6 10 8 0 26 10 27 63 4 13 8 0 16 5 16 76 6 20 14 0 18 9 40 40 13 14 II 0 42 9 29 64 8 63 7 0 30 7 25 66 8 33 8 0 26 8 31 63 8 31 8 0 25 6 52 61 9 16 4 0 25 7 29 41 7 23 7 0 17 5 22 52 16 37 s 0 9 4 28 69 11 22 10 0 33 14 26 41 16 63 14 0 42 14 63 76 31 110 40 0 106 30 110 246 Peak Hr. Factor 0.94 East Armroach CWB) U-Tm Thru Right 0 7 6 0 5 8 0 5 ll 0 5 21 0 5 17 0 2 11 .0 5 21 0 ll 16 0 16 16 0 18 17 0 17 22 0 5 19 0 18 22 0 34 64 0 24 23 0 20 lO 0 26 18 0 34 15 0 21 20 0 38 26 0 24 18 0 30 28 0 13 18 0 21 13 0 32 24 0 29 33 0 38 33 0 119 79 l j l J .. • •• Page I of3. 15 min Total Peds Vehicles Peds 1 145 5 5 187 14 2 290 10 4 317 17 1 325 10 2 343 7 2 372 13 5 368 22 3 396 28 5 329 41 8 345 55 0 325 18 8 396 55 12 1479 70 14 539 112 5 563 52 27 589 67 21 617 91 13 662 71 12 614 123 18 589 101 16 560 113 18 612 87 22 546 93 21 556 99 23 526 92 27 662 123 . 73 2482 352 • j ~ I 1\l ()) I 0 U1 w 1\l OJ 1J ~ 0 -1 -< 0 11 0 )> JJ r (/) ro )> 0 .. -..1 OJ 0 OJ 0 1\l (J) U1 OJ N ... .. -.. 'IIIII • • 'IIIII • 'IIIII .. 'IIIII IIIII .. • .. • -.. .. ~ .. .. • 'IIIII .. 'IIIII IIIII • ill 'IIIII .. 'Ill .. =~ • .. .. .. 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 # 4/ 25 Carlsbad Boulevard at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South AE!:!r (NB} North Aoor (SB) West AEEt (EB} East AEEr (WB} 7:15AM to 8:15AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config-(left) 2 1 1 1 1 urations 3 I 1 I 1 1 1 4 I 1 1 1 I 5 6 outside 7 Free-flow Lane Settings 1 2 0 1 2 0 1 1 0 2 0 I Capacity 1800 4000 0 1800 4000 0 1800 2000 0 3600 0 1800 Are the North/South phases split (YIN)? N Are the East/West phases split (Y/N)? y Efficiency Lost Factor 0.10 Hourly Volume 21 229 96 40 737 4 16 34 13 191 34 64 Adjusted Hourly Volume 21 325 0 40 741 0 16 47 0 225 0 64 Utilization Factor 0.01 0.08 0.00 0.02 0.19 0.00 0.07 0.02 0.00 0.06. 0.00 0.04 Critical Factors 0.01 0.19 0.07 0.06 ICURatio = 0.43 LOS= A Turning Movements at Intersection of: Carlsbad Boulevard and Carlsbad Village Drive Time: 7:15AM to 8:15AM North Approach Carlsbad Boulevard Date: 07/14/04 Day: Wednesday 1092 Total Name : Raul. Sherry, Fred 781 311 Subtotals 2 Sub-4 737 40 Sub· To~ totals J + ~ totals Totals w e 52 ___t L s 115 0 16 64 t 63 34 __.. ·t ~ 34 289 I3 --. .----I91 0 457 A North p 168 p I t I r 21 229 96 Carlsbad Village Drive 7 Subtotals 948 346 Total 1294 South Approach Note: Left-tum volumes include U-turns. U-turns in bold . E a s t A p p r 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 # 5/ 25 .. ,. 'till .. • .. .. • .. --.... • • .. .. - Carlsbad Boulevard at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South AEEr (NB} North Appr (SB) West AEEr {EB} East Appr (WB) 4:00PM to 5:00PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Con fig-(left) 2 1 I 1 1 urations 3 1 1 I 1 1 1 4 1 1 I I I 5 6 Outside 7 Free-flow Lane Settings 1 2 0 I 2 0 1 1 0 2 0 1 Capacity 1800 4000 0 1800 4000 0 1800 2000 0 3600 0 1800 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? y Efficiency Lost Factor 0.10 Hourly Volume 40 755 319 137 580 31 40 106 30 246 119 79 Adjusted Hourly Volume 40 1074 0 137 611 0 40 136 0 365 0 79 Utilization Factor 0.02 0.27 0.00 0.08 0.15 0.00 0.02 0.07 0.00 0.10 0.00 0.04 Critical Factors 0.27 0.08 0.07 0.10 ICU Ratio = 0.62 LOS= B ,.. ·~ Turning Movements at Intersection of: -Carlsbad Boulevard and Carlsbad Village Drive ... .. .. • • w -e s .. t • A p .. p • r .. .. .. > .. 0 .. .. .. .. Time : 4:00 PM to 5:00PM Date : 07/14/04 Day : Wednesday North Approach Name : Raul, Sherry, Fred Sub-31 Totals totals J 182 ___t 358 0 40 176 106 ____.. 30 .. ~ 40 8 Subtotals 864 Total 1978 South Approach 1629 748 7 580 137 ~ L. t North t r 755 319 1114 Carlsbad Boulevard 881 L_ 79 +----119 t 246 0 Total Subtotals Sub- totals 444 555 Totals 999 Carlsbad Village Drive Note : Left-tum volumes include U-tums. U-tums in bold . E a s t A p p r ... • • ... • ---- --• -• • • • 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 . :.._.~:.-'; · .•.. ,,;,~ .. : .... ; ......... ,,;,-. ····-.: .. ~--.· ... ' CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER2004 INTERSECTION ANALYSIS SUMMARY Intersection Number: 26 Intersection Location: Carlsbad Boulevard & Tamarack Avenue Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page2 Page3 RICK ENGINEERING COMPANY Transprmation Dit•isiml # 6/ 25 lJ llj llJ llj IJ II I I I I I I J I t ll j I j I J l I & a ~ RICK ENGINEERING TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Street : Carlsbad Boulevard F1W Street: Tamarack Avenue Count Date: 07/14/04 Day: Wednesday Weather : Sunny File : 2004 Int #26 2004 Int #26 Data Collected by : David, Judy Traffic Control : Signalized South Approach !NB) North Approach (SB) ·West Approach (EB) Endofl5 min. prd. 6:15AM 6:30AM 6:45AM 7:00AM 7:15AM 7:30AM 7:45AM • 8:00AM * 8:15AM * 8:30AM * 8:45AM 9:00AM Max. 15 min. Pk. Hr. Vol. 7:30-AM Peak 8:30AM Hour 3:45PM 4:00PM 4:15PM 4:30PM 4:45PM 5:00PM * 5:15PM * 5:30PM * 5:45PM * 6:00PM 6:15PM 6:30PM· Max.l5 min. Pk. Hr. Vol. 4:45PM Peak 5:45PM Hour Left 4 6 3 2 0 4 3 8 7 7 9 7 9 25 9 18 13 15 14 9 18 13 19 10 21 25 25 59 U-Tm Thru Right Peds Left U-Tm Thru 0 16 2 0 0 19 2 1 0 27 7 1 0 34 8 1 0 34 5 3 0 34 7 0 0 49 11 4 0 54 10 1 2 54 9 1 0 77 6 2 3 68 14 0 0 71 14 0 3 77 14 4 2 234 36· 8 IntersectlO(l Traffic tn Pk. Hr. Intersection Pdstrns in Pk. Hr. I 172 51 6 0 210 39 1 0 244 42 0 2 245 58 2 4 226 34 4 I 254 54 4 1 260 66 0 I 276 65 2 I 254 65 3 1 268 60 5 4 210 55 4 2 185 32 2 4 276 66 6 4 1044 250 9 5 3 9 3 0 7 15 7 4 10 9 13 15 36 24 32 29 23 28 21 16 22 29 17 21 30 32 88 0 O• 0 0 0 0 0 0 0 0 0 0 0 0 1651 114 0 1 0 0 0 0 0 0 0 0 0 0 l 0 IntersectiOn Traffic m Pk. Hr. = 2494 Intersection Pdstms in Pk. Hr. = 176 67 121 202 210 203 206 232 225 128 164 125 132 232 849 163 139 107 125 158 151 124 139 115 102 103 134 163 529 Right Peds Left U-Tm Thru Right Peds 5 14 I 0 3 4 0 5 12 3 0 I 7 0 8· 20 2 0 3 4 0 4 29 1 0 3 6 0 3 10 4 0 2 2 0 7 16 3 0 6 3 0 8 20 2 0 3 5 0 9 16 7 0 1 5 0 11 15 4 0 6 4 0 9 29 4 0 6 16 0 9 19 4 0 6 6 0 lO 28 5 0 16 6 0 12 29 7 0 16 16 0 38 80 17 0 16 30 0 Peak Hr. Factor 0.92 3 l3 10 0 14 17 0 21 l3 14 0 12 8 0 11 9 10 ·o 9 16 0 21 II 12 0 12 8 0 18 20 14 0 6 17 0 37 18 9 0 10 12 0 29 29 15 0 4 14 0 15 27 15 0 9 14 0 19 26 14 0 12 18 0 14 23 12 0 19 11 0 23 60 15 0 13 13 0 19 45 19 0 12 II 0 37 60 19 0 19 18 0 100 100 53 0 35 58 0 Peak Hr. Factor 0.98 East A~~roacb <WB} Left U-Trn Thru Right 18 0 (;. 8 28 0 4 5 36 0 3 13 46 0 .2 9 44 0 5 10 43 0 5 12 62 0 5 12 74 0 9 16 84 0 15 20 45 0 10 16 36 0 12 11 37 0 7 19 84 0 15 20 265 0 39 64 27 0 9 19 31 0 5 18 40 0 10 17 36 0 5 20 35 1 7 28 38 0 8 23 35 0 9 . 21 30 0 10 26 47 0 5 22 28 0 10 22 36 0 11 24 . 21 I 17 17 47 I 17 28 150 0 32 92 • Page 1 of3 15 min Total Peds Vehicles Peds 0 139 14 3 204 16 4 317 25 9 328 39 6 312 19 5 337 21 9 407 33 7 425 24 5 449 21 5 370 36 0 312 19 7 337 35 9 449 39 26 1651 114 16 519 35 15 548 29 11 548 20 ll 582 24 11 590 35 25 627 47 10 612 39 22 635 51 10 620 39 10 574 38 18 549 82 19 525 66 25 635 82 67 2494 176 -1' I N ():) I 0 Ul (o> N Ol 1J s: 0 --1 -< 0 1l 0 )> JJ r (j) UJ )> 0 .. --J Ol 0 Ol 0 N ()) Ul Ol N N (11 .. • .. 1111111 .... .. -• ... .. --... --• ... .. ... ... ·~ ... .... ... .. -.. ... .. ... .. ·• .. • ··0 • .. • • 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 # 8/ 25 Carlsbad Boulevard at Tamarack Avenue Lane Configuration for Intersection Capa9ity Utilization Page 2 of3 Pk. Hr. Time Period : South AEEr (NB} 7:30AM to 8:30AM Left Thru Right Lane Inside 1 Config.: (left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow Lane Settings 1 2 Capacity 1800 4000 Are the North/South phases split (Y M)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 27 234 Adjusted Hourly Volume 27 270 Utilization Factor 0.02 0.07 Critical Factors 0.02 1 0 0 N y 36 0 0.00 ICU Ratio = 0.50 LOS= Turning Movements at Intersection of: w e s t A p p r Time : 7:30AM to 8:30AM Date : 07/14/04 Day: Wednesday Name : David, Judy Sub- Totals totals 102 165 63 0 Subtotals Total 17 16 30 North Appr (SB_l WestAEEr (EB} East A_ppr (WB) Left Thru Right Left Thru Right Left Thru Right 1 1 1 1 1 1 1 1 1 I I 2 0 0 1 1 1 1 0 1800 4000 0 0 2000 1800 1800 2000 0 36 849 38 17 16 30 265 39 64 36 849 0 0 33 30 265 103 0 0.02 0.21 0.00 0.00 0.02 0.02 0.15 0.05 0.00 0.21 0.02 0.15 A Carlsbad Boulevard and Tamarack Avenue North Approach 923 38 849 J ~ _t ___.. t • North ~ t 27 234 2 1146 297 1443 South Approach 1238 0 36 ~ i 36 Carlsbad Boulevard 315 L_ 64 ...._ 39 r 265 0 Total Subtotals Sub· totals 368 88 Tamarack A venue Totals 456 Note : Left-tum volumes include U-tums. U-tums in bold . E a s t A p p 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 # 9/ 25 - Carlsbad Boulevard at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of3 .... .~ --- -.. Pk. Hr. Time Period : South AEEr (NB} 4:45PM to 5:45PM Left Thru Right Lane Inside 1 Config-(left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow Lane Settings I 2 Capacity 1 800 4000 Are the North/South phases split (YIN)? Are the EastJW est phases split (Y /N)? Efficiency Lost Factor 0.10 Hourly Volume 63 Adjusted Hourly Volume 63 Utilization Factor 0.04 Critical Factors ICU Ratio = 0.59 1044 1294 0.32 0.32 I 0 0 N y 250 0 0.00 LOS= 111111 ~ Turning Movements at Intersection of: .. w e s t A p p • Time : 4:45 PM to 5:45PM Date: 07/14/04 Day : Wednesday Name : David, Judy Sub- Totals totals 191 337 146 0 Subtotals Total 53 35 58 North Appr (SB) West AEEr (EB} East AEQT (WB) Left Thru Right Left Thru Right Left Thru ~ 1 1 1 1 1 I 1 1 1 1 1 2 0 0 I 1 I 1 0 1800 4000 {) 0 2000 1800 1800 2000 0 88 529 100 53 35 58 150 32 92 88 529 0 0 88 58 150 I24 0 0.05 0.13 0.00 0.00 0.04 0.03 0.08 0.06 . 0.00 0.05 0.04 0.08 A Carlsbad Boulevard and Tamarack Avenue North Approach 717 100 529 J ~ _j _____.. t • North ~ t 63 1044 4 741 1357 2098 South Approach 1906 0 88 ~ r 250 Carlsbad Boulevard 1189 L_ 92 ...__ 32 ~ 150 0 Total Subtotals Sub- totals --- 274 373 Tamarack Avenue Totals 647 Note : Left-tum volumes include U-tums. U-tums in bold. E a s t A p p r - • • -• -• - -------- - -• .. • 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER2004 INTERSECTION ANALYSIS SUMMARY Intersection Number: 34 Intersection Locatio~: Carlsbad Village Drive & State Street Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page2 Page3 RICK ENGINEERING COMPANY 1i·ansportation Division # 10/ 25 lJ &J &J lJ ll lJ li I II IJ 1• II 1• It lJ lt ., lJ lJ (_) \1 • RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Street : State Street Count Date: 07/13/04 E/W Street: CarJsbad Village Drive Day : Tuesday Weather: Sunny File : 2004 lnt #34 2004 lnt #34 Data CoJJected by ; Opal, Marie, Carolina Traffic Control : Signalized South Approach (NB) North Approach (SB) VVestApproach (EB) East A~~ roach (W~} End of 15 min. prd. 6:15AM 6:30AM 6:45AM 7:00AM 7:15AM 7:30AM 7:45AM 8:00AM 8:15AM * 8:30AM * 8:45AM * 9:00AM * Max. I5 min. Pk. Hr. Vol. 8:00 AM Peak 9:00AM Hour 3:45PM 4:00PM 4:15PM 4:30PM * 4:45PM * 5:00PM * 5:15PM * 5:30PM 5:45PM 6:00PM 6:15PM 6:30PM Max. 15 min. Pk. Hr. Vol. 4:15PM Peak 5:15PM Hour Left 3 4 6 4 12 3 5 II 4 7 8 II 12 30 10 10 15 6 13 9 II 12 6 4 7 7 15 39 U-Tm Thru Right Peds 0 1 0 0 0 2 0 0 0 5 0 I 0 5 0 0 0 3 I 2 0 8 2 0 0 12 I 0 0 4 I 0 0 6 0 0 0 9 2 1 0 5 0 I 0 9 2 I 0 12 2 2 0 29 4 3 Intersection Traffic m Pk. Hr. Intersection Pdstms in Pk. Hr. 0 10 6 0 0 9 5 7 0 6 4 4 0 6 5 11 0 I4 7 1 0 18 5 2 0 22 6 9 0 11 3 14 0 13 II 3 0 15 7 30 0 7 6 4 0 9 6 I 0 22 II 30 0 60 23 23 Left 7 6 6 6 8 7 18 12 13 9 11 8 18 41 26 23 18 16 22 19 28 23 20 39 I4 25 39 85 U-Tm 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 860 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IntersectiOn Traffic m Pk. Hr. -1511 Intersection Pdstms in Pk. Hr. 180 Thru 6 5 3 2 3 9 IO 23 6 8 18 8 23 40 13 18 17 14 13 15 1I 22 13 14 7 17 22 53 Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right 6 2 . I 0 16 2 3 1 0 36 11 2 I I· 0 27 0 0 0 0 43 8 7 0 I 0 27 l I 0 0 58 12 3 0 0 0 44 0 1 3 0 64 13 8 3 4 0 4I 6 0 3 0 69 22 9 I 3 0 38 3 I 4 0 67 9 3 1 3 .0 45 7 2 5 0 77 16 6 0 2 0 61 4 5 I 0 62 18 5 1 3 0 70 6 1 0 0 91 10 3 I 4 0 61 7 4 3 0 78 7 2 2 5 0 51 4 4 3 0 98 9 3 0 7 0 74 3 5 4 0 87 18 9 3 7 0 74 7 5 5 0 98 22 13 4 19 0 256 20 I4 IO 0 354 44 Peak Hr. Factor 0.92 10 0 13 0 118 10 12 3 0 113 15 17 6 16 0 144 8 6 8 0 106. 15 12 14 11 0 127 15 18 8 0 98 11 8 6 I8 0 150 12 29 11 0 103 18 7 5 14 0 136 8 7 9 0 102 23 8 9 19 0 130 8 9 6 0 110 14 4 22 12 0 158 10 12 3 0 133 17 8 2 8 0 113 10 25 6 0 113 11 II 16 17 0 129 6 21 8 0 125 15 7 4 12 0 134 5 14 9 0 101 15 12 7 15 0 130 2 ·16 4 0 •106 I4 8 26 5 0 134' 5 19 2 0 126 21 17 26 19 .o 158 15 29 11 0 133 23 27 42 63 0 574 38 57 29 0 448 72 Peak Hr. Factor 0.9I Page I of3 15 min Total Peds Vehicles Peds 2 90 7 1 98 2 2 126 4 3 144 4 2 180 7 1 162 3 2 202 5 3 205 8 3 214 5 4 198 10 0 214 7 0 234 6 4 234 10 7 860 28 5 347 I7 7 379 26 11 342 47 IO 367 56 13 368 26 20 361 '40 15 415 58 11 340 52 5 374 45 II 362 59 15 324 42 15 365 61 20 415 61 . 58 1511 180 .p. I 1\) ()> I 0 (11 (>) 1\) 0) 1J ;:: 0 --1 -< 0 11 0 )> JJ r (/) ro )> 0 --.1 0) 0 Ol 0 1\) OJ (11 0) N ""' ... '1111 •• '1111 • .. • .. .. 'IIIII • 'IIIII .. --.. .. .. ~ .. .. • .. • .. .. • .. .. • .. .. .. ··-·. -~ .. .. .. .. 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 # 12/ 25 State Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South AEEr (NB} 8:00AM to 9:00AM Left Thru Right Lane Inside 1 Con fig-(left) 2 1 I 1 urations 3 4 5 6 Outside 7 Free-flow Lane Settings 0 1 ·0 Capacity 0 2000 0 Are the North/South phases split lf/N)? N Are the East/West phases split lf!N)? N Efficiency Lost Factor 0.10 Hourly Volume 30 29 4 Adjusted Hourly Volume 0 63 0 Utilization Factor 0.00 0.03 . 0.00 Critical Factors 0.00 ICU Ratio= 0.26 LOS= Turning Movements at Intersection of : Time : 8:00 AM to 9:00AM Date: 07/13/04 Day : Tuesday Name : Opal, Marie, Carolina Sub- To~ totals w e 397 s 692 0 19 t 295 256 20 A p p r Subtotals Total North Aoor (SB) West Aoor (EB) East AEEr {WB} Left Thru Right Left 1 1 1 1 0 1 0 1 0 2000 0 1800 41 40 13 19 0 94 0 19 0.00 0.05 0.00 0.01 0.05 0.01 A State Street North Approach 186 94 0 13 40 41 j + ~ _j --+ t -----. North I t I 30 29 4 0 70 63 133 South Approach Thru Right Left Thru ~ 1 1 1 1 1 1 1 2 0 1 2 0 4000 0 1800 4000 0 256 20 10 354 44 276 0 10 398 0 0.07 0.00 0.01 0.10 0.00 0.10 and Carlsbad Village Drive State Street 92 t__ 44 +-354 .---10 Total Subtotals ·Sub- totals Totals 408 0 709 301 Carlsbad Village Drive Note : Left-tum volumes include U-tums. U-tums in bold . E a S. t A p p r 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 # 13/ 25 ... • .. .. - State Street at Carlsbad Village Drive 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) 4:15PM to 5:15PM Lane Config- urations Inside (left) Outside Free-flow Lane Settings Capacity I 2 3 4 5 6 7 0 0 2000 Are the North/South phases split (YIN)?_ Are the East/West phases split Cf IN)? Efficiency Lost Factor 0.10 Hourly Volume 39 60 Adjusted Hourly Volume 0 122 Utilization Factor 0.00 0.06 Critical Factors 0.00 ICU Ratio = 0.35 1 0 0 1 0 0 2000 N N 23 85 53 0 0 165 0.00 0.00 0.08 0.08 LOS= ·A 1 1 0 1 2 0 1 2 0 0 1800 4000 0 1800 4000 0 27 63 574 38 29 448 72 0 63 612 0 29 520 0 0.00 0.04 0.15 0.00 0.02 0.13 0.00 0.15 0.02 • ~ Turning Movements at Intersection of: .. State Street and Carlsbad Village Drive .. Time: 4:15PM to 5:15PM • Date: 07/13/04 Day.: Tuesday .. Name : Opal, Marie, Carolina ... Sub- • To~ totals w ... e 514 s 1189 0 63 .. t 675 574 38 .. A p • p .. r • Subtotals • Total !IIIII .--.. ·~ • .. • North Approach 165 27 53 J ~ _j _____.. t • North ~ t 39 60 0 120 122 242 South Approach State Street 360 195 0 85 ~ L_ 72 +--448 r 29 r 23 Total Subtotals Sub- totals Totals 549 0 1231 682 Carlsbad Village Drive Note : Left-tum volumes include U-turns. U-tums in bold . E a s t A p p r • • • • IIIII • .. .. • .. .. • • 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 ..:....-:.·-~~ .... ·-· .•. ~: __ . .:.___:.. .•. :.:.:_.:__, .: . .:: ·-··· ......•• __ : -··· ..... :.._.:... .··! CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER2004 INTERSECTION ANALYSIS SUMMARY Intersection Number: 35 Intersection Location: Carlsbad Village Drive & Harding Street Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page2 Page3 RICK ENGINEERING COMPANY Transporcation Didsion # 14/ 25 I. I a. J a • a • .... a • I J I I I I I I i • i j l • I i ~ RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street : Harding Street Count Date: 07/13/04 FJW Street: Carlsbad Village Drive Day : Tuesday Weather : Sunny File : 2004 Int #35 Data Collected by : Luis, Fred Traffic Control : Signalized South Approach j_NB) North Approach (SB) West Approach (EB) End of15 min. prd. 6:15AM 6:30AM 6:45AM 7:00AM 7:15AM 7:30AM 7:45AM 8:00AM 8:15AM * 8:30AM * 8:45AM * 9:00AM * Max.15min. Pk.Hr. Vol. 8:00AM Peak 9:00AM Hour 3:45PM 4:00PM 4:15PM 4:30PM 4:45PM * 5:00PM * 5:15PM * 5:30PM * 5:45PM 6:00PM 6:I5 PM 6:30PM Max.15 min. Pk. Hr. Vol. 4:30PM Peak 5:30PM Hour Left 4 1 2 2 3 4 5 6 3 4 8 5 8 20 7 9 9 6 II 5 11 1 9 13 4 9 13 34 U-Tm Thru Right Peds Left U-Trn 0 4 7 1 20 0 0 2 15 0 17 0 0 7 g 4 19 0 0 8 15 2 19 0 0 9 13 3 31 0 0 6 19 3 27 0 0 8 24 2 26 0 0 20 29 2 21 0 0 17 24 2 21 0 0 19 25 1 29 0 0 II 16 4 27 0 0 13 16 1 30 0 0 20 29 4 31 0 0 60 81 8 107 0 IntersectiOn Traffic m Pk. Hr. -1566 Intersection Pdstrns in Pk. Hr. 27 0 15 22 l 32 0 0 16 33 2 33 0 0 21 22 2 47 0 0 27 20 3 32 0 0 20 21 2 55 0 0 26 27 9 36 0 0 34 27 5 49 0 0 22 25 12 56 0 0 16 26 l 49 0 0 13 13 3 44 0 0 15 32 3 38 0 0 23 23 IO 49 0 0 34 33 12 56 0 0 102 100 28 196 0 Intersection Traffic m Pk. Hr. -2331 Intersection Pdstrns in Pk. Hr. 7l Thru Rig!lt Peds Left U-Trn Thru Right Peds 1 3 0 I I 40 0 1 2 0 0 2 0 50 2 2 1 2 0 1 0 60 3 1 2 3 0 3 0 56 2 2 2 2 1 3 I 80 1 0 4 3 0 3 0 80 2 1 7 1 1 2 0 92 6 4 10 2 2 3 0 llO 10 0 8 3 0 4 0 93 9 4 4 4 1 3 0 106 4 3 3 2 0 3 I 104 3 .3 6 6 0 5 0 120 6 7 10 6 2 5 I 120 10 7 21 15 1 15 1 423 22 17 Peak Hr. Factor 0.89 11 3 0 5 4 200 9 0 1 7 0 1 0 223 13 5 8 5 0 4 0 219 l3 0 11 6 1 7 4 191 5 2 4 3 0 2 I 223 13 7 16 2 2 6 0 232 4 l3 15 2 0 1 1 241 12 4· I2 2 I 5 I 183 3 5 11 1 0 6 1 2IO 5 4 11 3 0 1 2 204 11 4 11 1 2 7 0 207 11 l 12 4 0 5 0 188 10 5 16 1 2 7 4 241 13 13 47 9 3 20 3 879 32 29 Peak Hr. Factor 0.92 East AJ!(!roach (WB} Left U-Trn Thru Right 6 2 52 4 9 8 44 1 5 7 70 4 14 7 81 7 8 6 100 12 13 8 96 13 15 7 112 13 31 13 123 17 26 12 137 12 24 6 136 24 16 7 141 29 28 17 153 33 31 17 153 33 94 42 567 98 19 4 175 23 18 13 177 36 18 15 142 22 24 8 I60 28 23 10 164 16 14 10 178 29 21 14 170 29 22 6 174 29 21 5 164 27 22 11 148 24 24 9 111 27 22 13 148 22 24 15 178 36 80 40 686 103 . ' . . .. . •• Page I of3 15min Total Peds Vehicles Peds 1 145 3 0 153 2 0 189 5 1 219 5 0 271 4 2 278 6 0 318 7 1 395 5 0 369 6 0 388 5 0 371 7 I 438 9 2 438 9 1 1566 27 l 529 2 1 586 8 1 545 3 I 529 7 3 566 12 2 585 26 3 633 12 3 547 21 2 551 7. 