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HomeMy WebLinkAboutCT 05-19; CARLSBAD MEDICAL VILLAGE; TRAFFIC STUDY; 2005-07-11LINSCOTT LAW & GREENSPAN engineers TRAFFIC IMPACT ANALYSIS CARLSBAD MEDICAL VILLAGE City of Carlsbad, Califomia July 11,2005 Prepared for: Goldentop Development I, LLC 9225 Dowdy Drive, Suite 106 San Diego, Califomia 92126 LLG Ref. 3-05-1559 Prepared by: Under the Supervision of: Linscott Law & Norene Pen, PE John Boarman, PE Greenspan, Engineers Transportation Engineerin Principle 4542 Ruffner street Suite 100 San Diego, CA 92111 858.300.8800 T 858.300.8810 F www.llgengireers.com TABLE OF CONTENTS SECTION PAGE 1.0 Introduction 1 2.0 Project Description 2 2.1 Project Location 2 2.2 Project Description 2 3.0 Existing Conditions 3 3.1 Existing Street Network 3 3.2 Existing Traffic Volumes 3 4.0 Analysis Approach and Methodology 5 4.1 Intersections 5 4.2 Sti-eet Segments 5 5.0 Significance Criteria 6 6.0 Analysis of Existing Conditions 7 6.1 Peak Hour Intersection Levels of Service 7 6.2 Segment Levels of Service 7 7.0 Cumulative Projects 10 7.1 Description of Proj ects 10 7.2 Simmiary of Cumulative Projects Trips 10 8.0 Trip Generation/Distribution/Assignment 11 8.1 Trip Generation 11 8.2 Trip Distribution/Assignment 11 9.0 Analysis of Future Scenarios 12 9.1 Existing -f Project 12 9.1.1 Intersection Analysis 12 9.1.2 Segment Operations 12 9.2 Existing + Proj ect -f Cumulative Proj ects 12 9.2.1 Intersection Analysis 12 9.2.2 Segment Operations 12 9.3 Year 2030 Segment Analysis 12 9.3.1 Year 2030 Traffic Volumes 12 10.0 Congestion Management Program Compliance 16 LINSCOTT, LAW & GREENSPAN, eng/neere , LLG Ref. 3-05-1559 i Carlsbad Medical Village N.\155<)\Rroort\l S59jp.doc TABLE OF CONTENTS (CON'T) SECTION PAGE 11.0 Vehicular and Pedestrian Access 17 11.1 Vehicular Access 17 11.2 Pedestrian Assessment 17 12.0 Significance of Impacts and Mitigation Measures 18 12.1 Significance of Impacts 18 12.1.1 Direct Impacts 18 12.1.2 Cumulative Impacts 18 12.2 Mitigation Measure 18 APPENDICES APPENDIX A. Intersection Count Sheets B. Cumulative Project Assignment Worksheets C. Intersection Capacity Utilization Worksheets D. SANTEC/ITE Roadway Classificafion Table & 2030 SANDAG Traffic Volumes LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-05-1559 Carlsbad Medical Village N:M55!)\Rsport\1559_rpt.doc LIST OF FIGURES SECTION—FIGURE # FOLLOWING PAGE 1-1 Vicinity Map 1 1-2 Project Area Map 1 2- 1 Site Plan 2 3- 1 Existing Conditions Diagram 4 3-2 Existing Traffic Volumes 4 7- 1 Cumulative Projects Traffic Volumes 10 8- 1 Project TraflBc Distiibution 11 8-2 Project Traffic Volumes 11 9- 1 Existing + Project Traffic Volumes 12 9-2 Existing + Project + Cumulative Projects Traffic Volumes 12 LIST OF TABLES SECTION—TABLE # PAGE Table 3-1 Existing Average Daily Traffic Volumes 4 Table 6-1 Intersection Operations 8 Table 6-2 Peak Hour Street Segment Operations 9 Table 7-1 Project Trip Generation 11 Table 9-1 Intersection Operations 13 Table 9-2 Peak Hour Street Segment Operations 14 Table 9-3 Year 2030 Segment Analysis 15 LiNSCon, LAW & GREENSPAN, engineers ... LLG Ref. 3-05-1559 111 Carlsbad Medical Village N:\l 55<>\RepoifM 559_rpt.doc TRAFFIC IMPACT ANALYSIS CARLSBAD MEDICAL VILLAGE City of Carlsbad, California July 11,2005 1.0 INTRODUCTION Linscott, Law & Greenspan Engineers (LLG) has been retained to prepare a traffic study for the Carlsbad Medical Village project in the City of Carlsbad. The development will consist of approximately 23,420 square feet (sf) medical office space. The site is located on the south side of Carlsbad Village Drive, west of Highland Drive. Figure 1-1 shows the project vicinity and Figure 1-2 illustrates, in more detail, the site location. The traffic analysis presented in this report includes the following: • Project description • Existing conditions assessment • Project traffic generation/distribution/assignment • Near-term cumulative projects • Near-term intersection/street segment capacity analysis • Vehicular and pedestrian access • Significance of Impacts and Mitigation Measures LiNSCon, LAW & GREENSPAN, engineers LLG Ref 3-05-1559 Carlsbad Medical Village NAISWNRepoif.l 559_tpt.dcic RIVERSIDE COUNTY SAN DIEGO COUNIY WARNER SPRINGS SOURCE: LLG Engineers, 2005 LiG1559 OGI-LDWG MILES LINSCOTT LAW a GREENSPAN Figure 1-1 VICINITY MAP engineers CARLSBAD MEDICAL VILLAGE Source: Thomas Guide, 2005 LLG1559 F1G1-2.DWG 9^ 'vwm .5% NO SCALE LINSCOTT GREENSPAN engineers Figure 1-2 PROJECT AREA MAP CARLSBAD MEDICAL VILLAGE 2.0 PROJECT DESCRIPTION 2.1 Project Location The location of the project is west of Highland Drive and south of Carlsbad Village Drive on two parcels of vacant land. The site is undeveloped and there is currently a library on the north side of Carlsbad Village Drive opposite the proposed site. Based on the anticipated distribution of the project ti-affic, the specific study area includes the following intersections and street segments: Signalized Intersections • Carlsbad Village Drive /1-5 Southbound Ramps • Carlsbad Village Drive /1-5 Northbound Ramps • Carlsbad Village Drive / Pio Pico Drive • Carlsbad Village Drive / Highland Drive Street Segments • Carlsbad Village Drive: 1-5 NB Ramps to 1-5 SB Ramps • Carlsbad Village Drive: 1-5 SB Ramps to Pio Pico Drive • Carlsbad Village Drive: Pio Pico Drive to Highland Drive • Carlsbad Village Drive: East of Highland Drive 2.2 Project Description The project consists of developing approximately 23,420 square feet of medical office space divided among five buildings. The project will have a minimum on-site parking totaling 118 spaces. The site access is proposed via one driveway on Carlsbad Village Drive approximately 325 feet west of Highland Drive. Figure 2-1 depicts the conceptual site plan. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref 3-05-1559 2 Carlsbad Medical Village N:\155<>\Reporf\! 559_rpt.doc Source: Leery Childs Moscari Warner Architects, 2005 LLG1S59 nG2-1.DW6 NO SCALE LINSCOTT LAW & GREENSPAN Figure 2-1 srre PLAN engineers GARLSBAD MEDICAL VILLAQE 3.0 EXISTING CONDITIONS 3.1 Existing Street Network The following provides a brief description of the street system in the project area. Figure 3-1 illustrates the existing conditions in this area. Interstate 5 (1-5) is a north/south fi-eeway that extends firom the Mexican border north through Cahfomia. In the vicinity ofthe project, eight lanes of divided travel are provided. For the purpose of this report, the interchange of interest is at Carlsbad Village Drive. Carlsbad Village Drive is classified as a IS^ajor Arterial west of the 1-5 northbound ramps and as a Mixior Arterial east of the 1-5 northbound ramps. Carlsbad Village Drive is currently constructed as a four-lane roadway and curbside parking is generally provided. The posted speed limit varies in the vicinity of the site. The speed limit is 25 mph west of Pio Pico Drive, 35 mph firom Pio Pico Drive to Highland Drive, and 40 mph east of Highland Drive. Bus stops are provided at regular intervals and there are sidewalks on both the north and south side of Carlsbad Village Drive in the vicinity of the site. Highland Drive is currently an unclassified roadway. Highland Drive is currently constinicted as a two-lane undivided roadway, with curbside