5 526 12 1 557 1 3 528 18 5 633 26 11 2331 71 i i l>-1 N (I) I 0 Ul w N Ol 1J s: .. 0 -l -< 0 11 0 )> D I (f) .()) )> 0 .. -J Ol 0 Ol 0 N (I) Ul Ol N (Jl " N (Jl 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 # 16/ 25 Harding Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page2 of3 .. • .. • Pk. Hr. Time Period : South AE2r (NB} 8:00AM to . 9:00AM Left .Thru ~ Lane Inside . 1 Conflg-(left) 2 1 1 u.rations 3 4 5 6 Outside 7 Free-flow Lane Settings 0 1 Capacity 0 2000 Are the North/South phases split (YIN)? Are the East/West phases split (yiN)? Efficiency Lost Factor 0.10 Hourly Volume 20 60 Adjusted Hourly Volume 0 161 Utilization Factor 0.00 0.08 Critical Factors 0.08 rcu Ratio = 0.37 1 0 0 N N 81 0 0.00 LOS= • ~ Tu~ing Movements at Intersection of: --Time: 8:00AM to 9:00AM -Date: 07/13/04 Day : Tuesday -Name : Luis, Fred -Sub--To~ totals w -e 603 s 1064 1 16 "'IIII 461 423 22 1111 A p .. p .. r .. Subtotals • Total .. .. ~ .. iilllll .. North Appr (SB) West AEEr (EB} EastAEEr !WB2 Left Thru Right ~ Thru Right Left Thru ~ 1 1 1 1 1 1 1 1 1 1 1 0 1 0 1 2 0 1 2 0 0 2000 0 1800 4000 0 1800 4000 0 107 21 15 16 423 22 136 567 98 0 . 143 0 16 445 0 136 665 0 0.00 0.07 0.00 0.01 0.11 0.00 0.08 0.17 0.00 0.00 0.11 0.08 A Harding Street and Carlsbad Village Drive North Approach 316 143 0 15 21 107 J + ~ _t ~ t· ~ North ~ t r 20 '60 81 0 137 161 298 South Approach Harding Street 173 L_ 98 -+----567 .---136 Total Subtotals Sub- totals Totals 801 42 1454 653 Carlsbad Village Drive Note : Left-tum volumes include U-tums. U-tums in bold . E a s A p p r ... • •• ... .. .. • .. .. .. .. .. .. .. • .. ~ .. -----• -• .. .. -• ... -~ • • 1111 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 # 17/ 25 Harding Street at Carlsbad Village Drive Lane· Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) 4:30PM to 5:30PM Lane Config- urations Inside (left) 1 2 1 3 4 5 6 Outside 7 Free-flow Lane Settings 0 Capacity 0 2000 Are the North/South phases split ('UN)? Are the East/West phases split (YIN)? Efficiency Lost Factor O.lO Hourly Volume 34 102 Adjusted Hourly Volume 0 236 Utilization Factor 0.00 0.12 Critical Factors 0.00 ICU Ratio 0.53 Turning Movements at Intersection of: Time: 4:30PM to 5:30PM Date: 07113/04 w e s t A p p r Day : Tuesday Name : Luis, Fred Sub- ToE!!!._ totals 732 1666 934 3 0 0 N N 100 0 0.00 LOS= 23 879 32 Subtotals Total North Apor (SB) West Appr (EB) East Appr (WB) 0 1 0 0 2000 0 1800 196 47 9 23 0 252 0 23 0.00 0.13 0.00 0.01 0.13 A Harding Street North Approach 477 252 () 9 47 196 J t ~ _j ~ t t North ~ t ~ 34 102 100 0 159 236 395 South Approach 1 1 1 2 0 1 2 0 4000 0 1800 4000 0 879 32 120 686 103 911 0 120 789 0 0.23 0.00 0.07 0.20 0.00 0.23 0.07 and Carlsbad Village Drive Harding Street 225 t_ 103 +--686 r 120 40 Total Subtotals Sub- totals 909 1215 Totals 2124 Carlsbad Village Drive Note : Left-tum volumes include U-turns. U-tums in bold . E a s t A p p r • .. • ill ill .. • • • .. .. • • • • 4-28-05; 3:26PM;CJTY OF CARLSBAD ;760 602 8562 CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER2004 INTERSECTION ANALYSIS SUMMARY Intersection Number: 45 Intersection Location: I-S/Carlsbad Village Drive Southbound Ramp Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Pagel Page2 Page3 RICK ENGINEERING COMPANY Transportation Dit•isimt # 18/ 25 li IJ IJ It II ll IJ II (_) II II IJ II I.J lj It lt II t• ll ~ • RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS City: Carlsbad· Intersection of: N/S Street : l-5 Southbound ~ps Count Date: 07113/04 · FJW Street : Carlsbad Village Drive Day : Tuesday Weather: Sunny File : 2004 lnt #45 Data Collected by: David, Judy Traffic Control : Signalized South A_pproach (NB}_ . North Approach (SB) VVestApproach(EB) End ofl5 min. prd. 6:15AM 6:30AM 6:45AM 7:00AM 7:15AM 7:30AM 7:45AM 8:00AM 8:15AM * 8:30AM * 8:45AM * 9:00AM * Max. 15 min. Pk. Hr. Vol. 8:00AM Peak 9:00AM Hour 3:45PM 4:00PM 4:15PM 4:30PM 4:45PM * 5:00PM * 5:15PM * 5:30PM * 5:45PM 6:00PM 6:15PM 6:30PM Max. 15 min. Pk. Hr. Vol. 4:30PM Peak 5:30PM Hour Left 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U-Trn Thru Right Peds Left U-Tm Thru 0 0 0 .o I 0 0 0 0 0 0 IO 0 0 0 0 0 0 12 0 0 0 0 0 0 10 0 0 0 0 0 0 14 0 0 0 0 0 0 14 0 0 0 0 0 0 16 0 0 0 0 0 0 20 0 1 0 0 0 0 22 0 0 0 0 0 0 25 0 1 0 0 0 0 18 0 0 0 0 0 0 19 0 0 0 0 0 0 25 0 1 0 0 0 0 84 0 I IntersectiOn Traffic m Pk. Hr. -1809 Intersection Pdstrns in Pk. Hr. 15 0 0 0 0 40 0 0 0 0 0 0 25 0 0 ·o 0 0. 0 23 0 0 0 0 0 0 39 0 0 0 0 0 0 37 0 0 0 0 0 0 38 0 0 0 0 0 0 36 0 0 0 0 0 0 34 0 1 0 0 0 0 24 0 1 0 0 0 0 26 0 0 0 0 0 0 30 0 0 0 0 0 0 28 0 0 0 0 0 0 40 0 1 0 0 0 0 145 0 1 IntersectiOn Traffic m Pk. Hr. == 2610 Intersection Pdstrns in Pk. Hr. 33 Right Peds Left U-Tm Thru Ri~ht Peds 22 0 0 0 40 36 3 30 0 0 0 60 46 0 28 0 0 0 49 44 1 31 0 0 0 77 35 1 40 0 0 0 77 59 I 46 0 0 0 84 62 I 38 0 0 0 97 49 1 48 0 0 0 108 58 0 59 0 0 0 102 47 1 52 0 0 0 ll6 66 1 68 0 0 0 97 52 5 60· 0 0 0 109 55 2 68 0 0 0 116 66 5 239 0 0 0 424 220 9 Peak Hr. Factor 0.97 81 0 0 0 181 69 1 98 0 0 0 225 93 5 87 0 0 0 212 93 1 81 0 0 0 193 64 2 93 0 0 0 228 87 2 92 0 0 0 236 78 4 98 0 0 0 224 88 10 114 0 0 0 201 83 2 83 0 0 0 204 76 8 72 0 0 0 213 68 6 90 0 0 0 210 76 2 65 0 0 0 183 75 3 114 0 0 0 236 93 10 397 0 0 0 889 336 18 Peak Hr. Factor 0.97 Page I of3 East AJmroach (VVB) 15 min Total Left U-Trn Thru Ri~ht Peds Vehicles Peds 17 0 28 0 0 144 3 33 0 49 0 1 228 l 46 0 62 0 0 241 1 46 0 87 0 2 286 3 56 0 95 0 0 341 I 47 0 108 0 1 361 2 55 0 121 0 1 376 2 77 0 133 0 1 445 1 71 0 162 0 2 463 J· 47 0 160 0 2 467 3 43 0 150 0 0 428 5 37 0 171 0 2 451 4 77 0 171 0 2 467 5 198 0 643 .0 6 1809 15 62 0 164 0 2 597 3 23 0 170 0 17 634 22 32 0 149 0 1 596 2 51 0 188 0 0 616 2 38 0 150 0 2 633 4 29 0 190 0 5 663 9 57 0 171 0 3 674 13 47 0 160 0 5 640 7 35 0 159 0 0 582 8 24 0 150 0 2 553 8 37 0 181 0 0 624 2 46 0 177 0 1 574 4 62 0 190 0 17 674 22 171 0 671 0 15 2610 33 "'" I "' ()) I 0 (!1 ()J "' OJ lJ ;;: 0 -1 -< 0 11 0 p Il r ([) OJ p 0 .. -.j OJ 0 OJ 0 1\) ()) ()l OJ 1\) "01111 • ,... • ~· .. ''1111 .. ._ • .... • ... ... .. ... .. .. ~ ~ .. ... • .. • .. • "'IIII .. .... -.... • . ---.. ·~ ,,. • .. .. 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 1-5 Southbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page2 of3 Pk. Hr. Time Period : South AEEr (NB~ North Appr (SB) West Appr (EB) East Appr (WB) 8:00AM to 9:00AM Left Thru Right Left Thru Right ~ Thru Right Left Thru Right Lane Inside 1 Con fig-(left) 2 1 1 1 I urations 3 1 1 1 4 1 I I 5 6 Outside 7 Free-flow Lane SettingS 0 0 0 0 1 1 0 2 0 1 2 0 Capacity 0 0 0 0 2000 1800 0 4000 0 1800 4000 0 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 84 1 239 0 424 220 198 643 0 Adjusted Hourly Volume 0 0 0 0 85 239 0 644 0 198 643 0 Utilization Factor 0.00 o_oo 0.00 0.00 0.04 0.13 0.00 0.16 0.00 0.11 0.16 0.00 Critical Factors 0.00 0.13 0.16 0.11 ICU Ratio = 0.50 LOS= A Turning Movements at Intersection of: 1-5 Southbound Ramps and Carlsbad Village Drive Time : 8:00AM to 9:00AM North Approach 1-5 Southbound Ramps Date: 07113/04 Day : Tuesday 324 Total Name : David, Judy 324 0 Subtotals 0 Sub-239 1 84 Sub- To~ totals j t ~ totals w e 882 ___.t t__ s 1526 0 0 0 t 644 424 __.. t ...__ 643 84I 220 .. r 198 0 A North p 508 p ~ t r 1349 0 0 0 Carlsbad Village Drive 0 Subtotals 419 0 Total 419 # 20/ 25 E a s t A p p r South Approach Note: Left-tum volumes include U-tums. U-tums in bold. ---------------------·-·-.. ... • • .. -• -• ... - .. 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 # 21/ 25 1-5 Southbound Ramps at Carlsbad Village Drive· Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South A EEr (NB 2 · 4:30PM to 5:30PM Left Thru Right Lane Inside 1 Conflg-(left) 2 urations 3 4 5 6 Outside 7 Free-flow Lane Settings 0 0 Capacity 0 0 Are the North/South phases split (YIN)?· Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 0 0 Adjusted Hourly Volume 0 0 Utilization Factor 0.00 0.00 Critical Factors ICU Ratio = 0.73 Turning Movements at Intersection of: w e s A p p r Time: 4:30PM to 5:30PM Date: 07/13/04 Day : Tuesday Name : David, Judy Sub- To~ totals I068 2293 1225 0 0 0 N N 0 0 0.00 LOS= 0 889 336 Subtotals Total North Appr (SB) West AeEr {EB} East Ae2r {WB} Left Thru Right Left Thru Right Left Thru Right 1 I 1 I 1 1 1 1 1 1 0 1 I 0 2 0 I 2 0 0 2000 1800 0 4000 0 1800 4000 0 145 1 397 0 889 336 171 671 0 0 146 397 0 1225 0 171 .671 0 0.00 0.07 0.22 0.00 0.31 0.00 O.IO 0.17 0.00 0.22 0.31 0.10 c I-5 Southbound Ramps and Carlsbad Village Drive North Approach 543 543 0 397 1 145 J + ~ ~ --+ t ~ .North i t r 0 0 0 () 508 0 508 South Approach 1-5 Southbound Ramps 0 t_ 0 ~ 671 r 171 Total Subtotals Sub- totals ---E a s 842 t 0 1876 A 1034 p p r Carlsbad Village Drive Note : Left-tum volumes include U-tums. U-tums in bold. .. .. ... • IIIII • ~ • -• -.. ---.. -.. ... • • .. ... .. • .. .. IIIII .. .. .. . . • ... .. • .. ... .. 4-28-05; 3:26PM;CITY OF CA~LSBAD ;760 602 8562 CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER2004 INTERSECTION ANALYSIS SUMMARY Intersection Number: 46 Intersection Location: I-S/Carlsbad Village Drive Northbound Ramp Contents: Tum Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram . P.M. Peak Hour ICU Analysis and Turn Movement Diagram Pagel Page2 Page3 RICK ENGINEERING COMPANY TrCITlsportation Didsim1 # 22/ 25 t • ' &J lj lj II II I I J I J I J I I I I I. J &-. J ll. j L) ·\f RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Street : I-5 Northbound Ramps EIW Street : Carlsbad Village Drive Count Date: 07/13/04 Day : Tuesday Weather : Sunny File : 2004 Int #46 Data Collected by : Mike, Mike Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) End of 15 min. prd. 6:15AM 6:30AM· 6:45AM 7:00AM 7:15AM 7:30AM 7:45AM * 8:00AM * 8:15AM * 8:30AM * 8:45AM 9:00AM Max. 15 min. Pk. Hr. Vol. 7:30AM Peak 8:30AM Hour 3:45PM 4:00PM 4:15PM 4:30PM 4:45PM 5:00PM * 5:15PM * 5:30PM * 5:45PM * 6:00PM 6:15PM 6:30PM Max. 15 min. Pk. Hr. Vol. 4:45PM Peak 5:45PM Hour Left 17 16 27 23 27 31 46 69 58 71 77 74 77 244 69 77 29 56 84 69 58 43 67 56 55 98 98 237 U-Trn Thru Right Peds Left U-Trn 0 0 13 0 0 0 0 0 17 0 0 0 0 0 19 0 0 0 0 0 16 0 0 0 0 0 12 0 0 0 0 0 18 0 0 0 0 0 35 0 0 0 0 0 56 0 0 0 0 0 30 0 0 0 0 0 22 0 0 0 0 0 22 0 0 0 0 0 34 0 0 0 0 0 56 0 0 0 0 0 143 0 0 0 Intersection Traffic m Pk. Hr. -1599 Intersection Pdstrns in Pk. Hr. 8 0 0 64 0 0 0 0 0 38 0 0 0 0 0 33 0 0 0 0 0 38 0 0 0 0 5 61 0 0 0 0 51 49 0 0 0 0 1 42 0 0 0 0 0 42 0 0 0 0 0 66 0 0 0 0 0 70 2 0 0 0 0 67 0 0 0 0 l 63 0 0 0 0 51 70 2 0 0 0 52 199 0 0 0 Intersection Traffic m Pk. Hr. -2509 Intersection Pdstrns in Pk. Hr. 23 Thru Right Peds Left U-Trn Thru Right Peds 0 o· 0 32 0 19 0 4 0 0 0 42 0 25 0 0 0 0 0 42 0 25 0 2 0 0 0 51 0 49 0 0 0 0 0 48 0 38 0 I 0 0 0 48 0 46 0 I 0 0 0 60 0 59 0 1 0 0 0 66 0 69 0 2 0 0 0 74 0 57 0 0 0 0 0 70 0 60 0 0 0 0 0 51 0 65 0 0 0 0 0 52 0 69 0 2 0 0 0 74 0 69 0 4 0 0 0 270 0 245 0 3 Peak Hr. Factor 0.87 0 0 0 107 0 141 0 2 .o 0 0 Ill 0 167 0 6 0 0 0 106 0 147 0 0 0 0 0 102 0 160 0 7 0 0 0 102 0 156 0 2 0 0 0 141 0 186 0 0 0 0 0 138 0 198 0 11 0 0 0 112 0 203 0 1 0 0 0 130 0 166 0 3 0 0 0 115 0 195 0 6 0 0 0 107 0 171. 0 0 0 0 0 171 0 l64 0 2 0 0 0 171 0 203 0 11 0 0 0 521 0 753 0 15 Peak Hr. Factor 0.93 East A(!(!roach (WB} Left U-Tm Thru Right 0 0 69 25 0 0 76 30 0 0 95 38 0 0 110 13 0 0 127 23 0 0 120 35 0 0 149 33 0 0 152 45 0 0 143 28 0 0 115 32 0 0 104 34 0 0 121 25 0 0 152 45 0 0 559 138 0 0 143 27 0 0 134 36 0 0 150 38 0 0 183 23 0 0 110 32 0 0 150 31 0 0 168 42 0 0 144 39 0 0 130 43 0 0 117 41 0 0 144 48 0 0 114 46 0 0 183 48 0 0 592 155 ' ' I t ll J • Page I of3 15min Total Peds Vehicles Peds 0 175 4 1 206 1 1 246 3 2 262 2 0 275 I 2 298 3 2 382 3 I 457 3 1 390 I 1 370 I 0 353 0 2 375 4 2 457 4 5 1599 8 2 551 4 21 563 27 8 503 8 1 562 8 4 550 6 2 677 2 2 647 13 l 583 2 3 602 6 1 594 9 0 592 0 I 657 3 21 677 27 8 2509 23 I I .!> I 1\l ()) I 0 (Jl w 1\l m 1J s: () -l -< 0 11 () )> D r lj) ()) )> 0 .. ...J m 0 m 0 1\l ()) (Jl m 1\l 1\l .w ' 1\l (Jl -.. -• • -... .. • ... • .. .. ------... ~ • • • .. IIIII ... .. ... .. ... .. ... 1111 ... -~-·-.. ~ 'Ill .. ... Ill 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 # 24/ 25 1-5 Northbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South AJ2Er iliB} North Appr (SB) West AEEr {EB} East AJ2Er {WB} 7:30AM to 8:30AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 \ Config-(left) 2 1 1 1 urations 3 1 1 1 4 1 1 1 5 ' 6 Outside 7 Free-flow Lane Settings 0 1 1 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Are the North/South phases split (Y !N)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 Hourly Volume 244 0 143 0 0 0 270 245 0 0 559 138 Adjusted Hour:ly Volume 0 244 143 0 0 0 270 245 0 0 697 0 Utilization Factor 0.00 0.12 0.08 0.00 0.00 0.00 0.15 0.06 0.00 0.00 0.17 0.00 Critical Factors 0.12 0.00 0.15 0.17 lCURatio = 0.54 LOS= A Turning Movements at Intersection of: 1-5 Northbound Ramps and Carlsbad Village Drive Time: 7:30AM to 8:30AM North Approach 1-5 Northbound Ramps Date: 07/13/04 Day : Tuesday 408 Total Name : Mike, Mike 0 408 Subtotals 0 Sub-0 0 0 Sub- To~ totals J ~ L. totals Totals w e 803 __t t__ s 1318 0 270 138 t 515 245 __.. t ~ 559 697 0 t r 0 0 1085 A North p 388 p ~ t r r 244 0 143 Carlsbad Village Drive 0 Subtotals 0 387 Total 387 South Approach Note: Left-tum volumes include U-tums. U-ttirns ih bold. E a s t A p p r • .. .. • .. -- • ... .. - • • -• -• .... .. .... .. • iii .. _ ..... , -~ ... • ... 4-28-05; 3:26PM;CITY OF CARLSBAD ;760 602 8562 # 25/ 25 I-? Northbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period: South AEEr (!::!:B2 North Aoor (SB) West AEEr {EB} East AEQT (WB} 4:45PM to 5:45PM Left Thru Right Left Thru ~ Left Thru Right Left Thru Right Lane Inside 1 Config-(left) 2 1 l 1 urations 3 1 1 I 4 1 1 I 5 6 Outside 7 Free-flow Lane Settings 0 1 1 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 Hourly Volume 237 52 199 0 0 0 521 753 0 0 592 155 Adjusted Hourly Volume 0 289 199 0 0 0 521 753 0 0 747 0 Utilization Factor 0.00 0.14 0.11 0.00 0.00 0.00 0.29 0.19 0.00 0.00 0 .. 19 0.00 Critical Factors 0.14 0.00 0.29 0.19 ICU Ratio = 0.72 LOS= C Turning Movements at Intersection of: 1-5 Northbound Ramps and Carlsbad Village Drive Time : 4:45 PM to 5:45PM North Approach I-5 Northbound Ramps Date: 07/13/04 Day : Tuesday 728 Total Name : Mike, Mike 0 728 Subtotals 0 Sub-0 0 0 Sub- w To~ totals J ~ L. totals Totals e s t A 829 _t L_ 2103 0 521 155 1274 753 ___.. t -+-592 747 0 ----. .----0 0 1699 North p p r 952 I t· r 237 52 199 Carlsbad Village Drive 0 Subtotals 0 488 Total 488 South Approach Note: Left-turn volumes include U-tums. U-turns in bold . E a s t A p p r .. -• .. • - -.. IIIII IIIII .. .. LINSCOTI, lAW & GREENSPAN, engineers APPENDIX 8 CUMULATIVE PROJECTS TRAFFIC ASSIGNMENT LLG Ref. 3-04-1497 Carlsbad Hampton Inn "1:\1~97\Rrj>ort\Appendix C'o.-er 1497.tloc - - - .... • • • • • • NOTES: -ADT shown midblock -AM/PM Peak hour volumes are shown at the intersections REV. 11/18/04 LLG1497 FIGJ-2.DWG LINSCOTT LAW & GREENSPAN engineers - NO SCALE C,_o N\0 _lo.~_j \{J(_ --TRAFFIC VOLUMES AM/PM PEAK HOURS & ACTs - - • • -• • • • • .. • .. .. NOTES: -AOT shown midblock -AM/PM Peak hour volumes are shown at the intersections REV. 11/18/04 LLG1497 FIG3-2.DWG LINSCOTT lAW & GREENSPAN engineers )() 5 NO SCALE C.Urn'-)\~c Yell::f~S AM/PM PEAK HOURS & ADTs - ... - ... -.. -- • .. .. .. LINSCOTI, LAW & GREENSPAN, engineers APPENDIX C INTERSECTION ANALYSIS WORKSHEETS ·EXISTING LLG Ref. 3-04-1497 Carlsbad Hampton Inn N:\1497\Rcport\App~ndix. Co,·er 1497Aioc I I • • • • I J • • • I I I I I I I J • • ll • l • I I ll • • • • ' Carlsbad Hampton Inn 1497 1: Carlsbad Village Drive & Carlsbad Blvd Carlsbad Hampton Inn 1497 2: Carlsbad Village Drive & State St 5/6/2005 ExAM 5/6/2005 ExAM .,J -t ., -'-"" t r ~ + ../ .,J -t ., -' "" t r \. + .I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations "'I ft 'I 4' ., %i tft 'I tft Lane Configurations 'I tft 'I tft 4> 4> Volume (vph) 16 34 13 191 34 64 21 229 96 40 737 4 Volume (vph) 19 256 20 10 354 44 30 29 4 41 40 13 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Pedestrians Ped Button Ped Button Pedestrian Timing (s) Pedestrian Timing (s) Free Righi No No No No Free Right No No No No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr C~cle Lenalh {s) 120 Refr c~e Lenalh {s) 120 Adjusted Volume (vph) 17 37 14 208 37 70 23 249 104 43 801 4 Adjusted Volume (vph) 21 278 22 11 385 46 33 32 4 45 43 14 Volume Combined (vph) 17 51 0 0 245 70 23 353 0 43 605 0 Volume Combined (vph) 21 300 0 11 433 0 0 66 0 0 102 0 Lane UU!ization Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Lane Utilization Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Factor (vph) 0.95 0.96 0.85 0.95 0.96 0.65 0.95 0.96 0.65 0.95 1.00 0.65 Turning Factor (vph) 0.95 0.99 0.85 0.95 0.98 0.85 0.95 0.97 0.85 0.95 0.96 0.85 Saturated Flow (vph) 1805 1821 0 0 3639 1615 1805 3457 0 1805 3615 0 Saturated Flow (vph) 1605 3578 0 1805 3556 0 0 1837 0 0 1820 0 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ped Inti Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Inti Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Freguenc~ {%) 0.00 0.00 0.00 0.00 Pedestrian Freguenc~ {%) 0.00 0.00 0.00 0.00 Protected Option Allowed No No Yes Yes Protected Option Allowed Yes Yes No No Reference Time (s) 0.0 5.2 1.5 12.3 0.0 2.9 26.7 0.0 Reference Time (&) 1.4 10.1 0.0 0.7 14.6 0.0 0.0 0.0 Adj Reference Time !•l 0.0 9.2 8.0 16.3 0.0 8.0 30.7 0.0 Adj Reference Time !•l 8.0 14.1 0.0 6.0 18.6 0.0 0.0 0.0 Permitted Option Allowed Yes Yes Yes Yes Permitted Option Allowed Yes Yes Yes Yes Adj Saturation A (vph) 1621 NA 3457 3615 Adj Saturation A (vph) 3578 3558 852 471 Reference Time A (s) 3.4 NA 12.3 26.7 Reference Time A (s) 10.1 14.6 5.1 14.7 Adj Saturation B (vph 0 1821 0 0 NA NA NA NA Adj Saturation B (vph NA NA NA NA 0 0 0 0 Reference Time B (s) 9.2 3.4 14.9 16.1 NA NA NA NA Reference Time B (s) NA NA NA NA 10.2 12.5 11.0 14.7 Reference Time (s) 3.4 16.1 12.3 26.7 Reference Time (s) 10.1 14.6 5.1 14.7 Adj Reference Time {s) 6.0 20.1 16.3 30.7 Adj Reference Time {s) 14.1 18.6 9.1 18.7 Split Option SplltOpUOn RefTime Combined (s) 1.2 3.4 0.0 8.1 1.5 12.3 2.9 26.7 Ref Time Combined (s) 1.4 10.1 0.7 14.6 0.0 4.5 0.0 6.7 Ref Time Seperale (s) 1.2 2.4 6.9 2.3 1.5 8.6 2.9 26.6 Ref Time Separate (s) 1.4 9.3 0.7 13.0 2.2 2.0 3.0 2.9 Reference Time (s) 3.4 3.4 8.1 8.1 12.3 12.3 26.7 26.7 Reference Time (s) 10.1 10.1 14.6 14.6 4.5 4.5 6.7 6.7 Ad) Reference Time (s) 6.0 6.0 12.1 12.1 16.3 16.3 30.7 30.7 Adj Reference Time (s) 14.1 14.1 18.6 18.6 6.5 6.5 10.7 10.7 Summa!:X EBWB NBSB Combined Summa!l EBWB NBSB Combined Protecled Opti9n (s) NA 38.7 Protected Opllon (s) 26.6 NA Permitted Option (s) 20.1 30.7 Permitted Option (s) 18.6 18.7 Split Opllon (s) 20.1 47.0 Spill OpUon (s) 32.7 19.2 Minimum (s) 20.1 30.7 50.8 Minlmum(s) 18.6 18.7 37.3 Rl htTurns WBR R hi Tums Adj Reference Time (s) 9.2 Adj Reference Time (s) Cross Thru Ref Time (s) 16.3 Cross Thru Ref Time (s) Oncoming Left RefTime (s) 8.0 Oncoming Left Ref Time (s) Combined (s) 33.4 Combined (s) Intersection Summa~ Intersection Summa!); lntersecllon Capacity Utilization 42.3% ICU Level of Service A lntersecllon Capaclly Utillzallon 31.1% ICU Level of Service A Reference Times and Phasing Options do not represent an optimized timing plan. Reference Times and Phasing Options do not represent an optimized timing plan. N:\1497\Analysls\ex am.sy6 Page 1 N:\1497\Analysis\ex am.sy6 Page2 LINSCOCOS5-FF51 LINSCOCOS5-FF51 l • ll • • j a • a • ' J I J ' I • I I I I I I I I I • j I I l • l i J Carlsbad Hampton Inn 1497 3: Carlsbad Village Drive & Jefferson St Carlsbad Hampton Inn 1497 4: Carlsbad Village Drive & Harding St 5/6/2005 ExAM 5/6/2005 ExAM _,;. -~ .. -' '\ t /"' \.. i ..' _,;. ~ .. -'-'\ t /"' \.. + ..' -Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConflguraUons 'I +to 'I +to .;. .;. Lane Conflgurallons 'I tl3 'I tJ; .;. .;. Volume (vph) 34 364 13 44 479 60 3 19 20 65 62 38 Volume (vph) 16 22 136 98 20 60 81 107 21 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Pedeslrlans Pad Button Ped Button Pedestrian Timing (s) Pedestrian Timing (s) Free Right No No No No Free Right No No No No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 LoslTime (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr C~cle Length {s! 120 Refr C):!:le Length {s! 120 Adjusted Volume (vph) 37 396 14 48 521 65 3 21 22 71 67 41 Adjusted Volume (vph) 17 460 24 148 616 107 22 65 86 116 23 16 Volume Combined (vph) 37 410 0 48 586 0 0 46 0 0 179 0 Volume Combined (vph) 17 484 0 148 723 0 0 175 0 0 155 0 Lane Utillzallon Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.0fr 1.00 Lane UUiizallon Factor 1.00 0.95 1.00 1.00 0,95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Factor {vph} 0.95 0.99 0.85 0.95 0.98 0.85 0.95 0.93 0.85 0.95 0.95 0.65 Turning Factor (vph) 0.95 0.99 0.85 0.95 0.98 0.85 0.95 0.92 0.85 0.95 0.95 0.85 Saturated Flow (vph) 1805 3599 0 1605 3557 0 0 1758 0 0 1798 0 Saturated Flow (vph) 1805 3591 0 1805 3538 0 0 1746 0 0 1800 0 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ped lnlf Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped lnlf Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Freguenc~ {%! 0.00 0.00 0.00 0.00 Pedestrian Freguencx {%! 0.00 0.00 0.00 0.00 Protected Option Allowed Yes Yes No No Protected Option Allowed Yes Yes No No Reference Time (s) 2.5 13.7 0.0 3.2 19.8 0.0 0.0 0.0 Reference Time (s) 1.2 18.2 0.0 9.6 24.5 0.0 0.0 0.0 Ad! Reference Time !•! 8.0 17.7 0.0 8.0 23.8 0.0 0.0 0.0 Ad! Reference Time !•! 8.0 20.2 0.0 13.8 28.5 0.0 0.0 0.0 Permllled Opllon Allowed Yes Yes Yes Yes Permitted Option Allowed No No No No Ad] Saturation A (vph) 3599 3557 1659 NA Ad] Saturation A (vph) Reference Time A (s) 13.7 19.8 3.1 NA Reference Time A (s) Ad] Saturation B (vph NA NA NA NA 0 0 0 0 Ad] Saturation B (vph Reference Time B (s) NA NA . NA NA 8.2 11.1 12.7 20.0 Reference Time B (s) Reference Time (s) 13.7 19.8 3.1 20.0 Reference Time (s) Ad! Reference Time {s! 17.7 23.8 8.0 24.0 Ad! Reference Time {s! Split Option Spill Option RetTime Combined (s) 2.5 13.7 3.2 19.8 0.0 3.1 0.0 12.0 RefTime Combined (s) 1.2 16.2 9.8 24.5 0.0 12.0 0.0 10.4 Ref Time Separate (s) 2.5 13.2 3.2 17.6 0.2 1.4 4.7 4.5 Ref Time Separate (s) 1.2 15.4 9.8 20.9 1.4 4.5 7.7 1.5 Reference Time (s) 13.7 13.7 19.6 19.8 3.1 3.1 12.0 12.0 Reference Time (s) 16.2 16.2 24.5 24.5 12.0 12.0 10.4 10.4 Adj Reference Time (s) 17.7 17.7 23.6 23.8 8.0 8.0 16.0 16.0 AdJ Reference Time (s) 20.2 20.2 28.5 28.5 16.0 16.0 14.4 14.4 Summa!X EBWB NBSB Combined Summa!X EBWB NBSB Combined Protected Option (s) 31.6 NA Protected Option (s) 36.5 NA Permilled Option (s) 23.6 24.0 Permitted Option (s) NA NA Split Oplion (s) 41.4 24.0 Split Option (s) 46.7 30.4 Minimum (s) 23.8 24.0 47.7 Minimum (s) 36.5 30.4 66.9 R hl Turns Ri hiTurns Ad] Reference Time (s) Ad] Reference Time (s) Cross Thru Ref Time (s) Cross Thru Ref Time (s) Oncoming Left Ref Time (s) Oncoming Left Ref Time (s) Combined (s) Combined (s) Intersection Summa!X intersecllon Summa!X lntersecllon capacity Ulillzallon 39.6% ICU Level of Service A lntersecllon capacity Utilization 55.6% ICU Level of Service A Reference Times and Phasing Options do not represent an optimized timing plan. Reference Times and Phasing Options do not represent an optimized timing plan. N:\1497\Anatysls\ex am.sy6 Page3 N:\1497\Analysls\ex am.sy6 Page4 LINSCOCOS5-FF51 LINSCOCOS5-FF51 l I k J ' . k J I j ' ' I I I • I I I I f I • I I I I I • l i a • l J ll Carlsbad Hampton Inn 1497 5: Carlsbad Village Drive & 1·5 SB Ramp Carlsbad Hampton Inn 1497 6: Carlsbad Blvd & 5/6/2005 ExAM 5/6/2005 ExAM _.} -""\' I'" -' "" t ,.. \. + .; I'" '-t ,.. \. + Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement WBL WBR NBT NBR SBL SBT Lane ConfiguraUons +to 'I ++ 4> ., Lane ConflguraUons ., +to H Volume (vph) 0 424 220 198 843 0 0 0 0 84 1 239 Volume (vPh) 0 0 399 0 0 769 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Pedesll1ans Ped Button Ped Button Pedesll1an Timing (s) Pedesll1an Timing (s) Free Right No No No No Free Right No No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow 1900 1900 1900 1900 1900 1900 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Refr C~cle Length ~s} 120 Refr C~cle Length {s} 120 Adjusted Volume (vph) 0 461 239 215 699 0 0 0 0 91 1 260 Adjusted Volume (vph) 0 0 434 0 0 836 Volume Combined (vph) 0 700 0 215 699 0 0 0 0 0 179 173 Volume Combined (vph) 0 0 434 0 0 836 Lane UUIIzaUon Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane UUIIzallon Factor 1.00 1.00 0.95 1.00 1.00 0.95 Turning Factor (vph) 0.95 0.95 0.85 0.95 1.00 0.65 0.95 1.00 0.85 0.95 0.90 0.65 Turning Factor (vph) 0.95 0.65 1.00 0.65 0.95 1.00 Saturated Flow (vph) 0 3432 0 1805 3616 0 0 0 0 0 1717 1615 Saturated Flow (vph) 0 1615 3616 0 0 3618 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 Ped lnlf Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Inti Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Freguenc~ {% l 0.00 0.00 0.00 0.00 Pedestrian Freguenc~ !'/•} 0.00 0.00 0.00 Protected Opllon Allowed Yes Yes No No Protected OpUon Allowed No Yes Yes Reference Time (s) 0.0 24.5 0.0 14.3 23.2 0.0 0.0 12.9 Reference Time (s) o.o 14.4 0.0 0.0 27.7 Adj Reference Time {s} 0.0 26.5 0.0 18.3 27.2 0.0 0.0 16.9 Adl Reference Time l•l 8.0 18.4 0.0 0.0 31.7 Permitted Option Allowed No No Yes Yes Permitted OpUon Allowed No Yes Yes Ad] Saturation A (vph) 0 NA Ad) SatuiaUon A (vph) 3618 3616 Reference Time A (s) 0.0 NA Reference Time A (s) 14.4 27.7 Ad) Saturauon B (vph 0 0 0 0 Ad) Saturation B (vph NA NA NA Reference Time B (s) 0.0 0.0 14.1 20.5 Reference Time B (s) NA NA NA Reference Time (s) 0.0 20.5 Reference Time (s) 14.4 27.7 Adj Reference Time !s} 8.0 24.5 Adj Reference Time {s} 18.4 31.7 Spill Option. SplltOpUon Ref Time Combined (s) 0.0 24.5 14.3 23.2 0.0 0.0 0.0 12.5 Ref Time Combined (s) 0.0 14.4 0.0 27.7 Ref TI!Jle Separate (s) 0.0 16.1 14.3 23.2 0.0 0.0 6.1 0.1 Ref Time Separate (s) 0.0 14.4 0.0 27.7 Reference Time (s) 24.5 24.5 23.2 23.2 0.0 0.0 12.5 12.5 Reference Time (s) 0.0 14.4 27.7 27.7 Ad) Reference Time (s) 26.5 26.5 27.2 27.2 0.0 0.0 16.5 16.5 Ad) Reference Time (s) 0.0 18.4 31.7 31.7 Summa!J: EBWB NB SB Combined Summa!J: WB NBSB Combined Protected Option (s) 46.8 NA Protected OpUon (s) NA 31.7 Permitted OpUon (s) NA 24.5 Permitted Option (s) NA 31.7 Split Option (s) 55.7 16.5 Spill Option (s) 0.0 50.1 Minimum (s) 46.8 16.5 63.3 Minimum (s) 0.0 31.7 31.7 R!ghtTurns SBR R!ght Turns WBR Ad] Reference Time (s) 16.9 Ad) Reference Time (s) 8.0 Cross Thru Ref Time (s) 27.2 Cross Thru Ref Time (s) 0.0 Oncoming Left RefTime (s) 0.0 Oncoming Left Ref Time (s) 0.0 Combined (s) 44.1 Combined (s) 0.0 Intersection Summart Intersection Summa!} Intersection capacity UlilizaUon 52.7% ICU Level of Service A lntersecUon Capacity UUIIzaUon 26.4% lCU Level of Service A Reference Times and Phasing Options do not represent an optimized liming plan. Reference Times and Phasing OpUons do not represent an optimized liming plan. N:\ 1497\Analysls\ex am.sy6 Page5 N:\1497\Anaiysls\ex am.sy6 Page6 LINSCOCOS5-FF51 LINSCOCOS5-FF51 ' j • • Ill j • • • • • • Ill • l • • • • ' • • • ll • l J • j l I ' J I J Carlsbad Hampton Inn 1497 7: Pine Avenue & Carlsbad Blvd Carlsbad Hampton Inn 1497 8: Carlsbad Village Drive & 1-5 NB Ramp 5/6/2005 ExAM 5/6/2005 ExAM ...1--"'). -('" -' '\ t ,.. \. + .I ...1-"'). -('" -' '\ t !' \. + .I -Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations .., l' tt> .., tt Lane Configurauons .., t+ tJ; <f l' Volume (vph) 0 0 0 41 0 18 0 358 10 19 749 0 Volume (vph) 270 245 0 0 138 244 0 143 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Pedestrians PedButton Ped Button Pedestrian Timing (s) Pedestrtan Timing (s) Free Right No No No No Free Right No No No No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lost Ttme (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr C~cle Lenath !•l 120 Refr C~cle Lenath !Sl 120 Adjusted Volume (vph) 0 0 0 45 0 20 0 389 11 21 814 0 Adjusted Volume (vph) 293 266 0 0 608 150 265 0 155 0 0 0 Volume Combined (vph) 0 0 0 45 0 20 0 400 0 21 814 0 Volume Combined (vph) 293 266 0 0 758 0 0 265 155 0 0 0 Lane Ullllzation Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Lane UUIIzatlon Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Factor (vph) 0.95 1.00 0.85 0.95 1.00. 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Turning Factor (vph) 0.95 1.00 0.85 0.95 0.97 0.85 0.95 0.95 0.85 0.95 1.00 0.85 Saturated Flow (vph) 0 0 0 1805 0 1615 0 3603 0 1805 3618 0 Saturated Flow (vph) 1805 3618 0 0 3510 0 0 1805 1615 0 0 0 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ped lntf Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped lntf Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian F[!!!uenc~ !% l 0.00 0.00 0.00 0.00 Pedestrian Freguenc;t ~%1 0.00 0.00 0.00 0.00 Protected Option Allowed Yes Yes Yes Yes Protected Option Allowed Yes Yes No No Reference Time (s) 0.0 0.0 0.0 3.0 0.0 1.5 0.0 13.3 0.0 1.4 27.0 0.0 Reference Time (s) 19.5 8.8 0.0 0.0 25.9 0.0 11.5 0.0 Adj Reference Time !sl 0.0 0.0 0.0 8.0 0.0 8.0 0.0 17.3 0.0 8.0 31.0 0.0 Adj Reference Time !sl 23.5 12.8 0.0 0.0 29.9 0.0 15.5 0.0 Permitted Opilon Allowed Yes Yes Yes Yes Permitted Option Allowed No No Yes Yes Adj Saturation A (vph) 0 0 3603 3618 Adj Saturation A (vph) NA 0 Reference Time A (s) 0.0 0.0 13.3 27.0 Reference Time A (s) NA 0.0 Adj Saturation B (vph 0 0 0 0 NA NA NA NA AdJ Saturation B (vph 0 0 0 0 Reference Time B (s) 0.0 0.0 11.0 0.0 NA NA NA NA Reference Time B (s) 25.6 25.6 0.0 0.0 Reference Time (s) 0.0 0.0 13.3 27.0 Reference Time (s) 25.6 0.0 Adj Reference Time !sl 8.0 8.0 17.3 31.0 Adj Reference Time !sl 29.6 8.0 Spilt Option SplitOpUon Ref Time Combined (s) 0.0 0.0 3.0 0.0 0.0 13.3 1.4 27.0 Ref Time Combined (s) 19.5 8.8 0.0 25.9 0.0 17.6 0.0 0.0 Ref Time Separate (s) 0.0 0.0 3.0 0.0 0.0 13.0 1.4 27.0 Ref Time Separate (s) 19.5 8.8 0.0 20.8 17.6 0.0 0.0 0.0 Reference Time (s) 0.0 0.0 3.0 3.0 13.3 13.3 27.0 27.0 Reference Time (s) 19.5 19.5 25.9 25.9 17.6 17.8 0.0 0.0 Adj Reference Time (s) 0.0 0.0 8.0 8.0 17.3 17.3 31.0 31.0 AdJ Reference Time (s) 23.5 23.5 29.9 29.9 21.6 21.6 0.0 0.0 Summa!}: EBWB NBSB Combined Summa~ EBWB NBSB Combined Protected Option (s) 8.0 31.0 Protected Option (s) 53.4 NA Permitted Option (s) 8.0 31.0 Permitted Option (s) NA 29.6 Spilt Option (s) 8.0 48.3 Spilt Option (S) 53.4 21.6 Minimum (s) 8.0 31.0 39.0 Minlmum(s) 53.4 21.6 75.0 R!llht Turns WBR R!llhtTurns NBR Adj Reference Time (s) 8.0 AdJ Reference Time (s) 15.5 Cross Thru RefTime (s) 17.3 Cross Thru Ref Time (s) 12.8 Oncoming Left Ref Time (s) 0.0 Oncoming Left RefTime (s) 0.0 Combined (s) 25.3 Combined (s) 28.4 intersection Summa!i: Intersection Summa!i: Intersection Capacity Utilization 32.5% ICU Level of Service A lntersecllon Capacity Utilization 62.5% ICU Level of Service B Reference Times and Phasing Options do not represent an opUmlzed timing plan. Reference Times and Phasing Options do not represent an optimized liming plan. N:\1497\Analysls\ex am.sy6 Page7 N:\1497\Analysls\ex am.sy6 PageS LINSCOCOS5-FF51 LINSCOCOS5-FF51 a • a • I J • • ' J ' J ' . ' . ' . ' ' I • I I I • a ' I J a • l • I f I j Carlsbad Hampton Inn 1497 9: Tamarack Ave & Carlsbad Blvd 5/6/2005 ExAM ..f -~ .f -'-"\ t r \,. + ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations. 1i ., "' to "' +to "' tt ., Volume (vph) 17 30 265 39 64 27 234 36 36 36 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Pad Button Pedestrian Timing (s) Free Right No No No No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr C~cle Length {s) 120 Adjusted Volume (vph) 16 17 33 266 42 70 29 254 39 39 923 41 Volume Combined (vph) 0 36 33 268 112 0 29 293 0 39 923 41 Lane Utilization Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Turning Factor (vph) 0.95 0.97 0.85 0.95 0.91 0.65 0.95 0.98 0.85 0.95 1.00 0.65 Saturated Flow (vph) 0 1651 1615 1605 1723 0 1605 3545 0 1605 3616 1615 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ped lntf llme (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Freguenc~ {%) 0.00 0.00 0.00 0.00 Protected Option Allowed No No Yes Yes Reference Time (s) 2.4 0.0 2.0 9.9 0.0 2.6 30.8 3.1 Adj Reference Time {•! 8.0 0.0 8.0 13.9 0.0 8.0 34.8 6.0 Permitted Option Allowed Yes Yes Yes Yes Adj Saturation A (vph) 1315 NA 3545 3618 Reference Time A (s) 1.6 NA 9.9 30.6 Adj Saturation B (vph 0 0 0 1723 NA NA NA NA Reference Time B (s) 9.2 10.3 27.1 7.8 NA NA NA NA Reference Time (s) 1.6 27.1 9.9 30.6 Adj Reference Time !•! 8.0 31.1 13.9 34.6 Split Option Ref llme Combined (s) 0.0 2.3 19.1 7.8 2.0 9.9 2.6 30.6 Ref llme Separate (s) 1.2 1.1 19.1 3.0 2.0 8.6 2.6 30.6 Reference Time (s) 2.3 2.3 19.1 19.1 9.9 9.9 30.6 30.6 Adj Reference Time (s) 8.0 6.0 23.1 23.1 13.9 13.9 34.6 34.6 Summa[X EBWB NBSB Combined Protected Option (s) NA 42.6 Permitted Option (s) 31.1 34.6 Split Option (s) 31.1 48.5 Minlmum(s) 31.1 34.6 65.8 Right Turns EBR SBR Adj Reference llme (s) 8.0 8.0 Cross Thru Ref Time (s) 34.6 23.1 Oncoming Left Ref Time (s) 23.1 8.0 Combined (s) 65.6 39.1 Intersection Summa~ Intersection Gapacity Utilization 54.8% ICU Level of Service A Reference Times and Phasing Options do not represent an optimized Umlng plan. N:\1497\Analysis\ex am.sy6 Page9 LINSCOCCS5·FF51 • J & , .. , . ' I I . ' I I • • • • • ' • • I I ' • j • j • I l ' l ' l Cartsbad Hampton Inn 1497 1 : Cartsbad Village Drtve & Cartsbad Blvd Cartsbad Hampton Inn 1497 2: Carlsbad Village Drive & State St 5/6/2005 Ex PM 5/6/2005 Ex PM _,1--\-., -...... "' t ~ \. ~ .I _,1--\-.f -...... ...... t ~ \. ~ .I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movemenl EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' to ' 11i 1' 4! +to ' +to Lane Configurations 'I +to 'I t1a 4o 4o Volume (vph) 40 1061 30 246 79 755 319 137 580 31 Volume (vph) 63 574 38 29 72 39 80 23 85 53 27 Peak Hour Factor 0.92 0.92: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians I Pedestrians Ped Button Ped Button Pedestrian Timing (s) Pedestrian Timing (s) Free Rlght No No No No Free Right No No No No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr C~cte Le!!llth !•l 120 Refr C~cle Lenath !•l 120 Adjusted Volume (vph) 43 115 33 267 129 86 43 621 347 149 630 34 Adjusted Volume (vph) 68 624 41 32 487 78 42 65 25 92 58 29 Volume Combined (vph) 43 148 0 0 397 86 43 1167 0 149 664 0 Volume Combined (vph) 68 665 0 32 565 0 0 133 0 0 179 0 Lane Utilization Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Lane UUilzatlon Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Factor (vph) 0.95 0.97 0.85 0.95 0.97 0.65 0.95 0.98 0.85 0.95 0.99 0.85 Turning Factor (vph) 0.95 0.99 0.85 0.95 0.98 0.85 0.95 0.98 0.85 0.95 0.95 0.85 Saturated Flow (vph) 1805 1837 0 0 3672 1615 1805 3456 0 1805 3590 0 Saturated Flow (vph) 1805 3584 0 1805 3542 0 0 1817 0 0 1806 0 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ped Inti Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped lnlf Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Freguenc~ !%) 0.00 0.00 0.00 0.00 Pedestrian Freguenc~ !%) 0.00 0.00 0.00 0.00 Protected Option Allowed No No Yes Yes Protected Option Allowed Yes Yes No No Reference Time (s) 0.0 8.4 2.9 40.5 0.0 9.9 22.2 0.0 Reference Time (s) 4.6 22.3 0.0 2.1 19.1 0.0 0.0 0.0 Adj Reference Time !•l 0.0 10.4 8.0 44.5 0.0 13.9 26.2 0.0 Ad) Reference Time !s) 8.6 26.3 0.0 8.0 23.1 0.0 0.0 0.0 Permitted Option Allowed No No No No Permitted OpUon Allowed No No Yes Yes Adj Saturation A (vph) Adj Saturation A (vph) 534 NA Reference Time A (s) Reference Time A (s) 20.3 NA Adj Saturation B (vph Adj Saturation B (vph 0 0 0 0 Reference Time B (s) Reference Time B (s) 10.8 16.8 14.1 19.9 Reference Time (s) Reference Time (s) 16.8 19.9 Adj Reference Time !•l Adj Reference Time !•l 20.8 23.9 Split Option Split Option Ref Time Combined (s) 2.9 9.7 0.0 13.0 2.9 40.5 9.9 22.2 Ref Time Combined (s) 4.6 22.3 2.1 19.1 0.0 8.8 0.0 11.9 Ref Time Separate (s) 2.9 7.5 8.9 8.2 2.9 26.5 9.9 21.1 Ref Time Separate (s) 4.8 20.9 2.1 16.5 2.8 4.3 8.1 3.8 Reference Time (s) 9.7 9.7 13.0 13.0 40.5 40.5 22.2 22.2 Reference Time (s) 22.3 22.3 19.1 19.1 8.8 8.8 11.9 11.9 Adj Reference Time (s) 13.7 13.7 17.0 17.0 44.5 44.5 26.2 26.2 Adj Reference Time (s) 28.3 26.3 23.1 23.1 12.8 12.8 15.9 15.9 Summa~ EBWB NBSB Combined Summa!Y EBWB NBSB Combined Protected Option (s) NA 58.4 Protected Option (s) 34.3 NA Permitted Option (s) NA NA Permitted Option (s) NA 23.9 Split Option (s) 30.6 70.7 Split Option (s) 49.4 28.7 Mlntmum(s) 30.6 58.4 89.1 Minimum(s) 34.3 23.9 58.2 Ri htTurns WBR Ri ht Turns Adj Reference Time (s) 10.4 Adj Reference Time (s) Cross Thru Ref Time (s) 44.5 Cross Thru Ref Time (s) Oncoming Left Ref Time (s) 13.7 Oncoming Left Ref Time (s) Combined (s) 68.6 Combined (s) Intersection Summa!:L intersection Summa~ Intersection Capacity Utilization 74.2% ICU Level of Service c Intersection Capacity Utilization 48.5% JCU Level of Service A Reference Times and Phasing Options do not represent an optimized timing plan. Reference Times and Phasing Options do not represent an optimized timing plan. N:\ 1497\Analysls\ex pm.sy6 Pagel N:\1497\Anatysls\ex pm.syi) Page2 LINSCOCOS5-FF51 LINSCOCOS5-FF51 ' • • • • k • a ' • • I j l j ' ' Carlsbad Hampton Inn 1497 3: Carlsbad Village Drive & Jefferson St 5/6/2005 Ex PM _,. -~ I' -' "' t ,... \. + ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations 'i +to 'i +to 4> 4+ Volume (vph) 69 888 17 50 820 78 3 34 27 151 64 61 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Ped Bullen Pedestrian Timing (s) Free Right No No No No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr C~cle Length !S! 120 Adjusted Volume (vph) 75 965 18 54 874 85 3 37 29 164 70 66 Volume Combined (vph) 75 984 0 54 759 0 0 70 0 0 300 0 Lane Utilization Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Factor (vph) 0.95 1.00 0.65 0.95 0.96 0.85 0.95 0.93 0.65 0.95 0.94 0.65 Saturated Flow (vph) 1805 3607 0 1605 3557 0 0 1776 0 0 1787 0 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ped lnlf Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Freguenc~ !