parking generally not provided. The posted speed limit is 25 mph. There are no bike lanes or bus stops in the project area. Sidewalks are provided on either side of Highland Drive north of Carlsbad Village Drive. Pio Pico Drive is currently an unclassified roadway. Pio Pico Drive is currently constructed as a two-lane undivided roadway, with curbside parking generally provided. The posted speed limit is 25 mph. There are no bike lanes but bus stops are provided within the project area. 3.2 Existing Trafflc Volumes Existing AM and PM peak hour traffic volumes were collected at key area intersections to capture peak commuter activity. The AM and PM peak hour manual tuming movement counts were conducted in June 2005 and can been found on Figure 3-2. Appendix A contains copies of the intersection count sheets. Table 3-1 is a summary ofthe most recent available average daily ti-affic volumes (ADTs) fi-om the City of Carlsbad Engineering Department. LINSCOTT, UW & GREENSPAN, engineers LLG Ref 3-05-1559 3 Carlsbad Medical Village N:\l 559\Rq)Oit\t 559_rpt.dcjc TABLE 3-1 EXISTING AVERAGE DAILY TRAFFIC VOLUMES Street Segment Date of Count ADT ^ (EBAVB) Carlsbad Village Drive 1-5 Southbound Ramps to 1-5 Northbound Ramps Sept. 2003 12,829 /13,226 1-5 Northbound Ranps to Pio Pico Drive Sept. 2003 9,957/ 11,048 Pio Pico Drive to Highland Drive May 2004 8,181/8,799 East of Highland Drive Oct. 2003 7,608 / 8,585 Footnotes: a. Average Daily Traffic Volumes. LiNSCon, LAW & GREENSPAN, engineers LLG Ref. 3-05-1559 Carlsbad Medical Village N:\I 550\ReportM 559_rps.doc REV. 7/7/05 UJS1S59 FIG3-1.DWG - Traffic Signal NP - No Parking BL — Bike Lane BS - Bus stop TWLTL- Two-way left tum lane 2U - Two lane undivided roadway 4U - Four lane undivided roadway NO SCALE LINSCOTT LAW & GREENSPAN engineers Figure 3-1 EXISTING CONDITIONS DIAGRAM GARLSBAD MEDICAL VILLAGE REV. 7/7/05 LLG1559 nG3-2.DWG - AM/PM peak hour volumes are shown at the intersections NO SCALE LINSCOTT LAW & GREENSPAN engineers Figure 3-2 EXISTING TRAFFIC VOLUMES AM/PM PEAK HOURS CARLSBAD MEDICAL VILLAGE 4.0 ANALYSIS APPROACH AND METHODOLOGY Level of service (LOS) is the term used to denote the different operating conditions which occur on a given roadway segment under various traffic volume loads. It is a qualitative measure used to describe a quantitative analysis taking into account factors such as roadway geometries, signal phasing, speed, travel delay, fi-eedom to maneuver, and safety. Level of service provides an index to the operational qualities of a roadway segment or an intersection. Level of service designations range firom A to F, with LOS A representing the best operating conditions and LOS F representing the worst operating conditions. Level of service designation is reported differently for signalized and unsignalized intersections, as well as for roadway segments. 4.1 Intersections The signalized intersections were analyzed using the Intersection Capacity Utilization (ICU) method. The ICU procedure is based on an article in the Institute ofTransportation Engineers Joumal, August 1978 and assumes the traffic flow characteristics of signahzed intersections. It computes the Level of Service (LOS) for the total intersection based upon a summation of volume to capacity (V/C) ratios for the key conflicting movements. The ICU numerical value represents the percent of signal green time, and thus, the capacity required to serve the traffic demand. The LOS for signalized intersections varies fi-om A (fi-ee flow, little delay) to F ("jammed" conditions). Appendix C consists of the ICU intersection calculation sheets. Table 9-1 shows a summary of the existing, existing + project, and existing + project + cumulative projects intersection operations. 