%! 0.00 0.00 0.00 0.00 Protected Option Allowed Yes Yes No No Reference Time (s) 5.0 32.7 0.0 3.6 25.6 0.0 0.0 0.0 Adj Reference Time !•l 9.0 36.7 0.0 8.0 29.6 0.0 0.0 0.0 Permitted Option Allowed No No Yes Yes AdJ Saturallon A (vph) 1677 NA Reference Time A (s) 4.7 NA AdJ Saturation B (vph NA NA 0 0 Reference Time B (s) NA NA 18.9 28.1 Reference Time (s) 4.7 28.1 Adj Reference Time !Sl 6.7 32.1 Spill Option Ref Time Combined (s) 5.0 32.7 3.6 25.6 0.0 4.7 0.0 20.1 Ref Time Separate (s) 5.0 32.1 3.6 22.7 0.2 2.5 10.9 4.7 Reference Time (s) 32.7 32.7 25.6 25.6 4.7 4.7 20.1 20.1 Adj Reference Time (s) 36.7 36.7 29.6 29.6 8.7 8.7 24.1 24.1 Summa!X EBWB NBSB Combined Protected Option (s) 44.7 NA Permitted Option (s) NA 32.1 Split Option (s) 66.3 32.6 Minlmum(s) 44.7 32.1 76.9 R' I Turns Adj Reference Time (s) Cross Thru Ref Time (s) Oncoming Lefi Ref Time (s) Combined (s) Intersection Summa!1 Intersection Capacity Utilization 64.1% ·1cu Level of Service B Reference Times and Phasing Options do not represent an optimized liming plan. N:\1497\Analysis\ex pm.syB Page3 LINSCOCOS5-FF51 • • l • ' j l • l • l • • Carlsbad Hampton Inn 1497 4: Carlsbad Village Drive & Harding St 5/6/2005 Ex PM _,. -~ I' -' "" t I' \. + ./ Movement EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations 'i +to 'i +to 4+ 4> Volume (vph) 23 879 32 120 686 103 34 102 100 196 47 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Ped Button Pedestrian Timing (s) Free Rlglit No No No No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr C~cle Length l•l 120 Adjusted Volume (vph) 25 955 35 130 746 112 37 111 109 213 51 10 Volume Combined (vph) 25 990 0 130 856 0 0 257 0 0 274 0 Lane Utilization Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Factor (vph) 0.95 0.99 0.65 0.95 0.96 0.85 0.95 0,93 0.65 0.95 0.96 0.85 Saturated Flow (vph) 1805 3599 0 1805 3547 0 0 1768 0 0 1616 0 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ped lnlf Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Fr!!!Juenc~ !%l 0.00 0.00 0.00 0.00 Protecte<! Option Allowed Yes Yes No No Reference Time (s) 1.7 33.0 0.0 8.7 29.0 0.0 0.0 0.0 Adj Reference Time l•l 8.0 37.0 0.0 12.7 33.0 0.0 0.0 0.0 Permitted Option Allowed No No No No Adj Saturation A (vph) Reference Time A (s) AdJ Saturation B (vph Reference Time B (s) Reference Time (s) Adj Reference Time !Sl Spill Option Ref Time Combined (s) 1.7 33.0 8.7 29.0 0.0 17.4 0.0 18.1 Ref Time Separate (s) 1.7 31.9 8.7 25.2 2.5 7.6 14.2 3.3 Reference Time (s) 33.0 33.0 29.0 29.0 17.4 17.4 18.1 16.1 Adj Reference Time (s) 37.0 37.0 33.0 33.0 21.4 21.4 22.1 22.1 Summa!)! EBWB NBSB Combined Protected Option (s) 49.7 NA Permitted Option (s) NA NA Split Option (s) 70.0 43.5 Minlmum(s) 49.7 43.5 93.2 Rl ht Turns Adl Reference Time (s) Cross Thru Ref Time (s) Oncoming Lefi RefTime (s) Combined (s) Intersection Summa!)! Intersection Capacity Utilization 77.7% ICU Level of Service c Reference Times and Phasing Options do not represent an optimized Umlng plan. N:\1497\Analysis\ex pm.syB LINSCOCOS5-FF51 Page4 • I I • l • • j l • I j l ' I I I I I I Carlsbad Hampton Inn 1497 5: Carlsbad Village Drive & 1-5 SB Ramp 5/6/2005 Ex PM ./' -" .f -' ~ t r \.. ~ ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +to 17~ ++ <to , Volume (vph) 0 669 336 671 0 0 0 0 145 1 397 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Ped Bullon Pedestrian Timing (s) Free Right No No No No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Losl Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr C~cle Length !•l 120 Adjusted Volume (vph) 0 966 365 166 729 0 0 0 0 156 1 432 Volume Combined (vph) 0 1332 0 166 729 0 0 0 0 0 303 266 Lane Utilization Faclor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Factor (vph) 0.95 0.96 0.65 0.95 1.00 0.65 0.95 1.00 0.65 0.95 0.90 0.65 Saluraled Flow (vph) 0 3469 0 1605 3616 0 0 0 0 0 1719 1615 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ped Inti Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Freguenc~ !%! 0.00 0.00 0.00 0.00 Protected Option Allowed Yes Yes No No Reference Time (s) 0.0 46.1 0.0 12.4 24.2 0.0 0.0 21.4 Adj Reference Time (s) 0.0 50.1 0.0 16.4 26.2 0.0 0.0 25.4 Permitted Option Allowed No No Yes Yes Adj Saturation A (vph) 0 NA Reference Time A (s) 0.0 NA Adj Saturation B (vph NA NA 0 0 Reference Time B (s) NA NA 16.5 29.1 Reference Time (s) 0.0 29.1 Adj Reference Time {s) 6.0 33.1 Split Option Ref Time Comblned (s) 0.0 46.1 12.4 24.2 0.0 0.0 0.0 21.1 Ref Time Separate (s) 0.0 33.4 12.4 24.2 0.0 0.0 10.5 0.1 Reference Time (s) 46.1 46.1 24.2 24.2 0.0 0.0 21.1 21.1 Adj Reference Time (s) 50.1 50.1 26.2 28.2 0.0 0.0 25.1 25.1 Summa~ EBWB NBSB Combined Prolected Option (s) 66.4 NA Permllled Option (s) NA 33.1 Splil Option (s) 78.3 25.1 Minimum (s) 66.4 25.1 91.5 R hlTurns SBR Adj Reference Time (s) 25.4 Cross Thru Ref Time (s) 28.2 Oncoming Left Ref Time (s) 0.0 Combined (s) 53.6 Intersection Summa~ Intersection Capacity Utilization 76.3% lCU Level of Service c Reference Times and Phasing OptiOns do not represent an optimized liming plan. N:\1497\Analysls\ex pm.sy6 PageS LINSCOCOS5-FF51 I I I I I I ' I j I J I • l j I J l Carlsbad Hampton Inn 1497 6: Carlsbad Village Drive & 1-5 NB Ramp 5/6/2005 Ex PM ./' -" .f -' ~ t I" \. ~ ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' ++ +to <f , Volume (vph) 521 753 0 0 592 155 237 52 199 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Ped Button Pedestrian Timing (s) Free Right No No No No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr Ctcle Le!!!!th !•l 120 AdjusledVolume (vph) 566 616 0 0 643 166 256 57 216 0 0 0 Volume Comblned (vph) 566 616 0 0 612 0 0 314 216 0 0 0 Lane Utilization Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Factor (vph) 0.95 1.00 0.65 0.95 0.97 0.65 0.95 0.96 0.65 0.95 1.00 0.65 Saturated Flow (vph) 1605 3616 0 0 3505 0 0 1622 1615 0 0 0 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ped lnU Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Freguenc~ (%) 0.00 0.00 0.00 0.00 Protected Option Allowed Yes Yes No No Reference Time (s) 37.6 27.1 0.0 0.0 27.6 0.0 16.1 0.0 Adj Reference Time {s) 41.6 31.1 0.0 0.0 31.6 0.0 20.1 0.0 Permlllel;l Option Allowed No No Yes Yes Adj SatuiaUon A (vph) NA 0 Reference Time A (s) NA 0.0 Adj Saturation B (vph 0 0 0 0 Reference Time B (s) 25.1 26.7 0.0 0.0 Reference Time (s) 26.7 0.0 Adj Reference Time {s) 32.7 6.0 Split Option RefTime Combined (s) 37.6 27.1 0.0 27.8 0.0 20.7 0.0 0.0 Ref Time Separate (s) 37.6 27.1 0.0 22.0 17.1 3.6 0.0 0.0 Reference Time (s) 37.6 37.6 27.6 27.6 20.7 20.7 0.0 0.0 Adj Reference Time (s) 41.6 41.6 31.8 31.6 24.7 24.7 0.0 0.0 Summa~ EBWB NBSB Combined Protected Option (s) 73.4 NA Permllled Option (s) NA 32.7 Split Option (s) 73.4 24.7 Minimum (s) 73.4 24.7 96.1 R!l!hlTurns NBR Adj Reference Time (s) 20.1 Cross Thru Ref Time (s) 31.1 Oncoming Left Ref Time (s) 0.0 Combined (s) 51.2 Intersection Summa!1 Intersection Capacity Utilization 81.8% ICU Level of Service 0 Reference Times and Phasing Opllons do not represent an optimized liming plan. N:\1497\Analysls\ex pm.sy6 LINSCOCOS5-FF51 Page6 ' l • l I . , • • l I l ' l J ' . • j ' J a • l I • • . ' • • ' ' ' • Carlsbad Hampton Inn 1497 7: Carlsbad Blvd & Carlsbad Hampton Inn 1497 8: Pine Avenue & Carlsbad Blvd 5/6/2005 Ex PM 5/6/2005 E><PM .,. '-t !' \. ~ /' -~ .,. -'-"\ t !' \,. ! ..' Movement WBL WBR NBT NBR SBL SBT Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r' +to ++ Lane ConflguraUons 1' r' +to 'I H Volume (vph) 0 0 966 0 0 674 Volume (vph) 0 0 0 0 9 0 979 20 24 646 0 Peak Hour Faclor 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Pedeslrlans Ped Bolton Ped Bolton Pedeslrian Timing (s) Pedeslrlan Timing (s) Free Right No No Free Right No No No No ideal Flow 1900 1900 1900 1900 1900 1900 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lostllme (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr C~cte Lenslh !•l 120 Refr C~cle Length !sl 120 Adjusted Volume (vph) 0 0 1074 0 0 733 Adjusted Volume (vph) 0 0 0 18 0 10 0 1064 22 26 704 0 Volume Combined (vph) 0 0 1074 0 0 733 Volume Combined (vph) 0 0 0 18 0 10 0 1066 0 26 704 0 Lane Utilization Factor 1.00 1.00 0.95 1.00 1.00 0.95 Lane Utilization Faclor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Turning Factor (vph) 0.95 0.65 1.00 0.65 0.95 1.00 Turning Factor (vph) 0.95 1.00 0.65 0.95 1.00 0.65 0.95 1.00 0.65 0.95 1.00 0.85 Saturated Flow (vph) 0 1615 3616 0 0 3618 Saturated Flow (vph) 0 0 0 1605 0 1615 0 3607 0 1605 3616 0 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ped Inti Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 Ped Inti Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Freguenc~ fYo} 0.00 0.00 0.00 Pedestrian Freguenc~ !'Yol 0.00 0.00 0.00 0.00 Protected Option Allowed No Yes Yes Protected Option Allowed Yes Yes Yes Yes Reference Time (s) 0.0 35.6 0.0 0.0 24.3 Reference Time (s) 0.0 0.0 0.0 1.2 0.0 0.7 0.0 36.1 0.0 1.7 23.4 0.0 Adj Reference Time !Sl 8.0 39.6 0.0 0.0 28.3 Adj Reference Time !s) 0.0 0.0 0.0 8.0 0.0 8.0 0.0 40.1 0.0 6.0 27.4 0.0 Permllted Opuon Allowed No Yes Yes Permitted Option Allowed Yes Yes Yes Yes Adj Saturation A (vph) 3616 3616 AdJ Satucation A (vph) 0 0 3607 3616 Reference Time A (s) 35.6 24.3 Reference Time A (s) 0.0 0.0 38.1 23.4 Adj Saturation B (vph NA NA NA Adj Saturation B (vph 0 0 0 0 NA NA NA NA Reference Time B (s) NA NA NA Reference Time B (s) 0.0 0.0 9.2 0.0 NA NA NA NA Reference Time (s) 35.6 24.3 Reference Time (s) 0.0 0.0 36.1 23.4 Adj Reference Time !Sl 39.6 28.3 Adj Reference Time !•l 6.0 6.0 40.1 27.4 SpiiiOpUon Spill Option Ref Time Combined (s) 0.0 35.6 0.0 24.3 RefTime Combined (s) 0.0 0.0 1.2 0.0 0.0 38.1 1.7 23.4 Ref Time Separate (s) 0.0 35.6 0.0 24.3 Ref Tim~ Separate (s) 0.0 0.0 1.2 0.0 0.0 35.4 1.7 23.4 Reference Time (s) 0.0 35.6 24.3 24.3 Reference Time (s) 0.0 0.0 1.2 1.2 36.1 36.1 23.4 23.4 Adj Reference Time (s) 0.0 39.6 28.3 28.3 Adj Reference Time (s) 0.0 0.0 6.0 8.0 40.1 40.1 27.4 27.4 Summa!:t. WB NBSB Combined Summa!X EBWB NBSB Combined Protected Option (s) NA 39.6 Protected Option (s) 8.0 48.1 Permitted Option (s) NA 39.6 Permitted Option (s) 8.0 40.1 Split Option (s) 0.0 67.9 Split Option (s) 8.0 67.5 Minimum (s) 0.0 39.6 39.6 Minimum (s) 8.0 40.1 48.1 R!llht Turns WBR R" ht Turns WBR Adj Reference Time (s) 8.0 Adj Reference Time (s) 8.0 Cross Thru Ref llrne (s) 0.0 Cross Thru Ref Time (s) 40.1 Oncoming Left RefTime (s) 0.0 Oncoming Left Ref Time (s) 0.0 Combined (s) 0.0 Combined (s) 46.1 Intersection Summa!X Intersection Summa!}: Intersection capacity Utilization 33.0% ICU Level of Service A Intersection capacity UOIIzaHon 40.1% ICU Level of Service A Reference Times and Phasing Options do not represent an optimized timing plan. Reference Times and Phasing Options do not represent an optimized liming plan. N:\1497\Analyslslex pm.sy6 Page7 N:\1497\llflalysls\ex pm.sy6 Page6 LINSCOCOS5-FF51 LINSCOCOS5-FF51 .. .. l • ' . l I I I I J I ' l j I ' I l ' . ' I I I ll j i j Carlsbad Hampton Inn 1497 9: Tamarack Ave & Carlsbad Blvd 5/6/2005 Ex PM .,.1--~ ~ -' " t I" \. ~ .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lana Configurations 4' 'f' "' t+ "' tt+ "' ++ 'f' Volume (vph) 53 35 58 150 32 92 63 1044 250 88 529 100 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Ped BuHon Pedestrian Timing (s) Free Right No No No No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr C~cle Length (sl 120 Adjusted Volume (vph) 58 38 63 163 35 100 68 1135 272 96 575 109 Volume Combined (vph) 0 96 63 163 135 0 68 1407 0 96 575 109 Lane UUiization Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Turning Factor (vph) 0.95 0.97 0.85 0.95 0.89 0.85 0.95 0.97 0.85 0.95 1.00 0.85 Saturated Flow (vph) 0 1843 1615 1805 1689 0 1805 3513 0 1805 3618 1615 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ped Inti Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Freguenc~ (%1 0.00 0.00 0.00 0.00 Protected Option Allowed No No Yes Yes Reference Time (s) 4.7 0.0 4.6 48.0 0.0 6.4 19.1 8.1 Adl Reference Time !•l 8.7 0.0 8.6 52.0 0.0 10.4 23.1 12.1 Permitted Option Allowed Yes Yes No No Ad] Saturation A (vph) 76 NA Reference Time A (s) 60.3 NA Ad] Saturation B (vph NA NA 0 1689 Reference Time B (s) NA NA 18.8 9.6 Reference Time (s) 60.3 18.8 Adj Reference Time (sl 64.3 22.8 SplltOpUon RefTime Combined (s) 0.0 6.2 10.8 9.6 4.6 48.0 6.4 19.1 Ref Time Separate (s) 3.8 2.4 10.8 2.5 4.6 38.8 6.4 19.1 Reference Time (s) 6.2 6.2 10.8 10.8 48.0 48.0 19.1 19.1 Adj Reference Time (s) 10.2 10.2 14.8 14.8 52.0 52.0 23.1 23.1 Summa!:l EBWB NBSB Combined Protected Option (s) NA 62.4 Permitted Option (s) 64.3 NA Spill Option (s) 25.1 75.1 Minlmum(s) 25.1 62.4 87.5 R!llhl Turns EBR SBR Adj Reference Time (s) 8.7 12.1 Cross Thru Ref Time (s) 23.1 14.8 Oncornii\Q Left Ref Time (s) 14.8 8.6 Combined (s) 46.6 35.5 Intersection Summa~ intersection Capacity Utilization 72.9% ICU Level of Service Reference Times and Phasing Options do not represent an optimized liming plan. c N:\1497\Anaiysis\ex pm.sy6 Page9 LINSCOCOS5-FF51 -.. .. ... .. • ... • .. • • • LJNSCOIT, LAW & GREENSPAN, engineers APPENDIXD INTERSECTION ANALYSIS WORKSHEETS • EXISTING + PROJECT LLG Ref. 3-04-1497 Carlsbad Hampton Inn N:\1497\Roport\Appendlx Co<er l497.cloc l • • J &. J I j l ' I ' l ' Ex.iSt+Proj AM Thu May 12, 2005 10:57:54 Page 3-1 Leve~ Of Service Computation Report 2000 HCM unsignalized Method {Base Volume Alternative) Intersection #1 Carlsbad Boulevard/Project Driveway • • * * *. * *. * * ••••• * •••• * * •• * ** * •••• * **. **. * •••••• * ••••••••••••••••••• ** •••••••• * •• Average Delay (sec/veb) : 0. o Worst Case Level Of Service: A[ 9.6] Street Name: Carlsbad Boulevard Project Driveway Approach; North Bound South Bound East Bound West Bound Movement: L -T -R. L - T - R L -T - R L - T - R ------------J---------------J/---------------JJ---------------IJ---------------1 Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 00110 00200 00000 00001 ------------J---------------JJ---------------JJ---------------IJ---------------1 Volume Module: Base Vol: 399 15 779 o Growth Adj: 1. 00 1. oo 1. 00 1. 00 1. oo 1. oo 1. 00 1. oo 1. oo 1. oo 1. 00 1. ao Initial Bse: 0 3-99 15 0 119 0 0 0 0 0 0 2 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 0. 92 0. 92 0. 9.2 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 0. 9.2 0. 92 0. 92 PHF Volume:: 0 434 16 847 0 0 0 0 0 0 2 Reduct Vol : 0 0 0 0 0 0 0 0 0 Final Vol.: 0 434 16 0 847 0 a a a 0 a 2 ------------J---------------JJ---------------JJ---------------IJ---------------1 Critical Gap Module: Critical Gp :xxxxx xxxx. xxxxx. xxxxx. xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 6. 9 FollowUpTim:xxxxx xxx.x xxxxx xxxx.x xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 3. 3 ------------J---------------JJ---------------JJ---------------JI---------------1 Capacity Mod.ule: Cnflict Vol: xxxx. xxxx x.xxxx .x:xxx xxxx xx:xxx. xxxx xxxx xxxxx xxxx xx.xx 225 Potent Cap.: xxxx xxxx x.xxxx xxxx lCXlCX xxxxx xxxx 'XXlCX xxxxx xxxx xxxx 184 Move cap.: xxxx x.xxx xxxxx: xxxx xxxx xxxxx x.xxx xxxx xxxxx xxxx xxxx 784 Volwne/Cap: xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xx.xx xxxx xxxx 0. 00 ------------J---------------JJ---------------JJ---------------IJ---------------1 Level Of Service Module:: Queue : x:x.xxx xxx.x xxxxx xxxxx :xxxx xxxxx. xxxxx xxxx xxxxx xxxxx xxxx 0 . a stopped Del: xxxxx xxxx xxxxx. xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 9. 6 LOS by Move: * * * * * * A Movement: LT -LTR -RT LT -LTR -RT LT -LTR -RT LT -LTR -RT Shared. Cap. : xxxx xx.xx xxxxx. :x:xxx xxxx xxxxx xxxx xxx.x. xxxxx xxx.x xxxx xxxx.x SharedQueue :xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxx:x: xxxxx xxxxx xxxx xxxxx Shrd StpDel :xxxxx XXXX xxxxx xxxxx XXXX xxxxx xxxxx xxxx .XXXXX XXXXX xx.xx xxxxx Shared LOS: * * * * * * * • * * * * ApproachDel: xxxxxx xxxxxx xxxxxx 9. 6 ApproachLOS: A Traffix 7. 7.1115 (c) 2004 Dowling Assoc. Licensed to LLG, SAN DIBGO, CA • • I • • I I l • • • I _. I I l • • Exist+Proj PM Thu May 12, 2005 10:57:55 Page 3-1 Level Of· Service Computation Report 2000 HCM unsignalized Method (Base Volume Alternative) ********************•**********************•************************************ Inter~ection #1 Carlsbad Boulevard/Project Driveway ......... .,..,..,..,. ................................................................... . Average Delay (sec/veh) : 0. 2 Worst Case Level Of Service: B [ 12. 7] * * * *. * * ** * ** * * * * ** * ** * ** * *. * * ** * * •• *. * * * *** *. * * * * * **. * ** * * * ** * * * ** * * ** ** ** * ** * ** Street Name: carlsbad Boulevard Project Driveway Approach: North Bound South Bound East Bound West Bound Movement: L T - R L - T - R L T R L - T -R ------------J---------------JI---------------11---------------JJ---------------J Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes; o o 1 1 o 0 o 2 0 0 0 o 0 0 o 0 0 o 0 1 ------------J---------------JI---------------IJ---------------11---------------J Volume Module: Base Vol: o 988 4 685 0 0 22 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1..00 1..00 1..00 :1..00 Initial Bse: o 988 4 o 685 0 o o 0 0 0 22 user Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj , 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 PHP Volwne: 0 1074 4 0 745 0 0 0 0 0 0 24 Reduct: Vol: o o 0 0 0 0 0 0 0 0 Final Vol. : o 1074 4 o 745 0 o o o 0 0 24 ------------J---------------JJ---------------IJ---------------IJ---------------1 Critical Gap Module: critical Gp: xxxxx. xxxx xxxxx xxxxx xxxx xxxxx: xxxxx xxxx xxxxx xxxxx xxxx 6 • 9 Follo~pTim:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx: xxxx 3. 3 ------------J---------------Jl---------------11---------------JI---------------J Capacity Module: Cnflict Vol: xx.xx. xxxx xxxxx xxxx xxxx xxxxx xxxx xxx.x xxxxx JCXJOC xxxx 539 Potent cap.: lCXXX XXXX XXXXX xxxx xxxx. x:xxxx xxxx XXXX XXXXX XXXX. xxxx 492 Move Cap.: xxxx xxxx xxxxx xxxx. xxxx. xxxxx. xxxx xxxx xxxxx xxxx. xxxx 492 Volwne/Cap: xxxx xxxx xxxx xxxx xxxx xxxx. xxxx xxxx xxxx xxxx. xxxx. 0. OS ------------J---------------JJ---------------1/---------------JJ---------------J Level Of Service Module: Queue : xxxxx. xxxx xxxxx xxxxx. xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 0 . 2 stopped Del : xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx :xxxxx xxxx. 12 . 7 LOS by Move: * * * * * * B Movement: LT -LTR -RT LT -LTR -RT LT -LTR -RT LT -LTR -RT Shared Cap. : x.xxx xxx:x: xxxxx xxxx xxxx xxxxx xxxx x:xxx xxxxx xxxx. xxxx JOCXXX SharedQueue :xxxxx xxxx xxxxx :xxxxx xxxx xxxxx. xxxxx xxxx xxxxx xx.xxx. xxxx xxxxx Shrd StpDel :xxxxx xxxx xxxxx xxxx:x: xxxx xxxxx. xxxxx xxxx XXXXX XXXX.X xxxx XXXXX. Shared LOS: * * * * * * * * * * * * ApproachDel : xxxxxx. XlOCOCK. xxxxxx 12 . 7 ApproachLOS : B Traffix 7.7.1115 (c) 2004 Dowling Assoc. Licensed to LLG, SAN DIEGO, CA J • I ll • I J I 4 l • ' • • • • I • Carlsbad Hampton Inn 1497 1: Carlsbad Village Drive & Carlsbad Blvd 5/12/2005 Ex+ Pro] AM _,. -.. -("" -' fl ~ t ~ ..,. ~ Lane Groue EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations "'i t> 'I <f ., 11 +t> "' +t> Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Tolal Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (It) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (tt) 0 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 9 15 9 15 Satd. Flow (prot) 1770 1786 0 1681 1709 1563 0 1770 3383 0 1770 3536 Fit Permitted 0.950 0.950 0.966 0.950 0.950 Satd. Flow (perm) 1770 1786 0 1681 1709 1583 0 1770 3383 0 1770 3536 Right Tum on Red Yes Yes Yes Satd. Flow (RTOR) 12 70 42 Link Speed (mph) 30 30 30 30 Link Oislance (ft) 288 950 855 570 Travel Time (s) 6.5 21.6 19.4 13.0 Volume (vph) 16 34 13 191 34 64 1 21 229 97 40 738 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92. Lane Group Flow (vph) 17 51 0 119 12.6 70 0 24 354 0 43 806 Turn Type Spill Split Perm Split Split Split Protected Phases 4 4 8 8 2 2 2 6 6 Permitted Phases 8 Total Split (s) 36.0 36.0 0.0 36.0 36.0 36.0 35.0 35.0 35.0 0.0 36.0 36.0 Act Effct Green (s) 7.4 7.4 10.4 10.4 10.4 11.8 11.8 2.7.3 27.3 Actuated g/C Rallo 0.11 0.11 0.15 0.15 0.15 0.18 0.18 0.42 0.42 v/c Ratio 0.09 0.25 0.46 0.48 0.23 0.08 0.55 0.06 0.55 Uniform Delay. d1 30.1 23.3 27.9 28.0 0.0 23.3 22.4 12.3 15.5 Delay 34.9 28.4 30.6 30.6 8.9 29.0 24.8 17.8 18.7 LOS c c c c A c c B B Approach Delay 30.0 25.8 25.1 18.6 Approach LOS c c c B Intersection Summar~ Area Type: Other Cycle Length: 143 Actuated Cycle Length: 65.7 Control Type: Semi Act-Uncoord Maximum vic Ratio: 0.55 Intersection Signal Delay: 22.0 Intersection LOS: C Intersection Capacity Utilization 42.4% ICU Level of Service A Splits and Phases: 1: Carlsbad Vllla~e Drive & Carlsba~ Blvd !1t 02 ~~ 06 l-4 o4 lf o8 J It N:\1497\Analysis\ex + proj am.sy6 Page 1 LINSCOCOS5-FF51 I J I I I I I Carlsbad Hampton Inn 1497 5/12/2005 .cl Lane Grou SBR La+t.Conflguratlons Ideal Flow (vphpl) 1900 Tolal Lost Time (s) 4.0 Leading Detector (It) Trailing Detector (It) Turning Speed (mph) 9 Said. Flow (prot) 0 Fit PermiUed Satd. Flow (perm) 0 Right Turn on Red Yes Said. Flow (RTOR) Link Speed (mph) Link Distance (It) Travel Time (s) Volume (vph) 4 Peek Hour Factor 0.92 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Tolal Split (s) 0.0 Act Effct Green (s) Actuated g/C Ratio v/c Rallo Uniform Delay, d1 Delay LOS Approach Delay Approach LOS Intersection Summa~ N:\1497\Analysls\ex +pro] am.sy6 LINSCOCOS5-FF51 • l I • I ' • • I J I • 1 : Carlsbad Village Drive & Carlsbad Blvd Ex+ Proj AM Page2 k • a. • • ' l I l J l j I l I • I J I ' I I • I ' l • I • I j I j j Carlsbad Hampton Inn 1497 2: Carlsbad Village Drive & State St Carlsbad Hampton Inn 1497 3: Carlsbad Village Drive & Jefferson St 5/12/2005 Ex+ ProjAM 5/12/2005 Ex+ Pro] AM __;. ----.. .f -'-..... t ~ '.. ~ ..' __;. -" .f --\... ..... t /" '.. ~ ...' Lane Grou~ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR laneGroue; EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' +t> ' +t> 4> 4> Lane Configurations ' +t> 190d +t> 19cfo 4> Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Deteclor (ft) 50 50 50 50 50 50 50 50 Leading Detector (It) 50 50 50 50 50 50 50 50 Trailing Deteclor (ft) 0 0 0 0 0 0 0 0 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turning Speed (mph) 15 9 15 9 15 9 15 9 Satd. Flow (prot) 1770 3500 0 1770 3483 0 0 1805 0 0 1787 0 Satd. Flow (prot) 1770 3522 0. 1770 3483 0 0 1736 0 0 1771 0 Fit Permitted 0.950 0.950 0.861 0.868 Fit Permitted 0.950 0.950 0.988 0.871 Satd. Flow (perm) 1770 3500 0 1770 3483 0 0 1591 0 0 1586 0 Satd. Flow (perm) 1770 3522 0 1770 3483 0 0 1721 0 0 1572 0 Right Turn on Red Yes Yes Yes Yes Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 8 13 3 8 Satd. Flow (RTOR) 3 13 22 15 Link Speed (mph) 30 30 30 30 Link Speed (mph) 30 30 30 30 Link Distance (ft) 950 1140 570 570 Link Distance (ft) 1140 361 570 570 Travel Time (s) 21.6 25.9 13.0 13.0 Travel Time (s) 25.9 8.2 13.0 13.0 Volume (vph) 19 257 20 10 362 44 30 29 4 41 40 13 Volume (vph) 34 365 13 44 486 60 3 19 20 65 62 38 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 21 301 0 11 441 0 0 69 0 0 102 0 Lane Group Flow (vph) 37 411 0 48 593 0 0 46 0 0 179 0 Turn Type Prot Prot Perm Perm Turn Type Prot Prot Perm Perm Protected Phases 7 4 3 8 2 6 Protected Phases 7 4 3 8 2 Permitted Phases 2 6 Permitted Phases 2 6 Total SpUt (s) 28.0 40.0 0.0 28.0 40.0 0.0 40.0 40.0 0.0 40.0 40.0 0.0 Total Split (s) 28.0 40.0 0.0 28.0 40.0 0.0 40.0 40.0 0.0 40.0 40.0 0.0 Act Effct Green (s) 6.7 86.7 6.0 84.2 11.0 11.0 Act Effct Green (s) 7.5 76.1 8.3 76.9 15.6 15.6 Actuated giC Ratio 0.06 0.80 0.06 0.78 0.10 0.10 Actuated g/C Ratio 0.07 0.70 0.08 0.71 0.14 0.14 v/c Ratio 0.19 0.11 0.11 0.16 0.42 0.60 vic Ratio 0.30 0.17 0.35 0.24 0.17 0.75 Uniform De\ay, d 1 51.4 2.9 52.9 3.5 43.5 42.7 Uniform Delay, d1 50.0 5.8 49.7 5.8 20.9 40.4 Delay 47.7 3.0 58.8 1.9 42.4 41.9 Delay 46.4 6.1 52.0 5.1 23.3 39.7 LOS D A E A D D LOS D A D A c D Approach Delay 5.9 3.2 42.4 41.9 Approach Delay 9.5 8.6 23.3 39.7 Approach LOS A A D D Approach LOS A A c D Intersection Summa!l: Intersection Summa!}:: Area Type: Other Area Type: Other Cycle Length: 108 Cycle Leng!h: 108 Actuated Cycle Length: 108 Actuated Cycle Length: 108 Offset 0 (0%), Referenced to phase 4:EBT, Start of Green, Master Intersection Offset 66 (61%). Referenced to phase 4:EBT. Start of Green Control Type: Actuated-Coordinated Control Type: Actuated--Coordinated Maximum vic Ratio: 0.60 Maximum vic Ratio: 0. 75 Intersection Signal Delay: 11.2 Intersection LOS: B Intersection Signal Delay: 13.6 Intersection LOS: B Intersection Capacity Utilization 31.3% ICU Level of Service A Intersection Capacity Utilitation 40.0% JCU Level of Service A Splits and Phases: 2: Carlsbad Villa e Drive & State St F'f o2 .f o3 -·4 Splits and Phases: 3: Carlsbad Villa! e Drive & Jefferson St 1""'1' •2 .f •3 -·4 ~~ m6 __;. -•7 o8 !"'-•6 ~ o7 -o8 N:l 1497\Analysis\ex + proj am.sy6 Page3 N:\1497\Analysls\ex + proj am.sy6 Page4 LINSCOCOS5-FF51 LINSCOCOS5-FF51 l I l a • ' . l • l l a • • j I ' • ' ' . a ' l ' ' ' I I l ' I .. J Carlsbad Hampton Inn 1497 4: Carlsbad Village Drive & Harding St Carlsbad Hampton Inn 1497 5: Carlsbad Village Drive & 1-5 SB Ramp 5/12/2005 Ex+ ProjAM 5/12/2005 Ex+ Pro) AM ..)--... ., -'-~ t ~ \. ! -cl ~ -... ., -'-~ t ~ '-. ! -cl Lane Groue: EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' 1:~ ' +to .;. .;. Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 LaneGroue EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +to 19~ ++ 4+ '{I Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost Time {s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total Lost Time {s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector {It) 50 50 50 50 50 50 50 50 Leading Detector {II) 50 50 50 50 50 50 Trailing Detector {It) 0 0 0 0 0 0 a 0 Trailing Detector (ft) 0 a 0 0 0 0 Turning Speed {mph) 15 9 15 9 15 9 15 9 Turning Speed {mph) 15 9 15 9 15 9 15 9 Said. Flow (prot) 1770 3514 0 1770 3461 0 0 1726 0 0 1771 0 Said. Flow {prot) 0 3359 0 1770 3539 0 0 0 0 0 1608 1504 Fit Permitted 0.950 0.950 0.956 0.618 Fit Permitted 0.950 0.973 Said. Flow (perm) 1770 3514 0 1770 3461 0 0 1660 0 0 1135 0 Said. Flow (perm) 0 3359 0 1770 3539 0 0 0 0 0 1608 1504 Rlght Turn on Red Yes Yes Yes Yes Right Turn on Red Yes Yes Yes Yes Said. Flow {RTOR) 5 20 48 5 Said. Flow'{RTOR) 95 35 191 Link Speed {mph) 30 30 30 30 Link Speed {mph) 30 30 30 30 Link Distance (ft) 361 713 570 570 Link Distance (It) 713 437 412 405 Travel Time {s) 8.2 16.2 13.0 13.0 Travel Time {s) 16.2 g,g 9.4 9.2 Volume (vph) 16 424 22 136 574 98 20 so 81 107 21 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Volume (vph) 0 425 220 198 644 0 0 0 0 84 1 242 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow {vph) 17 485 0 148 731 0 0 175 0 0 155 0 Lane Group Flow {vph) 0 701 0 215 700 0 0 a 0 0 164 191 Turn Type Prot Prot Perm Perm Protected Phases 7 4 3 8 2 6 Turn Type Prot Perm Perm Protected Phases 4 3 8 6 Permitted Phases 2 6 Permitted Phases 6 6 Total Split {s) 29.0 43.0 0.0 29.0 43.0 0.0 36.0 36.0 0.0 36.0 36.0 0.0 Total Split {s) 0.0 42.0 0.0 35.0 77.0 o.a 0.0 0.0 0.0 31.0 31.0 31.0 Act Effct Green {s) 6.2 63.7 13.5 79.0 18.8 18.8 Act Effct Green {s) 64.0 18.3 86.4 13.6 13.6 Actuated giC Ratio 0.06 0.59 0.13 0.73 0.17 0.17 Actuated giC RaUo 0.59 0.17 0.80 0.13 0.13 vic Ratio 0.17 0.23 0.67 0.29 0.53 0.77 vic Ratio 0.35 0.71 0.25 0.70 0.54 Uniform Delay, d1 53.1 10.4 45.1 5.9 29.0 41.1 Uniform Delay, d 1 9.5 42.3 2.7 35.3 0.0 Delay 63.9 11.4 37.6 4.7 27.7 40.0 Delay 9.5 43.8 3.5 34.5 5.9 LOS E B D A c D LOS A D A c A Approach Delay 13.2 10.2 27.7 40.0 Approach Delay 9.5 13.0 19.1 Approach LOS B B c D Approach LOS A B B \nlersection Summar:t Intersection Summa~ Area Type: Other Area Type: Other Cycle Length: 108 Cycle Length: 108 Actuated Cycle Length: 108 Actuated Cycle Length: 108 Offset: 72 (67%). Referenced to phase 4:EBT. Start of Green Offset: 66 {61%), Referenced to phase 4:EBT, Start of Green Control Type: Actuated-Coordinated Control Type: Actuated.COordlnated Maximum vlc RaUo: 0.77 Maximum vic Ratio: 0.71 Intersection Signal Delay: 15.6 Intersection LOS: B Intersection Signal Delay: 12.9 Intersection LOS: B Intersection Capacity Utilization 56.0% ICU Level of Service A Intersection Capacity UUIIzaUon 52.8% ICU Level of Service A Splits and Phases: 4: Carlsbad Vllla_g_e Drive & Harding St ""t 02 .f o3 ~.4 f~ aS ..)--07 08 Splits and Phases: 5: Carlsbad Village Drive & 1-5 SB Ramp ~~ ~= ii·4 j N:\1497\Analysis\ex + proj am.sy6 PageS N:\1497\Analysls\ex +pro) am.sy6 PageS LINSCOCOS5-FF51 LINSCOCOS5-FF51 l • . .. i "' • ll I l I l I ' l • ll ' l ' ' • • ' j j Carlsbad Hampton Inn 1497 6: Carlsbad Village Drive & 1-5 NB Ramp Carlsbad Hampton Inn 1497 7: Carlsbad Blvd & 10/26/2005 Ex+ProjAM 10/26/2005 Ex+ProjAM ~ -..... ~ -'-"' t I' ~ ~ ./ ~ '-t I' ~ ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement WBL WBR NBT NBR SBL SBT Lane Configurations 'i 1~b tfo .r '(I Lane Configurations '(I tto tt Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Sign Control Slop Free Free Tolal Lost Orne (s) 4.0 4.0 4.0 4.0 4.0 Grade 0% 0% 0% Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 Volume (vehlh) 0 2 399 16 0 779 Frt 1.00 1.00 0.97 1.00 0.85 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Fit Protected 0.95 1.00 1.00 0.95 1.00 Hourty flow rate (vehlh) 0 2 434 17 0 847 Said. Flow (prot) 1770 3539 3434 1770 1583 Pedestrians Fit Permitted 0.95 1.00 1.00 0.95 1.00 Lane Width (II) Satd. Flow !eerml 1770 3539 3434 1770 1583 Walking Speed (fils) Volume (vph) 275 246 0 0 560 138 247 0 143 0 0 0 Percent Blockage Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Righi tum flare (veh) Adj. Flow {vph) 299 267 0 0 609 150 266 0 155 0 0 0 Median type None Lane Groue Flow !vehl 299 267 0 0 759 0 0 268 155 0 0 0 Median storage veh) Tum Type Prot Prot Prot Upstream signal (II) 855 Protected Phases 7 4 8 5 2 2 pX, platoon unblocked 0.92 Permitted Phases vc, conntcUng volume 866 226 451 Actuated Green, G (s) 23.1 76.\l 46.9 24.0 24.0 vC1, slage 1 coni vot EffecUve Green, g (s) 23.1 76.0 48.9 24.0 24.0 vC2, stage 2 coni vot Actuated gJC Rallo 0.21 0.70 0.45 0.22 0.22 vCu, unblocked vol 784 226 451 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 IC, single (s) 6.8 6.9 4.1 Vehicle Extension !•l 3.0 3.0 3.0 3.0 3.0 tC, 2 slage (s) Lane Grp Cap (vph) 379 2490 1555 393 352 IF (S) 3.5 3.3 2.2 vis Ratio Prot c0.17 0.08 c0.22 c0.15 0.10 pO queue free % 100 100 100 vis Rallo Perm eM capacity (veh/h) 312 778 1106 vic Ratio 0.79 0.11 0.49 0.68 0.44 Dlrecllon Lane # WB1 NB 1 NB2 SB 1 SB2 Uniform Delay, d1 40.1 5.1 20.8 38.5 36.2 Volume Total 2 289 162 423 423 Progression Factor 1.39 0.65 1.00 1.00 1.00 Volume Left 0 0 0 0 0 Incremental Delay, d2 10.0 0.1 0.2 4.8 0.9 Volume Right 2 0 17 0 0 Delay(s) 65.7 4.4 21.0 43.3 37.1 cSH 778 1700 1700 1700 1700 Level of Service E A c D D Volume to Capacity 0.00 0.17 0.10 0.25 0.25 Approach Delay (s) 36.8 21.0 41.0 0.0 Queue Length (II) 0 0 0 0 0 Approach LOS D c D A Control Delay (s) 9.6 0.0 0.0 0.0 0.0 Intersection summa!:!! Lane LOS A HCM Average Control Delay 31.0 HCM Level of Se<VIce c Approach Delay (s) 9.6 0.0 O.ll HCM Volume to Capacity ratio 0.61 Approach LOS A Actuated Cycle Length (s) 108.0 Sum of lost lime (s) 12.0 Intersection Summa!)! Intersection Capacity Utilization 63.0% ICU Level of Service B Average Delay 0.0 c Critical Lane Group lntersecuon Capacity UtillzaUon 26.7% ICU Level or Service A N:\1497\Analysislex + proj am.sy6 Page 1 N:\1497\Analysls\ex + proj am.sy6 Page2 LINSCOCOS5-FF51 LINSCOCOS5-FF51 • t. j a J l I • ' l I • I • • I • I I I I J • • ' I I • • J Carlsbad Hampton Inn 1497 8: Pine Avenue & Carlsbad Blvd Carlsbad Hampton Inn 1497 8: Pine Avenue & Carlsbad Blvd 5/12/2005 Ex+ ProiAM 5/12/2005 Ex+ Pro] AM _,. -.. ., -'-'\ t ~ l,j. \.. ~ ./ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT LaneGrou SBR 04 Lane Configurations "' l' +to Zi ++ La+fConfiguratlons Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow (vphpl) 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total Lost Time (s) 4.0 Leading Detector (It) 50 50 50 50 50 50 Leading Detector (ft) Trailing Detector (It) 0 0 0 0 0 0 Trailing Detector (ft) Turning Speed (mph) 15 9 15 9 15 9 9 15 Turning Speed (mpn) 9 Satd. Flow (prot) 0 0 0 1770 0 1583 0 3525 0 0 1770 3539 Satd. Flow (prot) 0 Fit Permitted 0.950 0.950 Fit Permitted Satd. Flow (perm) 0 0 0 1770 0 1583 0 3525 0 0 1770 3539 Satd. Flow (perm) 0 Right Tum on Red Yes Yes Yes Right Turn 6n Red Yes Satd. Flow (RTOR) 20 3 Said. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Speed (mph) Link Distance (ft) 158 1046 3054 274 Link Distance (ft) Travel Time (s) 3.6 23.8 69.4 6.2 Travel Time (s) Volume (vph) 0 0 0 41 0 18 0 364 10 9 19 750 Volume (vph) 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 Lane Group Flow (vph) 0 0 0 45 0 20 0 407 0 0 31 815 Lane Group Aow (vph) 0 Turn Type custom custom Prot Prot Turn Type Protected Phases 2 1 1 6 Protected Phases 4 Permitted Phases 8 8 Permitted Phases Total Split (s) 0.0 0.0 0.0 34.0 0.0 34.0 0.0 67.0 0.0 24.0 24.0 91.0 Total Spilt (s) 0.0 34.0 Act Eifel Green (s) 8.4 8.4 90.6 7.6 98.4 Act Eifel Green (s) Actuated giC Ratio 0.07 0.07 0.81 0.07 0.88 Actuated giC Rallo vic Rallo 0.35 0.15 0.14 0.27 0.26 vic Ratio Uniform Delay, d1 51.4 0.0 3.0 53.0 1.3 Uniform Delay, d 1 Delay 44.9 17.9 3.6 46.0 1.5 Delay LOS D B A D A LOS Approach Delay 36.6 3.6 3.2 Approach Delay Approacn LOS D A A Approacn LOS Intersection Summa!): Intersection Summa!l: Area Type: Other Cycle Length: 125 Actuated Cycle Length: 112.3 Control Type: Semi Act-Uncoord Maximum v/c Rallo: 0.35 Intersection Signal Delay: 5.0 Intersection LOS: A intersection Capacity Utilization 32.5% ICU Level of Service A Splits and Phases: 8: Pine Avenue & Car1sbad Blvd !~., I t •2 1~: ~ ~ •6 N:\1497\Analysis\ex + proj am.sy6 Page9 N:\ 1497\Anaiysls\ex + proj am.sy6 Page 10 LINSCOCOS5-FF51 LINSCOCOS5-FF51 l j I. j . ' a • l • ' I J l • I j I • ' I • I J l • a • • I J Carlsbad Hampton Inn 1497 9: Tamarack Ave & Carlsbad Blvd 5/12/2005 Ex+ Pro] AM ..}--.... '("" -'-..,. t r \. ~ .; Lane Graue: EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4' fl 'I to 'I +to 'I 1~t fl Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (It) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (It) 0 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Satd. Flow (prot) 0 1816 1583 1770 1684 0 1770 3468 0 1770 3539 1583 Fit Permitted 0.975 0.950 0.950 0.950 Said. Flow (perm) 0 1816 1583 1770 1684 0 1770 3468 0 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 33 63 12 32 Link Speed (mph) 30 30 30 30 Link Distance (ft) 624 29g2 1232 3230 Travel Time (s) 14.2 68.0 28.0 73.4 Volume (vph) 17 16 30 265 39 69 27 235 36 37 849 38 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 0 35 33 288 117 0 29 294 0 40 923 41 Turn Type Split Perm Split Prot Prot Perm Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 6 Total Split (s) 37.0 37.0 37.0 37.0 37.0 0.0 25.0 36.0 0.0 25.0 36.0 36.0 Act Effct Green (s) 7.1 7.1 17.0 17.0 7.0 36.4 7.3 38.7 38.7 Actuated g/C Ratio 0.09 0.09 0.23 0.23 0.09 0.49 0.09 0.52 0.52 v/c Ratio 0.21 0.19 0.71 0.27 0.19 0.17 0.24 0.50 0.05 Uniform Delay, d1 36.0 0.0 28.8 11.5 37.1 11.4 35.9 13.7 2.2 Delay 37.3 14.5 27.2 13.4 38.7 15.6 36.9 16.8 9.0 LOS D B c B D B D B A Approach Delay 26.2 23.2 17.7 17.3 Approach LOS c c B B Intersection Summart, Area Type: Other Cycle Length: 135 Actuated Cycle Length: 74.4 Control Type: Semi Act·Uncoord Maximum v/c Ratio: 0. 71 Intersection Signal Delay: 19.0 Intersection LOS: B Intersection Capacity Utilization 54.8% ICU Level of Service A Splits and Phase~: 9: Tamarack Ave & Carlsbad Blvd ~~-:~1 o2 r· !7 .a ' "\ o5 •6 N:\1497\Analysis\ex + proj am.sy6 Page 11 LINSCOCOS5-FF51 • l • l • l • l • I Jl l ' I I l • I j I J I • l j l • J I I • j Carlsbad Hampton Inn 1497 1 : Carlsbad Village Drive & Carlsbad Blvd Carlsbad Hampton Inn 1497 1 : Carlsbad Village Drive & Carlsbad Blvd 5/12/2005 Ex+ Proj PM 5/12/2005 Ex+ Pro) PM .,. -~ .,. -'-fl "\ t ~ \. ~ ..' LaneGroue EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Grou SBR Lane Configurations 'i To "' 4' '{I 11 +to 'i +to La+J,ConflguraUons Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow (vphpl) 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total Lost Time (s) 4.0 Leading Detector (It) 50 50 50 50 50 50 50 50 50 50 Leading Detector (It) Trailing Detector (It) 0 0 0 0 0 0 0 0 0 0 Trailing Detector (ft) Turning Speed (mph) 15 9 15 9 9 15 9 15 Turning Speed (mph) 9 Satd. Flow (prot) 1770 1801 0 1681 1738 1583 0 1770 3376 0 1770 3511 Said. Flow (prot) 0 Fit Permitted 0.950 0.950 0.982 0.950 0.950 At Permitted Satd. Flow (perm) 1770 1801 0 1681 1738 1583 0 1770 3376 0 1770 3511 Satd. Flow (perm) 0 Right Turn on Red Yes Yes Yes Right Turn on Red Yes Said. Flow (RTOR) 9 86 44 4 Said. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Speed (mph) Link Distance (It) 288 950 855 570 Link Dlstence (ft) Travel Time (s) 6.5 21.6 19.4 13.0 Travel Time (s) Volume (vph) 40 106 30 248 119 79 9 40 757 330 137 580 Volume (vph) 31 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 Lane Group Flow (vph) 43 148 0 194 205 86 0 53 1182 0 149 664 Lane Group Flow (vph) 0 Turn Type Split Split Perm Split Split Split Turn Type Protected Phases 4 4 8 8 2 2 2 6 6 Protected Phases Permitted Phases 8 Permitted Phases Total Split (s) 36.0 36.0 0.0 36.0 36.0 36.0 35.0 35.0 35.0 0.0 36.0 36.0 Total Split (s) o.o Act Effct Green (s) 13.1 13.1 17.3 17.3 17.3 31.9 31.9 24.8 24.8 Act Effct Green (s) Actuated g/C Rallo 0.13 0.13 0.17 0.17 0.17 0.31 0.31 0.24 0.24 Actuated g/C Ratio v/c Ratio 0.19 0.62 0.69 0.71 0.26 0.10 1.10 0.35 0.79 v/c Ratio Uniform Delay, d1 40.2 39.9 40.4 40.5 0.0 25.4 34.2 32.5 36.4 Uniform Delay, d1 Delay 43.9 42.7 42.4 42.4 8.9 32.5 104.9 34.9 37.9 Delay LOS D D D D A c F c D LOS Approach Delay 43.0 36.5 101.8 37.3 Approach Delay Approach LOS D D F D Approach LOS Intersection Summa~ Intersection Summa~ Area Type: Other Cycle Length: 143 Actuated Cycle Length: 1 03.7 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.10 Intersection Signal Delay: 66.8 Intersection LOS: E Intersection Capacity Utilization 74.7% ICU Level of Service C Splits and Phases: 1: Carlsbad Village Drive & Carlsbad Blvd l1t •2 l~o6 l-4•4 ~~.a II N:\1497\Analysis\ex + proj pm.sy6 Page 1 N:\1497\Analysls\ex +pro) pm.sy6 Page2 LINSCOCOS5-FF51 UNSCOCOS5-FF51 • • l I • I l J I. J l • • l Carlsbad Hampton Inn 1497 2: Carlsbad Village Drive & State St 5/12/2005 _? -..... .f -'-"\ LaneGrouE EBL EBT EBR WBL WBT WBR NBL Lane Configurations 'I +to 'I +to Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (It) 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 Satd. Flow (prot) 1770 3507 0 1770 3465 0 0 Fit Permitted 0.950 0.950 Satd. Flow (perm) 1770 3507 0 1770 3465 0 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 7 18 Link Speed (mph) 30 30 Link Distance (It) 950 1140 Travel Time (s) 21.6 25.9 Volume (vph) 63 585 38 29 450 72 39 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 68 677 0 32 567 0 0 Turn Type Prot Prot Perm Protected Phases 7 4 3 8 Permitted Phases Total Split (s) 28.0 40.0 0.0 28.0 40.0 0.0 Act Effct Green (s) 9.2 78.2 7.0 71.9 Actuated giC Ratio 0.09 0.72 0.06 0.67 vic Ratio 0.45 0.27 0.28 0.24 Unfform Delay, d 1 48.0 5.9 51.6 7.2 Delay 46.3 6.6 73.0 3.0 LOS D A E A Approach Delay 10.2 6.7 Approach LOS B A Intersection Summary Area Type: Other Cycle Length: 108 Actuated Cycle Length: 108 Offset: 0 (0%), Raferenced to phase 4:EBT, Start of Green, Master Intersection Control Type: Actuated-Coordinated Maximum vic Ratio: 0.76 Intersection Signal Delay: 14.3 Intersection LOS: B 2 40.0 Intersection Capacity Utilization 48.6% ICU Level of Service A Splits and Phases: 2: Carlsbad Village Drive & State St _? o7 p: N:\1497\Analysis\ex + proj pm.sy6 LINSCOCOS5·FF51 Ex + Proj PM t ~ \. ~ cl NBT NBR SBL SBT SBR 4> 4> 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 50 50 50 0 0 0 9 15 9 1785 0 0 1776 0 0.871 0.801 1580 0 0 1459 0 Yes Yes 12 10 30 30 570 570 13.0 13.0 60 23 85 53 27 0.92 0.92 0.92 0.92 0.92 132 0 0 179 0 Perm 6 6 40.0 0.0 40.0 40.0 0.0 16.8 16.8 0.16 0.16 0.52 0.76 37.9 41.1 36.7 40.3 D D 36.7 40.3 D D Page3 • I I I ' ' ' ' • j I • I I ' ' Carlsbad Hampton Inn 1497 3: Carlsbad Village Drive & Jefferson St 5/12/2005 _? -..... .f Lane Graue EBL EBT EBR WBL Lane Config.urations 'I +to 'I Ideal Flow (vphpl) 1900 1900 1900 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 Leading Detector (It) 50 50 50 Trailing Detector (It) 0 0 0 Turning Speed (mph) 15 9 15 Said. Flow (prot) 1770 3529 0 1770 Fit Permitted 0.950 0.950 Said. Flow (perm) 1770 3529 0 1770 Right Turn on Red Yes Satd. Flow (RTOR) 2 Link Speed (mph) 30 Link Distance (It) 1140 Travel Time (s) 25.9 Volume (vph) 69 898 17 50 Peak Hour Factor 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 75 994 0 54 Turn Type Prot Prot Protected Phases 7 4 3 Permitted Phases Total Spilt (s) 28.0 40.0 0.0 28.0 Act Effct Green (s) 9.4 63.7 8.7 Actuated g/C Ratio 0.09 0.59 0.08 vic Rallo 0.49 0.48 0.38 Uniform Delay, d1 48.1 13.1 48.1 Delay 43.8 20.1 55.3 LOS D c E Approach Delay 21.8 Approach LOS c Intersection Summary Area Type: Other Cycle Length: 1 08 Actuated Cycle Length: 1 08 Offset: 66 (61%), Referenced to phase 4:EBT, Start of Green Control Type: Actuated-Coordinated Maximum vic Rallo: 0.85 -'- WBT WBR +to 1900 1900 4.0 4.0 50 0 9 3479 0 3479 0 Yes 13 30 361 8.2 622 78 0.92 0.92 761 0 8 40.0 0.0 63.2 0.59 0.37 12.1 11.8 B 14.6 B Intersection Signal Delay: 21.1 lntersecUon LOS: C "\ NBL 1900 4.0 50 0 15 0 0 3 0.92 0 Perm 2 40.0 Intersection Capacity UUIIzatlon 64.4% ICU Level of Service B Splits and Phases: 3: Carlsbad VIlla e Drive & Jefferson St ""'f o2 ~~016 N:\1497\An~lysis\ex + proj pm.sy6 LINSCOCOS5-FF51 .f o3 !.? o7 I-t> o4 -oB Ex + Proj PM t ~ \. ~ .; NBT NBR SBL SBT SBR 4> 4> 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 50 50 50 0 0 0 9 15 9 1753 0 0 1758 0 0.990 0.807 1739 0 0 1458 0 Yes Yes 29 14 30 30 570 570 13.0 13.0 34 27 151 64 61 0.92 0.92 0.92 0.92 0.92 69 0 0 300 0 Perm 2 6 6 40.0 0.0 40.0 40.0 0.0 25.5 25.5 0.24 0.24 0.16 0.85 18.7 37.4 18.5 36.5 B D 18.5 36.5 B D Page4 I j • t I. t ll I • l j I J • I • I Carlsbad Hampton Inn 1497 4: Carlsbad Village Drive & Harding St 5112/2005 E>. ~Pro\ PM .,)--• • -'-'\ t r \. ~ ., Lane GrauE?: EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' tt. ' tt. 4> 4> Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Totel Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Satd. Flow (prot) 1770 3522 0 1770 3468 0 0 1744 0 0 1785 0 Fit Permitted 0.950 0.950 0.932 0.490 Satd. Flow (perm) 1770 3522 0 1770 3468 0 0 1637 0 0 908 0 RightTurn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 17 35 2 Link Speed (mph) 30 30 30 30 Link Distance (ft) 361 713 570 570 Travel Time (s) 8.2 16.2 13.0 13.0 Volume (vph) 23 889 32 120 688 103 34 102 100 196 47 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 25 1001 0 130 860 0 0 257 0 0 274 0 Turn Type Prot Prot Perm Perm Protected Phases 7 4 3 6 Permitted Phases 2 6 Total Split (s) 29.0 43.0 0.0 29.0 43.0 0.0 36.0 36.0 0.0 36.0 36.0 0.0 Act Effct Green (s) 6.8 50.9 13.1 63.2 32.0 32.0 Actuated giC Ratio 0.06 0.47 0.12 0.59 0.30 0.30 vic Rallo 0.23 0.60 0.61 0.42 0.50 1.01 Uniform Delay, d1 51.6 21.0 45.0 13.4 26.8 37.7 Delay 66.4 14.9 38.0 11.8 27.5 84.7 LOS E B D B c F Approach Delay 16.1 15.2 27.5 84.7 Approach LOS B B c F Intersection Summa~ Area Type: Other Cycle Length: 108 Actuated Cycle Length: 108 Offset: 72 (67%), Referenced to phase 4:EBT, Start of Green Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay: 24.3 Intersection LOS: C Intersection Capacity Utilization 78.0% ICU Level of Service C Splils and Phases: 4: Carlsbad Village Drive & Harding St "'-t 02 {" o3 -·4 ..... 06 ..)--o7 o8 N:\1497\Analysis\ex + proj pm.sy6 Page5 LINSCOCOS5-FF51 l • l I i l • l • I ' l ' I ' Carlsbad Hampton Inn 1497 5: Carlsbad Village Drive & 1-5 SB Ramp 511212005 .,)--• • -'-'\ Lane Grou EBL EBT EBR WBL WBT WBR NBL Lane Configurations tt. ' t Ideal Flow (vphpl) 1900 1900 1900 1900 190 1900 1900 Totel Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 Trailing Detector (ft) 0 0 0 Turning Speed (mph) 15 9 15 9 15 Satd. Flow (prot) 0 3394 0 1770 3539 0 0 Fit Permitted 0.950 Satd. Flow (perm) 0 3394 0 1770 3539 0 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 57 Link Speed (mph) 30 30 Link Distance (ft) 713 437 Travel Time (s) 16.2 9.9 Volume (vph) 0 894 341 171 676 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 0 1343 0 186 735 0 0 Tum Type Prot Protected Phases 4 3 8 Permitted Phases Totel Split (s) 0.0 42.0 0.0 35.0 77.0 0.0 0.0 Act Effct Green (s) 59.2 16.7 79.9 Actuated giC Ratio 0.55 0.15 0.74 vic Rallo 0.71 0.68 0.28 Uniform Delay, d 1 17.2 43.1 4.6 Delay 17.2 45.7 5.2 LOS B D A Approach Delay 17.2 13.4 Approach LOS B B Intersection Summa!::£ Area Type: Other Cycle Length: 108 Actuated Cycle Length: 1 08 Offset: 66 (61%), Referenced to phase 4:EBT, Start of Green Control Type: Actuated~Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 16.8 Intersection LOS: B Intersection Capacity Utilization 76.6% ICU Level of Service C Spills and Phases: 5: Carlsbad VIllage Drive & 1-5 SB Ramp ~ o3 ~-6 -o8 N:\1497\Analysls\ex + proj pm.sy6 LINSCOCOS5-FF51 l-e4 Ex +Pro] PM t ~ \. ~ ., NBT NBR SBL SBT SBR 4> 1' 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 50 50 50 0 0 0 9 15 9 0 0 0 1617 1504 0.970 0 0 0 1617 1504 Yes Yes 28 265 30 30 412 405 9.4 9.2 0 0 145 1 398 0.92 0.92 0.92 0.92 0.92 0 0 0 258 334 Perm Perm 6 6 6 0.0 0.0 31.0 31.0 31.0 20.1 20.1 0.19 0.19 0.80 0.67 37.3 7.8 36.5 9.0 D A 21.0 c Page6 j l i l M l J .. J • • ' . ' . 1 i a • Carisbad Hampton Inn 1497 6: Carlsbad Village Drive & 1-5 NB Ramp 10/26/2005 Ex+ Proj +Cum AM _.;. -• ., -' ~ t ~ \. + ../ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'I tt 1Ui 190i , Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.97 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 3435 1770 1583 Fit Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (~erm) 1770 3539 3435 1770 1583 Volume (vplh) 288 248 0 0 562 138 255 0 143 0 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 311 270 0 0 611 150 277 0 155 0 0 0 Lane Grou~ Flow (v~h! 311 270 0 0 761 0 0 277 155 0 0 0 Tum Type Prot Prot Prot Protected Phases 7 4 8 5 2 2 Permitted Phases Actuated Green, G (s) 23.8 76.0 48.2 24.0 24.0 Eftecuve Green, g (s) 23.8 78.0 48.2 24.0 24.0 Actuated g/C Ratio 0.22 0.70 0.45 0.22 0.22 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension !•! 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 390 2490 1533 393 352 v/s Ratio Prot c0.18 0.08 c0.22 c0.18 0.10 v/s Ratio Perm v/c Rallo 0.80 0.11 0.50 0.70 0.44 Uniform Delay, d1 39.8 5.1 21.3 38.7 38.2 Progression Factor 1.40 0.87 1.00 1.00 1.00 Incremental Delay, d2 10.3 0.1 0.3 5.7 0.9 Delay(s) 66.2 4.5 21.5 44.4 37.1 Level of Service E A c D D Approach Delay (s) 37.6 21.5 41.8 0.0 Approach LOS D c D A Intersection Summa!}: HCM Average Control Delay 31.7 HCM Level of Service c HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 108.0 Sum of lost Ume (s) 12.0 Intersection capacity Utilization 64.3% ICU Level of Service B c Critical Lane Group N:\1497\Analysis\ex +pro)+ cum am.sy6 Page 1 LINSCOCOS5-FF51 I t I • I Carlsbad Hampton Inn 1497 10/26/2005 ., ' Movement WBL WBR Lane Configurations , Sign Control Stop Grade 0% Volume (vehlh) 0 2 Peak Hour Factor 0.92 0.92 Hourly now rate (vehlh) 0 2 Pedestrians Lane Width (It) Walking speed (Ws) Percent Blockage Right tum flare (veh) Median type None Median storage veh) Upstream signal (It) pX, platoon unblocked 0.91 VC, confllcUng volume 885 228 VC1, stage 1 conf vot VC2, stage 2 conf vol VCu, unblocked vol 770 228 tC, single (s) 6.8 8.9 IC, 2 stage (B) UF (s) 3.5 3.3 pO queue free % 100 100 eM capacity (vehlh) 305 775 Dlreclion Lane # WB1 NB 1 Volume Total 2 292 Volume left 0 0 Volume Right 2 0 cSH 775 1700 Volume to Capacity 0.00 0.17 Queue Length (It) 0 0 Control Delay (s) 9.7 0.0 Lane LOS A Approach Delay (s) 9.7 0.0 Approach LOS A Intersection Summa!}: Average Delay Intersection capacity Utilization N:\1497\Analysis\ex + pro) + cum am.sy6 LINSCOCOS5-FF51 ' . l j a l • . ' ' 7: Carisbad Blvd & Ex + Proj +Cum AM t ~ ~ + NBT NBR SBL SBT tt> tt Free Free 0% 0% 403 16 0 807 0.92 0.92 0.92 0.92 438 17 0 877 855 455 455 4.1 2.2 100 1102 NB2 SB 1 SB2 163 439 439 0 0 0 17 0 0 1700 1700 1700 0.10 0.26 0.26 0 0 0 o.o 0.0 0.0 0.0 0.0 27.6% ICU Level of Service A Page2 • • • a • ' j ' J l • l • l .. l J • • ' I .. • .. • .. • ' • I j • • I ' Carlsbad Hampton Inn 1497 8: Pine Avenue & Carlsbad Blvd Carlsbad Hampton Inn 1497 8: Pine Avenue & Carlsbad Blvd 5/12/2005 Ex + Proj PM 5/12/2005 Ex + Proj PM ..1' -'). -(" -'-'\ t ~ IJ. \. ~ -cl Lane Graue EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lsne Graue SBR 04 Lane Configurations 190~ 1' +To ll ++ La+fConfiguraUons Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow (vphpl) 1900 Tolal Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total Lost Time (s) 4.0 Leading Detector (ft) 50 50 50 50 50 50 Leading Detector (It) Trailing Detector (It) 0 0 0 0 0 0 Trailing Datector (ft) Turning Speed (mph) 15 9 15 9 15 9 9 15 Turning Speed (mph) 9 Satd. Flow (prot) 0 0 0 1770 0 1583 0 3529 0 0 1770 3539 Satd. Flow (prot) 0 Fit Permitted 0.950 0.950 Flt Permitted Satd. Flow (perm) 0 0 0 1770 0 1583 0 3529 0 0 1770 3539 Satd. Flow (perm) 0 Right Turn on Red Yes Yes Yes Right Turn on Red Yes Satd. Flow (RTOR) 10 2 Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Speed (mph) Link Distance (It) 248 1046 3054 274 Link Distance (II) Travel Time (s) 5.6 23.8 69.4 6.2 Travel Time (s) Volume(vph) 0 0 0 17 0 9 0 981 20 2 24 657 Volume (vph) 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 Lane Group Flow (vph) 0 0 0 18 0 10 0 1088 0 0 28 714 Lane Group Flow (vph) 0 Turn Type custom custom Prot Prot Turn Type Protected Phases 1 1 6 Protected Phases 4 Permitted Phases 8 8 Permitted Phases Total Split (s) 0.0 0.0 0.0 34.0 0.0 34.0 0.0 66.0 0.0 25.0 25.0 91.0 Total Split (s) 0.0 34.0 Act Eifel Green (s) 6.9 6.9 97.9 7.5 105.5 Act Eifel Green (s) Actuated giC Ratio 0.06 0.06 0.85 0.06 0.92 Actuated g/C Ratio vic Ratio 0.18 0.10 0.36 0.25 0.22 vic Ratio Uniform Delay. d 1 55.1 0.0 2.9 54.8 0.8 Uniform Delay, d1 Delay 44.9 22.9 3.6 44.5 1.0 Delay LOS D c A D A LOS Approach Delay 37.0 3.6 2.6 Approach Delay Approach LOS D A A Approach LOS Intersection Summa!Y 'ntersection SummaQ! Area Type: Other Cycle Length: 125 Actuated Cycle Length: 115.1 Control Type: Semi Act·Uncoord Maximum v/c Ratio: 0.36 Intersection Signal Delay: 3. 7 Intersection LOS: A Intersection Capacity Utilization 40.2% ICU Level of Service A Splits and Phases: 8: Pine Avenue & Carlsbad Blvd ,~., It •2 ~~-~ ~ o6 4 eB N:\1497\Analysls\ex + proj pm.sy6 Page9 N:\1497\Analysislex + proj pm.sy6 Page 10 LINSCOCOS5·FF51 LINSCOCOS5-FF51 • a J • • • ' • • ' • ' • • I • • ' I ' I I • ' l • I j Carlsbad Hampton Inn 1497 9: Tamarack Ave & Carlsbad Blvd 5/12/2005 Ex+ Proj PM ..,;. -.....,. .f -"-. "' t ,. \. ! ~ Lane Graue; EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4' ., 'I fo 'I +to 'I H ., Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (It) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Satd. Flow (prot) 0 1809 1583 1770 1656 0 1770 3437 0 1770 3539 1583 Fit Permitted 0.971 0.950 0.950 0.950 Satd. Flow (perm) 0 1809 1583 1770 1656 0 1770 3437 0 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 63 101 20 109 Link Speed (mph) 30 30 30 30 Link Distance (fl) 624 2992 1232 3230 Travel Time (s) 14.2 68.0 28.0 73.4 Volume (vph) 53 35 58 150 32 93 63 1045 250 95 531 100 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 0 96 63 163 136 0 68 1408 0 103 577 109 Turn Type Split Perm Spill Prot Prot Perm Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 6 Total Split (s) 37.0 37.0 37.0 37.0 37.0 0.0 25.0 36.0 0.0 25.0 36.0 36.0 Act Effct Green (s) 9.7 9.7 12.6 12.6 8.6 38.7 10.1 40.1 40.1 Actuated giC RaUo 0.11 0.11 0.15 0.15 0.10 0.47 0.12 0.46 0.46 vic Ratio 0.46 0.27 0.61 0.40 0.38 0.67 0.49 0.34 0.13 Uniform Delay, d1 36.1 0.0 33.6 6.0 36.6 20.6 35.9 13.9 0.0 Delay 35.1 10.2 32.4 11.4 36.4 51.7 34.7 17.1 4.3 LOS D B c B D D c B A Approach Delay 25.2 22.8 51.0 17.7 Approach LOS c c D B Intersection Summar~ Area Type: Other Cycle Length: 135 Actuated Cycle Length: 82.8 Control Type: Semi Act-Uncoord Maximum vic RaUo: 0.87 lntersecUon Signal Delay: 36.6 Intersection LOS: D Intersection Capacity Utilization 73.3% ICU Level of Service C Splits and Phases: 9: Tamarack Ave & Car1sbad Blvd ~: :~t o2 r· jv .a ~ o6 _ N:\1497\Analysis\ex + proj pm.sy6 Page 11 LINSCOCOS5-FF51 - - .. -.. .. .. .. • .. .. • • LiNSCOTT, lAW & GREENSPAN, engineers APPENDIXE INTERSECTION ANALYSIS WORKSHEETS • EXISTING + PROJECT+ CUMULATIVE PROJECTS LLG Ref. 3-04-1497 Carlsbad Hampton Inn 'i:\1~97\Report\Appendlx Cover 1497.doc l .• l • l l I l • • • • Exist+Proj +Cumu AM Thu May 12, 2005 10:57:56 Page 3-1 Level Of Service Computation Report 2000 HCM Unsignalized Method (Base Volume Alternative) * * * * * * *. * * ***. * * * * *. * * *. * * ** * *** •• * ••••••••••••• *. * •••• * ••••• *. **. * •••••• * •••••• Intersection #1 Carlsbad Boulevard/Project Driveway ** * * * ** **. * * * * * * * * •••• * * ** •• * •• * * ••••••• * *. *. *. * •• * •• * ••••• *. * ** * •• * •• * •••• *** *. Average Delay (sec/veh) : 0.0 Worst Case Level Of Service: A[ 9.6] •• ***** ••••••••••••••••••••••••• * ******* •••••••••••••••••••••••••••••• •• ******** Street Name: Carlsbad Boulevard Project Driveway Approach: North Bound South Bound East Bound West Bound MOvement: L T - R L T - R L - T - R L T R ------------l---------------ll---------------ll---------------ll---------------1 control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 o 1 1 0 0 0 2 0 0 0 0 0 0 0 0 o 0 0 1 ------------1---------------ll---------------ll---------------11---------------1 Vol'Wlle Module: Base Vol: 403 15 807 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Sse: 0 403 15 0 807 0 0 0 0 0 o user Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PJiF Adj: 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 PHF Volume: 0 438 16 0 877 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 1. 00 0.92 2 Final Vol.: 0 438 16 0 877 0 0 0 0 0 0 2 ------------1---------------ll---------------ll---------------ll---------------l Critical Gap Module: critical Gp:xxxxx xxxx xxxxx xxxxx xxxx x.xxxx xxxxx xxxx xxxxx xxxxx xxxx 6.9 FolloWUpTim :XXXXX XXXX XXXXX XXXXX xxxx XXXXX xxxxx. XXXX xxxxx XXXXX xxxx 3. 3 ------------l---------------ll---------------ll---------------ll---------------1 Capacity Module: cnflict Vol: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx: xxxx xxxxx xxxx xxxx 227 Potent Cap. : xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 782 MOve Cap.: X)tXX xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 782 Volume/ Cap : xxx.x xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0 • 0 0 ------------1---------------ll---------------ll---------------ll---------------1 Level Of Service Module: Queue: xxxxx xxxx :xxxxx. xxx.xx x.xx:x xxxxx xxxxx x.xxx xxx.xx xxx:xx xxxx 0. 0 stopped Del :xxxxx xxx.x x.xxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxx:xx xxxx 9. 