4.2 Street Segments The key street segments in the project area were analyzed on a peak hour basis. The greatest amount of peak hour tuming volumes (generally the PM peak) at an upstream or downstream intersection comprises the volumes utilized in the analysis. A volume to capacity ratio (V/C) is calculated for each direction of the street segment during the peak hour. The City of Carlsbad assumes a one- direction capacity of 2,000 vehicles per lane per hour. A LOS is determined by using V/C thresholds. Table 9-2 shows a summary of the existing, existing + project, and existing + project + cumulative projects street segment operations. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-05-1559 5 Carlsbad Medical Village N.\l 559\Repoif,! 559_rpt.doc 5.0 SIGNIFICANCE CRITERIA A traffic impact is considered to be significant if the addition ofproject traffic causes the intersection level of service (LOS) to decrease to a LOS lower than D during the peak hour, as outlined in the City of Carlsbad's Growth Management Plan. For intersections or sti-eet segments which are currentlv operating worse than LOS D, a project impact will be 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, eng/neere LLG Ref. 3-05-1559 6 Carlsbad Medical Village N:\1559\Report\i559_rpt.dac 6.0 ANALYSIS OF EXISTING CONDITIONS 6.1 Peak Hour Intersection Levels of Service Table 6-1 shows that the four signalized intersections in the project area are calculated to operate currently at LOS C or better during the AM and PM peak hours. 6.2 Segment Levels of Service Table 6-2 shows that the all the street segments in the project area are calculated to operate currently at LOS A on a peak hour basis. The table also indicates which peak hour and direction was used to determine the LOS. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref 3-05-1559 7 Carlsbad Medical Village N:\l 559\RsportM 559_rpt.doc TABLE 6-1 INTERSECTION OPERATIONS Street Segment Peak Hour Existing Street Segment Peak Hour ICU LOS AM 0.50 A Carlsbad Village Drive /1-5 Southbound Ramps PM 0.73 C AM 0.54 A Carlsbad Village Drive /1-5 Northboimd Ramps 0.72 Carlsbad Village Drive /1-5 Northboimd Ramps PM 0.72 C AM 0.46 A Carlsbad Village Drive / Pio Pico Drive Carlsbad Village Drive / Pio Pico Drive PM 0.49 A AM 0.38 A Carlsbad Village Drive / Highland Drive 0.35 Carlsbad Village Drive / Highland Drive PM 0.35 A Notes: ICU = Intersection Capacity Utilization LOS = Level of Service LOS THRESHOLDS ICU 0.0 to 0.60 0.61 to 0.70 0.71 to 0.80 0.81 to 0.90 0.91 to 1.00 > 1.00 LOS A B C D E F LiNSCcn, LAW & GREENSPAN, engineers LLG Ref 3-05-1559 Carlsbad Medical Village N:\1559\RsportM 559_rpt.doc TABLE 6-2 PEAK HOUR STREET SEGMENT OPERATIONS street Segment No. of Lanes Per Direction Peak Hour/ Existing street Segment No. of Lanes Per Direction Direction Vol V/C LOS Carlsbad Village Drive 1-5 SB Ramps to 1-5 NB Ramps 2 PM/EB 1274 0.32 A 1-5 NB Ramps to Pio Pico Drive 2 PM/EB 952 0.24 A Pio Pico Drive to Highland Drive 2 AM/WB 791 0.20 A East of Highland Drive 2 AM/WB 806 0.20 A Source: Volumes are derived from the peak hour volumes shown on Figure 3-2. Notes: EB = Eastbound, WB = Westbound V / C = volume to capacity ratio. C = Capacity (major arterial -^2 000 vehicles per through lane per hour). LOS THRESHOLDS V/C 0.0 to 0.60 0.61 to 0.70 0.71 to 0.80 0.81 to 0.90 0.91 to 1.00 > 1.00 LOS A B C D E F LINSCOTT, LAW & GREENSPAN, engineers LLG Ref 3-05-1559 Carlsbad Medical Village N.