6 LOS by Move : A Movement: LT -LTR -RT LT -LTR -RT LT -LTR -RT LT -LTR -RT Shared Cap. : xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd StpDel :~ xxxx xxxxx xxxxx. xxxx xxxxx xxxxx xxxx XXXXX xxxxx. xxxx xxxxx: Shared LOS : * * * * * * * * * * * * ApproachDel: 9.6 ApproachLOS : A Traffix 7. 7,1115 (c) 2004 Dowling Assoc. Licensed to LLG, SAN DIEGO, CA I J I • ' ' J • J I j l J ' ' l • Exist+Proj +Cumu PM Thu May 12, 2005 10:57:57 Page 3-1 Level Of Service Computation Report 2000 HCM Unsignalized Method (Base Volume Alternative) Intersection #1 carlsbad Boulevard/Project Driveway • * *** ... ** * * ** •• * * ••• * **. * * ••• **. ** •• * ** ••• *. * •• * * ** **. * •• * •• ** * * ** *. ****** * *. * •• Average Delay (sec/veh): 0.2 Worst Case Level Of Sezvice: B( 12.8] * * * * •• * *. * * * •• *. * * ••• *** ••••• *** •• ** ••••••• ** *. * * ** •• * •••••• * * * •• * * ** ••• *** ** * •• Street Name: Carlsbad Boulevard Project Driveway Approach: North Bound South Bound East Bound West Bound Movement: L T R L T - R L T R L T -R ------------l---------------ll---------------ll---------------ll---------------1 Control: uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 0 0 1 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 1 ------------1---------------ll---------------ll---------------ll---------------l Volume Module: Base Vol: o 1000 712 o 22: Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: o 1000 4 o 712 0 o o 0 0 0 22 User Adj: 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1.. 00 1. 00 1. 00 1. 00 1. 00 PHF Adj : 0. 92 0. 92 0, 92 0. 92 0. 92 0, 92 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 PHF volume; o 1087 4 o 774 o o a o o 24 Reduct Vol : o 0 0 0 0 0 0 Final Vol. : o 1087 4 o 774 o o o a o o 24 ------------l---------------ll---------------ll---------------ll---------------1 Critical Gap Module: Cr it ic::al Gp : xxxxx :xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx :xxxx 6 . 9 FollowUpTim:xxxxx :x:xxx xxxxx xxxxx xxxx XXJOPC xxxxx xxxx xxxxx xxxxx xxxx 3. 3 ------------1---------------ll---------------ll---------------ll---------------l Capacity Module: Cnflict Vol: xxxx x.xxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 546 Potent Cap. : xxxx x.xxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 487 Move Cap.: xxxx xxxx xxxxx xx.xx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 487 volume/Cap: xxxx xxxx xxxx x.xxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0. OS ------------1---------------ll---------------ll---------------ll---------------l Level Of Sezvice Module: Queue: xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 0. 2 Stopped Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 12.8 LOS by Move: B Movement: LT -LTR -RT LT -LTR -RT LT -LTR -RT LT -LTR -RT Shared Cap . : xxxx xxxx xxxxx xxxx xxxx xx.xxx xxxx :xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx :xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx. xxxxx xxxx xxxxx Shrd StpDel :xxxxx JOCXX xxxxx xxxxx xxxx xxxxx .xxxxx xxxx xxxxx xxxxx xxxx xxxxx. Shared LOS: • * * * * * * • • * * * ApproachDel : 12.8 ApproachLOS : B Traffix 7.7.1115 {c) 2004 Dowling Assoc. Licensed to LLG, SAN DIEGO, CA l • • • I ' • ' ll • I J I. J • J ' J I • l J I I • I ' I • • l I ll • Carlsbad Hampton Inn 1497 1 : Carlsbad Village Drive & Carlsbad Blvd Carlsbad Hampton Inn 1497 1 : Carlsbad Village Drive & Carlsbad Blvd 5/12/2005 Ex + Proj + Cum AM 5/12/2005 Ex + Proj + Cum AM ..)--... ., -'-Yl ~ t ~ '-. ~ .c/ Lane Graue EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Grou SBR Lane Configurations 'I To 'I 4' ., :! +to 'I +to Laf<f,Configuralions Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow (vphpl) 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total Lostllme (s) 4.0 Leading Detector (It) 50 50 50 50 50 50 50 50 50 50 Leading Detector (It) Trailing Detector (It) 0 0 0 0 0 0 0 0 0 0 Trailing Detector (ft) Turning Speed (mph) 15 9 15 9 9 15 9 15 Turning Speed (mph) 9 Satd. Aow (prot) 1770 1786 0 1681 1708 1583 0 1770 3387 0 1770 3536 Said. Aow (prot) 0 Fit Permitted 0.950 0.950 0.965 0.950 0.950 Fit Permitted Said. Flow (perm) 1770 1786 0 1681 1708 1583 0 1770 3387 0 1770 3536 Said. Aow (perm) 0 Right Turn on Red Yes Yes Yes Right Turn on Red Yes Said. Flow (RTOR) 12 90 38 Said. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Speed (mph) Link Distance (It) 288 950 855 570 Link Distance (It) Travel Time (s) 6.5 21.6 19.4 13.0 Travelllme (s) Volume (vph) 16 34 13 199 34 83 1 21 242 97 80 766 Volume (vph) 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 Lane Group Flow (vph) 17 51 0 123 130 90 0 24 368 0 87 837 Lane Group Flow (vph) 0 Turn Type Split Split Perm Split Split Split Turn Type Protected Phases 4 4 8 8 2 2 2 6 6 Protected Phases Permitted Phases 8 Permitted Phases Total Split (s) 36.0 36.0 0.0 36.0 36.0 36.0 35.0 35.0 35.0 0.0 36.0 36.0 Total Split (s) 0.0 Act Effct Green (s) 7.4 7.4 10.7 10.7 10.7 12.3 12.3 30.6 30.6 Act Effct Green (s) Actuated g/C Ratio 0.10 0.10 0.15 0.15 0.15 0.18 0.18 0.44 0.44 Actuated g/C Relic v/c Ratio 0.10 0.27 0.49 0.51 0.29 0.08 0.59 0.11 0.54 v/c Rallo Uniform Delay, d1 32.2 25.0 29.8 29.9 0.0 25.1 24.6 12.5 15.6 Uniform Delay, d1 Delay 36.0 29.4 31.8 31.7 8.1 29.6 26.3 18.0 19.0 Delay LOS 0 c c c A c c B B LOS Approach Delay 31.1 25.5 26.5 18.9 Approach Delay Approach LOS c c c B Approach LOS Intersection Summa~ Intersection Summa!): Area Type: Other Cycle Length: 143 Actuated Cycle Length: 69.8 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.59 Intersection Signal Delay: 22.5 Intersection LOS: C Intersection Capacity UUiization 50.1% ICU Level of Service A Splits and Phases: 1tl>2 "1'".a N:\1497\Analysis\ex + proj +cum am.sy6 Page 1 N:\1497\Analysis\ex + proj +cum am.sy6 Page2 LINSCOCOS5·FF51 LINSCOCOS5·FF51 l • • • • • a • l j • • j • • • • I J l I I I • • • • ' I I • I ' Carlsbad Hampton Inn 1497 2: Carlsbad Village Drive & State St Carlsbad Hampton Inn 1497 3: Carlsbad Village Drive & Jefferson St 5/12/2005 Ex + Proj + Cum AM 5/12/2005 Ex + Proj + Cum AM ...I' -... • -....... "\ t /' \. ~ ..; ...I' -... • -....... "\ t /' \. ~ ..; Lane Graue EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Graue EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations "! tf> "! tf> 4o 4o Lane Configurations "! tf> "! tf> 4o 4o Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (It) 50 50 50 50 50 50 50 50 Leading Detector (It) 50 50 50 50 50 50 50 50 Trailing Detector (It) 0 0 0 0 0 0 0 0 Trailing Detector (It) 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turning Speed (mph) 15 9 15 9 15 9 15 9 Satd. Aow (prot) 1770 3504 0 1770 3483 0 0 1805 0 0 1787 0 Satd. Aow (prot) 1770 3522 0 1770 3483 0 0 1736 0 0 1771 0 Fit Permitted 0.950 0.950 0.861 0.868 Fit Permitted 0.950 0.950 0.988 0.871 Satd. Flow (perm) 1770 3504 0 1770 3483 0 0 1591 0 0 1586 0 Satd. Flow (perm) 1770 3522 0 1770 3483 0 0 1721 0 0 1572 0 Right Turn on Red Yes Yes Yes Yes Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 7 12 3 8 Satd. Flow (RTOR) 3 13 22 15 Link Speed (mph) 30 30 30 30 Link Spead (mph) 30 30 30 30 Link Distance (It) 950 1140 570 570 Link Distance (It) 1140 361 570 570 Travel Time (s) 21.6 25.9 13.0 13.0 Travel Time (s) 25.9 8.2 13.0 13.0 Volume (vph) 19 297 20 10 381 44 30 29 4 41 40 13 Volume (vph) 34 402 13 44 503 60 3 19 20 65 62 38 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 21 345 0 11 462 0 0 69 0 0 102 0 Lane Group Flow (vph) 37 451 0 48 612 0 0 46 0 0 179 0 Turn Type Prot Prot Perm Perm Tum Type Prot Prot Perm Perm Protected Phases 7 4 3 8 6 Protected Phases 7 4 3 8 2 6 Permitted Phases 2 6 Permitted Phases 2 6 Total Split (s) 28.0 40.0 0.0 28.0 40.0 0.0 40.0 40.0 0.0 40.0 40.0 0.0 Totel Split (s) 28.0 40.0 0.0 28.0 40.0 0.0 40.0 40.0 0.0 40.0 40.0 0.0 Act Effct Green (s) 6.7 86.7 6.0 84.2 11.0 11.0 Act Effct Green (s) 7.5 76.2 8.3 76.9 15.6 15.6 Actuated g/C Ratio 0.06 0.80 0.06 0.78 0.10 0.10 Actuated g/C Ratio 0.07 0.71 0.08 0.71 0.14 0.14 v/c Ratio 0.19 0.12 0.11 0.17 0.42 0.60 vic Ratio 0.30 0.18 0.36 0.25 0.17 0.75 Uniform Delay, d1 51.4 3.0 52.9 3.6 43.5 42.7 Uniform Delay, d1 50.0 5.9 49.7 5.9 20.9 40.4 Delay 47.7 3.0 59.0 1.9 42.4 41.9 Delay 46.1 6.3 51.8 5.3 23.3 39.7 LOS D A E A D D LOS D A D A c D Approach Delay 5.6 3.2 42.4 41.9 Approach Delay 9.4 8.7 23.3 39.7 Approach LOS A A D D Approach LOS A A c D Intersection Summa!} Intersection Summa~ Area Type: Other Area Type: Other Cycle Length: 108 Cycle Length: 108 Actuated Cycle Length: 108 Actuated Cycle Length: 1 08 Offset: 0 (0%), Referenced to phase 4:EBT, Start of Green, Master Intersection Offset: 66 (61%), Referenced to phase 4:EBT, Start of Green Control Type: Actuated-Coordinated Control Type: Actuated..Coordlnated Maximum vic RaUo: 0.60 Maximum v/c RaUo: 0. 75 Intersection Signal Delay: 10.7 Intersection LOS: B lntersecUon Signal Delay: 13.5 Intersection LOS: B Intersection Capacity Utilization 31.9% ICU Level of Service A intersecUon Capacity Utllization 40.5% ICU Level of Service A Splits and Phases: 2: Carlsbad Village Drive & StaleSt Splits and Phases: 3: Carlsbad Village Drive & Jefferson St r· i'• ~: ~ r· ~: ~: f>~>-06 ....J-ol ~'*' o6 N:\1497\Analysis\ex + proj +cum am.sy6 Page3 N:\1497\Analyslslex + proj +cum am.sy6 Paga4 LINSCOCOS5-FF51 LINSCOCOS5-FF51 l I i l • l ' ' I • I I l j I j I • I ' a • I • I I ' ' t • Carlsbad Hampton Inn 1497 4: Carlsbad Village Drive & Harding St CarlsbadHampton Inn 1497 5: Carlsbad Village Drive & 1-5 SB Ramp 5/12/2005 Ex + Proj + Cum AM 5/12/2005 Ex+ Proj + Cum AM _.1--" '(" -'-~ t ~ '. ~ ~ _.1--" '(" -'-~ t ~ '. ~ ~ Lane Graul?: EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Graue EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR lane Copfigurations ' +t> ' +t> 4o 4o Lane Configurations +t> ' ++ 4o 7' Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (It) 50 50 50 50 50 50 50 50 Leading Detector (It) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Trailing Detector (fl) 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turning Speed (mph) 15 9 15 9 15 9 15 9 Satd. Flow (prot) 1770 3514 0 1770 3465 0 0 1726 0 0 1771 0 Said. Flow (prot) 0 3352 0 1770 3539 0 0 0 0 0 1606 1504 Fit Permitted 0.950 0.950 0.956 0.618 Fit Permitted 0.950 0.974 Satd. Flow (perm) 1770 3514 0 1770 3465 0 0 1660 0 0 1135 0 Said. Flow (perm) 0 3352 0 1770 3539 0 0 0 0 0 1606 1504 Right Turn on Red Yes Yes Yes Yes Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 5 19 48 5 Satd. Flow (RTOR) 102 37 195 Link Speed (mph) 30 30 30 30 Link Speed (mph) 30 30 30 30 Link Distance (ft) 361 713 570 570 Link Distance (ft) 713 437 412 405 Travel Time (s) 8.2 16.2 13.0 13.0 Travel Time (s) 16.2 9.9 9.4 9.2 Volume (vph) 16 461 22 136 591 98 20 60 81 107 21 15 Volume (vph) 0 443 239 198 654 0 0 0 0 84 1 249 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 17 525 0 148 749 0 0 175 0 0 155 0 Lane Group Flow (vph) 0 742 0 215 711 0 0 0 0 0 168 195 Turn Type Prot Prot Perm Perm Turn Type Prot Perm Perm Protected Phases 7 4 3 8 2 6 Protected Phases 4 3 8 6 Permitted Phases 2 6 Permitted Phases 6 6 Total Spilt (s) 29.0 43.0 0.0 29.0 43.0 0.0 36.0 36.0 0.0 36.0 36.0 0.0 Total Split (s) 0.0 42.0 0.0 35.0 77.0 0.0 0.0 0.0 0.0 31.0 31.0 31.0 Act Eifel Green (s) 6.2 63.8 13.4 79.0 18.8 18.8 Act Eifel Green (s) 63.8 18.4 86.2 13.8 13.8 Actuated g/C Rallo 0.06 0.59 0.12 0.73 0.17 0.17 Actuated g/C Ratio 0.59 0.17 0.80 0.13 0.13 v/c Ratio 0.17 0.25 0.67 0.29 0.53 0.77 v/c Ratio 0.37 0.71 0.25 0.71 0.54 Uniform Delay, d1 53.1 10.5 45.2 5.9 29.0 41.1 Uniform Delay, d1 9.7 42.3 2.7 34.9 0.0 Delay 64.6 11.1 37.4 4.7 27.7 40.0 Delay 9.7 43.3 3.6 34.1 5.8 LOS E B D A c D LOS A D A c A Approach Delay 12.8 10.1 27.7 40.0 Approach Delay 9.7 12.8 18.9 Approach LOS B B c D Approach LOS A B B Intersection Summa!l Intersection Summa!J:: Area Type: Other Area Type: Other Cycle Length: 108 Cycle Length: 1 08 Actuated Cycle Length: 108 Actuated Cycle Length: 108 Offset 72 (67%), Referenced to phase 4:EBT, Start of Green Offset 66 (61%), Referenced to phase 4:EBT, Start of Green Control Type: Actuated-Coordinated Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.77 Maximum v/c Ratio: 0. 71 Intersection Signal Delay: 15.3 Intersection LOS: B Intersection Signal Delay: 12.8 Intersection LOS: B Intersection Capacity Utilization 56.5% ICU level of Service A Intersection Capacity Utilization 54.2% ICU level of Service A Splits and Phases: 4: Carlsbad VIllage Drive & Harding St Spills and Phases: 5: Carlsbad VIllage Drive & 1-5 SB R amp ""'-f o2 '(" o3 -·4 • •3 1-.4 ~"'" •6 ..J-•7 1-.a i'~-•6 -.a N:\1497\Analysis\ex + proj +cum am.syS Page5 N:\ 1497\Analysis\ex + proj +cum am.sy6 Page6 LINSCOCOS5-FF51 LINSCOCOS5-FF51 ' • • ' • I I I j I j I J l • j • • • ' • I ' I I Carlsbad Hampton Inn 1497 6: Carlsbad Village Drive & 1-5 NB Ramp Carlsbad Hampton Inn 1497 7: Carlsbad Blvd & 5/12/2005 Ex + Proj + Cum AM 5/12/2005 Ex+ Proj + Cum AM _,I--• ('" -'-~ t ~ '. ! '*' ('" '-t ~ '. ~ Lane Grou~ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR lane Groue WBL WBR NBT NBR SBL SBT Lane Configurations 'i ++ +to .r 1' Lane Configurations 1' +to ++ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Aow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Turning Speed (mph) 15 9 9 15 Leading Detector (It) 50 50 50 50 50 50 Satd. Aow (prot) 0 1611 3522 0 0 3539 Trailing Detector (It) 0 0 0 0 0 0 Fit Permitted Turning Speed (mph) 15 9 15 9 15 9 15 9 Satd. Flow (perm) 0 1611 3522 0 0 3539 Satd. Flow (prot) 1770 3539 0 0 3433 0 0 1770 1563 0 0 0 Link Speed (mph) 30 30 30 Fit Permitted 0.950 0.950 Link Distance (It) 304 3230 855 Satd. Flow (perm) 1770 3539 0 0 3433 0 0 1770 1563 0 0 0 Travel Time (s) 6.9 73.4 19.4 Right Turn on Red Yes Yes Yes Yes Volume (vph) 0 2 403 15 0 807 Satd. Flow (RTOR) 31 155 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Link Speed (mph) 30 30 30 30 Lane Group Flow (vph) 0 2 454 0 0 877 Link Distance (It) 437 599 326 394 Sign Control Stop Free Free Travel Time (s) 9.9 13.6 7.4 9.0 Intersection Summary Volume (vph) 286 248 0 0 562 138 255 0 143 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Area Type: Other Lane Group Flow (vph) 311 270 0 0 761 0 0 277 155 0 0 0 Control Type: Unslgnallzed Turn Type Prot Prot Prot Intersection Capacity Utilization 27.6% ICU Level of Service A Protected Phases 7 4 8 5 2 Permilted Phases Total Split (s) 37.0 80.0 0.0 0.0 43.0 0.0 28.0 28.0 28.0 0.0 0.0 0.0 Act Effct Green (s) 23.8 76.0 48.2 24.0 24.0 Actuated g/C Ratio 0.22 0.70 0.45 0.22 0.22 v/cRatio 0.80 0.11 0.49 0.70 0.33 Uniform Delay, d1 39.8 5.1 20.2 38.7 0.0 Delay 54.8 4.5 21.6 40.2 5.8 LOS D A c D A Approach Delay 31.4 21.6 27.9 Approach LOS c c c Intersection Summar~ Area Type: Other Cycle Length: 108 Actuated Cycle Length: 108 Offset: 22 (20%), Referenced to phase 4:EBT, Start of Green Control Type: Actuated..Coordinated Maximum vic Ratio: 0.80 Intersection Signal Delay: 26.3 Intersection LOS: C Intersection Capacity Utilization 64.3% ICU Level of Service B Splits and Phases: 6: Carlsbad VIllage Drive & 1-5 NB Ramp 'f. o2 -·4 ~ o5 _,I-o7 1+-.a N:\1497\Analysis\ex + proj +cum am.sy6 Page7 N:\1497\Analysis\ex .. proj +cum am.sy6 PageS LINSCOCOS5-FF51 LINSCOCOS5-FF51 ' j l • • l I l I ' ' l. ' I j l J • j • j ' I I • ' • • • I ' • l ' Carlsbad Hampton Inn 1497 8: Pine Avenue & Carlsbad Blvd Carlsbad Hampton Inn 1497 8: Pine Avenue & Carlsbad Blvd 5/12/2005 Ex+ Proj + Cum AM 5/12/2005 Ex+ Proj + Cum AM .,.1--....... ., -'-"' t ,; ~ \. ~ ~ Lane Groue EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Groue SBR B4 Lane Configurations 'I , +t> 11 ++ La+fConfiguratlons Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow (vphpl) 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total Lost Time (s) 4.0 Leading Detector (It) 50 50 50 50 50 50 Leading Detector (ft) Trailing Detector (ft) 0 0 0 0 0 0 Trailing Detector (It) Turning Speed (mph) 15 9 15 9 15 9 9 15 Turning Speed (mph) 9 Satd. Flow (prot) 0 0 0 1770 0 1563 0 3525 0 0 1770 3539 Satd. Flow (prot) 0 Fit Permitted 0.950 0.950 Fit Permitted Satd. Flow (perm) 0 0 0 1770 0 1583 0 3525 0 0 1770 3539 Satd. Flow (perm) 0 Right Turn on Red yes Yes Yes Right Turn on Red Yes Satd. Flow (RTOR) 30 2 Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Speed (mph) Link Distance (ft) 197 1046 3054 274 Link Distance (It) Travel Time (s) 4.5 23.8 69.4 6.2 Travel Time (s) Volume (vph) 0 0 0 41 0 28 0 367 10 9 39 756 Volume (vph) 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 Lane Group Flow (vph) 0 0 0 45 0 30 0 410 0 0 52 824 Lane Group Flow (vph) 0 Turn Type custom custom Prot Prot Turn Type Protected Phases 2 1 1 6 Protected Phases 4 Permitted Phases 8 8 Permitted Phases Total Split (s) 0.0 0.0 0.0 41.0 0.0 41.0 0.0 50.0 0.0 34.0 34.0 84.0 Total Split (s) o.o 41.0 Act Effct Green (s) 8.3 8.3 80.8 8.6 91.7 ActEffct Green (s) Actuated g/C Ratio 0.08 0.08 0.77 0.08 0.87 Actuated g/C Ratio v/c Ratio 0.33 0.20 0.15 0.36 0.27 vic Ratio Uniform Delay, d1 47.6 0.0 3.8 47.5 1.4 Uniform Delay, d1 Delay 41.4 14.8 4.6 41.2 1.6 Delay LOS D B A 0 A LOS Approach Delay 30.8 4.6 4.0 Approach Delay Approach LOS c A A Approach LOS Intersection Summa!l: Intersection Summa!): Area Type: Other Cycle Length: 125 Actuated Cycle Length: 105.6 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.36 Intersection Signal Delay: 5.6 Intersection LOS: A intersection Capacity Utilization 32.8% ICU Level of Service A Splits and Phases: 8: Pine Avenue & Carlsbad Blvd 1~: I f o2 ·J·· ~ 4 j .a N:\1497\Analysis\ex + proj +cum am.sy6 Page9 N:\1497\Analysls\ex + proj +cum am.sy6 Page 10 LINSCOCOS5-FF51 LINSCOCOS5-FF51 • j I • I • l I • ' • I • l J I j I • I • ' I • I I I I I • • Carlsbad Hampton Inn 1497 9: Tamarack Ave & Carlsbad Blvd 5/12/2005 Ex + Proj + Cum AM .,J-~ ., -'-~ t ~ \. ! ~ -Lane Graue EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR lane Configurations <t fl "i t> "i tt. "i ++ fl Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Oetector (ft) 50 50 50 50 50 50 50 50 50 50 Trailing Oetector (It) 0 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Satd. Flow (prot) 0 1816 1583 1770 1675 0 1770 3466 0 1770 3539 1583 Fit Permitted 0.975 0.950 0.950 0.950 Satd. Flow (perm) 0 1816 1583 1770 1675 0 1770 3468 0 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 33 72 12 32 Link Speed (mph) 30 30 30 30 Link Distance (It) 624 2992 1232 3230 Travel T(me (s) 14.2 68.0 28.0 73.4 Volume (vph) 17 16 30 265 39 79 27 238 36 57 857 38 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 0 35 33 288 128 0 29 298 0 62 932 41 Turn Type Split Perm Split Prot Prot Perm Protected Phases 4 4 8 8 5 1 6 Permitted Phases 4 6 Total Split (s) 37.0 37.0 37.0 37.0 37.0 0.0 25.0 36.0 0.0 25.0 36.0 36.0 Act Effct Green (s) 7.1 7.1 17.2 17.2 7.0 36.5 8.2 39.5 39.5 Actuated g/C Ratio 0.09 0.09 0.23 0.23 0.09 0.48 0.10 0.52 0.52 v/c Ratio 0.21 0.19 0.71 0.29 0.19 0.18 0.34 0.50 0.05 Uniform Delay, d1 36.4 0.0 29.2 11.1 37.7 11.8 36.2 13.6 2.2 Oelay 38.2 14.6 27.7 13.1 39.6 16.3 36.7 16.8 9.0 LOS D B c B D B D B A Approach Delay 26.8 23.2 18.4 17.7 Approach LOS c c B B Intersection Summa!X Area Type: other Cycle Length: 135 Actuated Cycle Length: 75.4 Control Type: Semi Act-Uncoord Maximum vic Ratio: 0.71 Intersection Signal Delay: 19.4 Intersection LOS: B Intersection Capacity Utilization 61.7% ICU Level of Service B Splits and Phases: 9: Tamarack Ave & Carlsbad Blvd !~ .. :~l •2 r· lv .a ~ ~ o5 o6 ],:: N:\1497\Analysis\ex + proj +cum am.sy6 Page 11 LINSCOCOS5-FF51 • I l • I I l I l j • J I I l I • J l • l J • • I I I • l J I • ' ' Carlsbad Hampton Inn 1497 1: Carlsbad Village Drive & Carlsbad Blvd Carlsbad Hampton Inn 1497 1 : Carlsbad Village Drive & Carlsbad Blvd 5/12/2005 Ex + Proj + Cum PM 5/12/2005 Ex + Proj + Cum PM ...}--" ('" -"-fl ...... t ~ \., ~ .cl Lane Grou~ EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Grou SBR lane Configurations "' ft "' <f , II +to "' +to Latf,Conflguratlons Ideal Flow (vphpl} 1goo 1goo 1goo 1gOQ 1goo 1goo 1900 1900 1goo 1goo 1900 1goo Ideal Aow (vphpl) 1goo Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total Lost Time (s) 4.0 Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 Leading Detector (It) Trailing Detector (It) 0 0 0 0 0 0 0 0 0 0 Trailing Detector (It) Turning Speed (mph) 15 9 15 9 g 15 g 15 Turning Speed (mph) 9 Said. Flow (prot) 1770 1801 0 1681 1738 1583 0 1770 3383 0 1770 3514 Satd. Flow (prot) 0 Fit PermUted o.g5o 0.950 0.982 o.goo 0.950 Fit Permitted Satd. Flow (perm) 1770 1801 0 1681 1738 1583 0 1770 3383 0 1770 3514 Satd. Flow (perm) 0 Right Turn on Red Yes Yes Yes Right Turn on Red Yes Satd. Flow (RTOR) g 146 40 3 Said. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Speed (mph} Link Distance (It) 288 950 855 570 Link Distance (ft) Travel Time (s) 6.5 21.6 19.4 13.0 Travel Time (s) Volume (vph) 40 106 30 248 11g 134 g 40 795 330 173 607 Volume (vph) 31 Peak Hour factor o.g2 0.92 0.92 0.92 0.92 0.92 o.g2 o.g2 0.92 o.g2 0.92 o.g2 Peak Hour Factor 0.92 Lane Group Flow (vph} 43 148 0 1g4 205 146 0 53 1223 0 188 694 Lane Group Flow (vph} 0 Turn Type Split Split Perm Split Spill Spill Tum Type Protected Phases 4 4 8 8 2 2 2 6 6 Protected Phases Permitted Phases 8 Permitted Phases Total Split (s} 36.0 36.0 0.0 36.0 36.0 36.0 35.0 35.0 35.0 0.0 36.0 36.0 Total Split (s) 0.0 Act Effct Green (s) 13.3 13.3 17.6 17.6 17.6 31.g 31.9 25.g 25.9 Act Effct Green (s) Actuated g/C Ratio 0.13 0.13 0.17 0.17 0.17 0.30 0.30 0.25 0.25 Actuated g/C Ratio vic Ratio 0.19 0.63 0.6g 0.70 0.38 0.10 1.16 0.43 0.80 vic Ratio Uniform Delay, d1 4o.g 40.6 41.0 41.1 0.0 26.1 35.1 33.1 36.7 Un~orm Delay, d1 Delay 44.4 43.3 42.8 42.g 6.8 33.1 122.1 35.5 38.2 Delay LOS D D D D A c F D D LOS Approach Delay 43.6 33.2 118.4 37.6 Approach Delay Approach LOS D c F D Approach LOS Intersection Summa!l: Intersection Summa~ Area Type: Other Cycle Length: 143 Actuated Cycle Length: 105.2 Control Type: Semi Act .. uncoord Maximum v/c Ratio: 1.16 Intersection Signal Delay: 72.8 Intersection LOS: E Intersection Capacity Utilization 78.0% ICU Level of Service C Splits and Phases: 1: Carlsbad VIllage Drive & Car1sbad Blvd !1t •2 l~.s !4.4 ,., .a J ¥5 N:\14g7\Analysis\ex + proj +cum pm.sy6 Page1 N:\1497\Analysls\el< .. proj +cum pm.sy6 Page2 LINSCOCOS5-FF51 LINSCOCOS5-FF51 l j ' ' ' J I I I I I I I I • • I ' ' I ' • l • ' ' ' Carlsbad Hampton Inn 1497 2: Carlsbad Village Drive & State St Carlsbad Hampton Inn 1497 3: Carlsbad Village Drive & Jefferson St 5/12/2005 Ex + Proj + Cum PM 5/12/2005 Ex + Proj + Cum PM ...}--~ .,.----\... ~ t /'" \.. ~ ..' ...}-~ .,.----\... ... t /'" \.. ~ ..' -LaneGrou~ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Grou~ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'I +to 'I +to 4t 4t Lane Configurations "' +to 'I +to 4t 4t Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost llme (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total Lost llme (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (!I) 50 50 50 50 50 50 50 50 Leading Oetector (fl) 50 50 50 50 50 50 50 50 Trailing Detector (It) 0 0 0 0 0 0 0 0 Trailing Detector (fl) 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turning Speed (mph) 15 9 15 9 15 9 15 9 Said. Row (prot) 1770 3507 0 1770 3472 0 0 1785 0 0 1776 0 Satd. Flow (prot) 1770 3529 0 1770 3483 0 0 1753 0 0 1758 0 Fit Permitted 0.950 0.950 0.871 0.801 Fit Permitted 0.950 0.950 0.990 0.807 Said. Flow (perm) 1770 3507 0 1770 3472 0 0 1580 0 0 1459 0 Said. Flow (perm) 1770 3529 0 1770 3483 0 0 1739 0 0 1458 0 Right Turn on Red Yes Yes Yes Yes Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 6 15 12 10 Said. Flow (RTOR) 2 12 29 14 Link Speed (mph) 30 30 30 30 Link Speed (mph) 30 30 30 30 Link Distance (ft) 950 1140 570 570 Link Distance (ft) 1140 361 570 570 Travelllme (s) 21.6 25.9 13.0 13.0 Travelllme (s) 25.9 8.2 13.0 13.0 Volume (vph) 63 621 38 29 505 72 39 60 23 85 53 27 Volume (vph) 69 931 17 50 672 78 3 34 27 151 64 61 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 68 716 0 32 627 0 0 132 0 0 179 0 Lane Group Flow (vph) 75 1030 0 54 815 0 0 69 0 0 300 0 Turn Type Prot Prot Perm Perm Turn Type Prot Prot Perm Perm Protected Phases 7 4 3 8 2 6 Protected Phases 7 4 3 8 2 6 Permitted Phases 2 6 Permitted Phases 2 6 Total Split (s) 28.0 40.0 0.0 28.0 40.0 0.0 40.0 40.0 0.0 40.0 40.0 0.0 Total Split (s) 28.0 40.0 0.0 28.0 40.0 0.0 40.0 40.0 0.0 40.0 40.0 0.0 Act Eifel Green (s) 9.2 78.2 7.0 71.9 16.8 16.8 Act Eifel Green (s) 9.4 63,7 8.7 63.2 25.5 25.5 Actuated g/C Ratio 0.09 0.72 0.06 0.67 0.16 0.16 Actuated g/C Ratio 0.09 0.59 0.08 0.59 0.24 0.24 v/c Ratio 0.45 0.28 0.28 0.27 0.52 0.76 v/c Ratio 0.49 0.49 0.38 0.40 0.16 0.85 Uniform Delay, d1 48.0 6.0 51.6 7.5 37.9 41.1 Uniform Oelay, d 1 48.1 13.3 48.1 12.4 18.7 37.4 Delay 46.3 6.7 73.3 3.0 36.7 40.3 Delay 43.6 20.7 56.0 11.4 18.5 36.5 LOS D A E A D D LOS D c E 6 B D Approach Oelay 10.1 6.4 36.7 40.3 Approach Oelay 22.2 14.1 18.5 36.5 Approach LOS B A D D Approach LOS c B B D Intersection Summa!]: Intersection Summa~ Area Type: Other Area Type: Other Cycle Length: 108 Cycle Length: 108 Actuated Cycle Length: 108 Actuated Cycle Length: 108 Offset: 0 (0%), Referenced to phase 4:EBT, Start of Green, Master Intersection Offset: 66 (61%), Referenced to phase 4:E6T, Start of Green Control Type: Actuated-Coordinated Control Type: Actuated..Coordinated Maximum v/c Rallo: 0.76 Maximum v/c Ratio: 0.85 Intersection Signal Delay: 13.8 Intersection LOS: B Intersection Signal Delay: 20.9 Intersection LOS: C Intersection Capacity Utilization 49.9% ICU Level of Service A Intersection Capacity Utilization 65.4% ICU Level of Service 6 Splits and Phases: 2: Carlsbad Village Drive & State St S I pi ts and Phases: 3 C I dVIII : arsba a e OJ &J If rve e erson s I l"f' z2 .,.--•3 ~o4 I~ .2 .,.--•3 -·4 ~,.. o6 ~ o7 -o8 ~.s ...}-•7 -oB N:\1497\Analysis\ex + proj +cum pm.sy6 Page3 N:\1497\Analysis\ex + proj +cum pm.sy6 Pa9e4 LINSCOCOS5-FF51 LINSCOCOS5-FF51 • • ' • I I • • • • I I I j l ' ' • J j ' I ' • • l j Carlsbad Hampton Inn 1497 4: Carlsbad Village Drive & Harding St Carlsbad Hampton Inn 1497 5: Carlsbad Village Drive & 1-5 SB Ramp 5/12/2005 Ex + Proj + Cum PM 5/12/2005 Ex + Proj + Cum PM .,;. -"' .f -...... ~ t ~ \. ~ ./ .,;. -"' .f -...... ~ t ~ \. ~ ./ Lane Grou~ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LaneGrou~ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR lane Configurations "' +t> "' +To 4> 4> Lane Configurations +t> "' ++ 4> ., Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (It) 50 50 50 50 50 50 50 50 Leading Detector (It) 50 50 50 50 50 50 Trailing Detector (It) 0 0 0 0 0 0 0 0 Trailing Detector (It) 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turning Speed (mph) 15 9 15 9 15 9 15 9 Satd. Flow (prot) 1770 3522 0 1770 3476 0 0 1744 0 0 1785 0 Said. Aow (prot) 0 3391 0 1770 3539 0 0 0 0 0 1613 1504 Fit Permitted 0.950 0.950 0.932 0.490 Fit Permitted 0.950 0.972 Satd. Flow (perm) 1770 3522 0 1770 3476 0 0 1637 0 0 908 0 Satd. Flow (perm) 0 3391 0 1770 3539 0 0 0 0 0 1613 1504 Right Turn on Red Yes Yes Yes Yes Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 4 16 35 2 Said. Flow (RTOR) 59 31 249 Link Speed (mph) 30 30 30 30 Link Speed (mph) 30 30 30 30 Link Distance (ft) 361 713 570 570 Link Distance (ft) 713 437 412 405 Travel Time (s) 8.2 16.2 13.0 13.0 Travel Time (s) 16.2 9.9 9.4 9.2 Volume (vph) 23 922 32 120 738 103 34 102 100 196 47 9 Volume (vph) 0 911 357 171 705 0 0 0 0 145 1 419 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 25 1037 0 130 914 0 0 257 0 0 274 0 Lane Group Flow (vph) 0 1378 0 186 766 0 0 0 0 0 271 343 Turn Type Prot Prot Perm Perm Turn Type Prot Perm Perm Protected Phases 7 4 3 8 6 Protected Phases 4 3 8 Permitted Phases 2 6 Permitted Phases 6 6 Total Split (s) 29.0 43.0 0.0 29.0 43.0 0.0 36.0 36.0 0.0 36.0 36.0 0.0 Total Split (s) 0.0 42.0 0.0 35.0 77.0 0.0 0.0 0.0 0.0 31.0 31.0 31.0 Act Eifel Green (s) 6.8 51.1 13.0 63.2 32.0 32.0 Act Effct Green (s) 58.4 16.7 79.1 20.9 20.9 Actuated g/C RaUo 0.06 0.47 0.12 0.59 0.30 0.30 Actuated g/C Ratto 0.54 0.15 0.73 0.19 0.19 vic Ratio 0.23 0.62 0.61 0.45 0.50 1.01 vic Ratio 0.74 0.68 0.30 0.80 0.70 unnorm Delay. d1 51.6 21.2 45.1 13.7 26.8 37.7 unnorm Delay, d1 18.0 43.1 4.9 36.6 10.4 Delay 66.0 14.7 36.6 12.3 27.5 84.7 Delay 18.8 45.5 5.7 36.0 11.1 LOS E B D B c F LOS B D A D B Approach Delay 15.9 15.3 27.5 84.7 Approach Delay 18.8 13.5 22.1 Approach LOS B B c F Approach LOS B B c Intersection Summa~ Intersection Summa!:X Area Type: Other Area Type: Other Cycle Length: 108 Cycle Length: 108 Actuated Cycle Length: 108 Actuated Cycle Length: 108 Offset: 72 (67%), Referenced to phase 4:EBT, Start of Green Offset: 66 (61%). Referenced to phase 4:EBT, Start of Green Control Type: Actuated~oordinated Control Type: Actuated-Coordinated Maximum v/c Ratio; 1.01 Maximum v/c RaUo: 0.80 Intersection Signal Delay: 24.0 Intersection LOS: C Intersection Signal Delay: 17.8 Intersection LOS: B Intersection Capacity Utilization 79.0% ICU Level of Service C Intersection Capacity Utilization 78.2% ICU Level of Service C Splits and Phases: 4: Carlsbad Village Drive & Harding St s plits and Phases: 5: c ansbad VII 15S I age Dove& -BRamp <4.t.2 .f oJ -·4 .f eJ 1-•4 ~.s ...J. ol r-oB '¢'1o-e6 -.a N:\1497\Analysis\ex + proj +cum pm.sy6 Page 5 N:\1497\Analysis\ex + proj +cum pm.sy6 PageS LINSCOCOS5-FF51 LINSCOCOS5-FF51 ' I • ' • J I I I j l J I I I J • • i l J • I ' j ' J Carlsbad Hampton Inn 1497 6: Carlsbad Village Drive & 1-5 NB Ramp Carlsbad Hampton Inn 1497 7: Carlsbad Blvd & 5/12/2005 Ex + Pro] + Cum PM 5/12/2005 Ex + Proj + Cum PM ..,1--.. " -'-~ t ~ \. ! -cl " '-t ~ \. ! Lane Groue: EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Graue WBL WBR NBT NBR SBL SBT Lane Configurations 'I t+ +to .,. ., Lane Configurations ., +to .... Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Losl Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Turning Speed (mph) 15 9 9 15 Leading Detector (ft) 50 50 50 50 50 50 Satd. Flow (prot) 0 1611 3536 0 0 3539 Trailing Detector (It) 0 0 0 0 0 0 Fit Permitted Turning Speed (mph) 15 9 15 9 15 9 15 9 Satd. Flow (perm) 0 1611 3536 0 0 3539 Said. Flow (prot) 1770 3539 0 0 3430 0 0 1788 1583 0 0 0 Link Speed (mph) 30 30 30 Fit Permitted 0.950 0.960 Link Distance (ft) 304 3230 855 Satd. Flow (perm) 1770 3539 0 0 3430 0 0 1788 1583 0 0 0 Travel lime (s) 6.9 73.4 19.4 Right Turn on Red Yes Yes Yes Yes Volume (vph) 0 22 1000 4 0 712 Satd. Flow (RTOR) 34 216 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Link Speed (mph) 30 30 30 30 Lane Group Flow (vph) 0 24 1091 0 0 774 Link Distance (ft) 437 599 326 394 Sign Control Stop Free Free Travel Time (s) 9.9 13.6 7.4 9.0 Intersection ·summary Volume (vph) · 539 757 0 0 596 155 263 52 199 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Area Type: Other Lane Group Flow (vph) 586 823 0 0 816 0 0 343 216 0 0 0 Control Type: Unsignalized Turn Type Prot Prot Prot Intersection Capacity Utilization 40.2% ICU Level of Service A Protected Phases 7 4 8 5 2 Permitted Phases Total Split (s) 37.0 80.0 0.0 0.0 43.0 0.0 28.0 28.0 28.0 0.0 o.o 0.0 Act Eifel Green (s) 33.0 76.0 39.0 24.0 24.0 Actuated g/C Ratio 0.31 0.70 0.36 0.22 0.22 vic Ratio 1.08 0.33 0.65 0.86 0.42 Uniform Delay, d1 37.5 6.2 27.4 40.4 0.0 Delay 96.0 8.1 27.8 51.2 5.0 LOS F A c D A Approach Delay 44.7 27.8 33.4 Approach LOS D c c Intersection Summa!): Area Type: Other Cycle Length: 108 Actuated Cycle Length: 108 Offset: 22 (20%), Referenced to phase 4:EBT, Start of Green Control Type: Actuated ..Coordinated Maximum v/c Ratio: 1.08 Intersection Signal Delay: 37.5 Intersection LOS: 0 Intersection Capacity Utilization 84.5% ICU Level of Service D Splits and Phases: h: N:l 1497\Analysis\ex + pro] + cum pm.sy6 Page? N:\ 1497\Analysls\ex + pro] + cum pm .sy6 Page 8 LINSCOCOS5-FF51 LINSCOCOS5-FF51 • ' l • • J l J • ' I • I l j I I I • I I • l • I I • • • • l J l J • j Car1sbad Hampton Inn 1497 8: Pine Avenue & Car1sbad Blvd Carlsbad Hampton Inn 1497 8: Pine Avenue & Carlsbad Blvd 5/12/2005 Ex + Proj + Cum PM 5/12/2005 Ex + Proj + Cum PM __,. -.. .. -'-"' t ,.. IJ. ',. ! ~ Lane Groue: EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Graue SBR 1!14 Lane Configurations "' ., 1t!c li 1st! La+fConflgurations Ideal Aow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Aow (vphpl) 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total Lost Time (s) 4.0 Leading Detector (ft) 50 50 50 50 50 50 Leading Detector (ft) Trailing Detector (It) 0 0 0 0 0 0 Trailing Detector (It) Turning_ Speed (mph) 15 9 15 9 15 9 9 15 Turning Speed (mph) 9 Satd. Flow (prot) 0 0 0 1770 0 1583 0 3529 0 0 1770 3539 Said. Aow (prot) 0 Fit Permitted 0.950 0.950 Fit Permitted Satd. Aow (perm) 0 0 0 1770 0 1583 0 3529 0 0 1770 3539 Satd. Flow (perm) 0 Right Turn on Red Yes Yes Yes RlghtTurn on Red Yes Said. Flow (RTOR) 40 2 Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Speed (mph) Link Distance (It) 312 1046 3054 274 Link Distance (It) Travel Time (s) 7.1 23.8 69.4 6.2 Travel Time (s) Volume (vph) (} 0 0 17 0 37 0 991 20 2 44 664 Volume (vph) 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Peak Hour Factor 0.92 Lane Group Flow (vph) 0 0 0 18 0 40 0 1099 0 0 50 722 Lane Group Flow (vph) 0 Turn Type custom custom Prot Prot Turn Type Protected Phases 2 1 1 6 Protected Phases 4 Permitted Phases 8 8 Permitted Phases Total Split (s) 0.0 0.0 0.0 33.0 0.0 33.0 0.0 66.0 0.0 26.0 26.0 92.0 Total Split (s) 0.0 33.0 Act Effct G<een (s) 6.8 6.8 88.1 8.6 99.0 Act Eifel G<een (s) Actuated giC Ratio 0.06 0.06 0.79 0.08 0.89 Actuated g/C Rafio v/c Ratio 0.17 0.30 0.39 0.37 0.23 v/c Ratio Uniform Delay, d1 51.2 0.0 4.1 50.5 1.1 Uniform Delay, d1 Delay 45.4 14.7 4.9 44.3 1.2 Delay LOS D B A D A LOS Approach Delay 24.2 4.9 4.0 Approach Delay Approach LOS c A A Approach LOS Intersection Summa!l: intersection Summar~ Area Type: Other Cycle Length: 125 Actuated Cycle Length: 111.3 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.3g Intersection Signal Delay: 5.1 Intersection LOS: A Intersection Capacity Utilization 40.5% ICU Level of Service A Splits and Phases: 8: Pine Avenue & Carlsbad Blvd !~'' I t o2 1~: ~ ! •6 N:\1497\Analysis\ex + proj +cum pm.sy6 Page9 N:\1497\Analysis\ex + proj +cum pm.sy6 Page 10 t..INSCOCOS5-FF51 LINSCOCOS5-FF51 ' j ' I • • ' J ' • ' ' l I I • l • l • I j ' I l • I J • I • • ' ' t j Carlsbad Hampton Inn 1497 9: Tamarack Ave & Carlsbad Blvd 5/12/2005 Ex + Proj + Cum PM ~ -~ "'" -'-" t ~ \. + ./ lane GrOUE! EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 '(I 'I f> 'I tfo 'I ++ '(I Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total LostTime (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (It) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (It) 0 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Satd. Flow (prot) 0 1809 1583 1770 1641 0 1770 3437 0 1770 3539 1583 Fit Permitted 0.971 0.950 0.950 0.950 Satd. Flow (perm) 0 1809 1583 1770 1641 0 1770 3437 0 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 63 132 20 109 Link Speed (mph) 30 30 30 30 Link Distance (It) 624 2992 1232 3230 Travel Time (s) 14.2 68.0 28.0 73.4 Volume (vph) 53 35 58 150 32 121 63 1055 250 115 538 100 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 0 96 63 163 167 0 68 1419 0 125 585 109 Turn Type Split Perm Split Prot Prot Perm Protected Phases 4 4 8 8 5 1 6 Permitted Phases 4 6 Total Split (s) 37.0 37.0 37.0 37.0 37.0 0.0 25.0 36.0 0.0 25.0 36.0 36.0 Act Effct Green (s) 9.6 9.6 12.6 12.6 8.6 38.0 11.0 40.3 40.3 Actuated g/C Ratio 0.11 0.11 0.15 0.15 0.10 0.46 0.13 0.4g 0.49 v/c Ratio 0.47 0.27 0.61 0.46 0.38 0.89 0.55 0.34 0.13 Uniform Delay, d1 36.2 0.0 33.7 6.6 36.6 21.2 35.7 13.8 0.0 Delay 35.9 10.3 33.1 10.1 37.1 57.5 34.7 17.1 4.3 LOS D B c B D E c. B A Approach Delay 25.8 21.5 56.6 18.1 Approach LOS c c E B Intersection Summa~ Area Type: Other Cycle Length: 135 Actuated Cycle Length: 82.7 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.89 Intersection Signal Delay: 39.4 Intersection LOS: D Intersection Capacity UtiliZation 75.8% ICU Level of Service C s >Piits and p hases: 9 T : amarackAve &Crib dB a s a IV \. ., t •2 ../.. •4 IV .a ~ o5 i o6 N:\1497\Analysls\ex + proj +cum pm.sy6 Page 11 LINSCOCOS5-FF51 ... - - - - ... - ----.... -- - - • --LINSCOTI, LAW & GREENSPAN, engineers APPENDIXF COUNTY OF SAN DIEGO ROADWAY CAPACITY LLG Ref. 3-04-1497 Carlsbad Hampton Inn ,'\:\1..197;R('port\AppentU.o,; C1.1ver 1497.thn· - - -- - -- --- -- - • ... County of San Diego DRAFT August 11, 1998 TABLEt AVERAGE DAILY VEHICLE TRIPS CIRCULATION ELEMENT LEVEL OF SERVICE ROADS CLASS X-SECTION A B c D E Expressway 126/146 <36,000 <54,000 <70,000 <86,000 <108,000 Prime Arterial 1021122 <22,200 <37,000 <44,600 <50,000 <57,000 Major Road 78/98 <14,800 <24,700 <29,600 <33,400 <37,000 Collector 64/84 <13,700 <22,800 <27,400 <30,800 <34,200 Town Collector 54174 <3,000 <6,000 <9,500 <13,500 <19,000 Light Collector 40/60 <1,900 <4,100 <7,100 <10,900 <16,200 Rural Collector 40/84 <1,900 <4,100 <7,100 <10,900 <16,200 Rural Light 40/60 <1,900 <4,100 <7,100 <10,900 <16,200 Collector Recreational 40/100 <1,900 <4,100 <7,100 <10,900 <16,200 Parkway Rural Mountain 401100 <1,900 <4,100 <7,100 <10,900 <16,200 NON-CffiCULATION LEVEL OF SERVICE ELEMENT ROADS CLASS X-SECTION A B c D E Residential 40/60 * * <4,500 * * Collector Residential 36/56 * * <1,500 * * Road Residential 32/52 * * <200 * * Cul-de-sac or Loop Road * Levels of service are not applicable to residential streets since their primary purpose is to serve abutting lots, not carry through traffic. Levels of service normally apply to roads carrying through traffic between major trip generators and attractors . S:\Roadway Capacity\SD County.doc