\1559\Rq)oit\I 559_rpt.doc 7.0 CUMULATIVE PROJECTS 7.1 Description of Projects Based on a review of the Major Development Activity Map and the Carlsbad Tracts 1990 - Present listing at the City of Carlsbad and discussions with City staff, six projects were considered to potentially add cumulative traffic to the project-generated traffic. 1. ) Magnolia Subdivision consists of 11 single-family dwelling units located at Magnolia Avenue and Adams Street. The project is estimated to generate 110 average daily traffic volumes. 2. ) The Village bv the Sea property is a mixed-use development consisting of 65 condominiums and 8,662 square feet retail space. Access to the property will be along Christianson Way east of Carlsbad Boulevard. The condominium is estimated to generate 520 average daily traffic volumes and the retail land use is estimated to generate 10,394 average daily traffic volumes. 3. ) Laguna Point property consists of 21 condominium units located at 539 Laguna Drive north of Carlsbad Village Drive. The condominium is estimated to generate 168 average daily traffic volumes. 4. ) 1265 Carlsbad Village Drive development is an 8,981 square feet professional office located at 1265 Carlsbad Village Drive, east of Highland Drive. 5. ) Casa Montessori De Vista School located on the eastem side of Highland Drive and south of CM-lsbad Village Drive. According to the traffic study conducted by Damell & Associates (April 2002), the project contributes 202 ADT. The AM Peak Hour inbound and outbound volumes are 51 and 46 trips, respectively. The PM Peak Hour inbound and outbound volumes are 45 and 50 trips, respectively. It is our understanding that since this school project has been placed on hold. 6. ) The last project is a mixed development project called the Lincoln and Oak Mixed Use Project. The development consists of 6 residential town homes and 1,984 square feet of retail use. The development is located at 3112 Lincoln Street south of Carlsbad Village Drive. The town homes are estimated to generate 48 average daily traffic volumes and the retail land use is estimated to generate 2,381 average daily traffic volumes. 7.2 Summary of Cumulative Projects Trips Figure 7-1 shows the total cumulative projects traffic volumes. The individual traffic assignment worksheets for the above cumulative projects can be found in Appendix B. The existing + project + cumulative projects traffic volumes can be found on Figure 9-2. LiNSCon, LAW & GREENSPAN, engineers LLG Ref 3-05-1559 10 Carlsbad Medical Village N:\l 55<)\Reporl\t 559_rpt.doc REV. 7/7/05 LLG1559 nG7-1.DWG - AM/PM peak hour volumes are shown at the intersections NO SCALE LINSCOTT LAW & GREENSPAN engineers Figure 7-1 CUMULATIVE PROJECT TRAFFIC VOLUMES AM/PM PEAK HOURS CARLSBAD MEDICAL VILLAQE 8.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT 8.1 Trip Generation Trip generation for the 24,420 square foot medical office building was calculated based on rates published in SANDAG Trip Generation Manual, April 2002. The specific land use designation used for the trip generation is "Medical - Dental Office", as it best fits the description of the project. The project is calculated to generate approximately 1171 ADT with 56 inbound / 14 outbound trips during the AM peak hour and 39 inbound / 90 outbound trips during the PM peak hour. Table 8-1 shows the project traffic generation calculations for the proposed project. TABLE 7-1 PROJECT TRIP GENERATION Use Size Daily Trip Ends (ADTs) AM Peak Hour PMPeak Hour Use Size Rate* Volume^ %of ADT In:Out Volume %of ADT In:Out Volume Use Size Rate* Volume^ %of ADT Split In Out %of ADT Split In Out Medical-Dental Office 23,420 SF 50 /KSF 1,171 6% 8:2 56 14 11% 3:7 39 90 Footnotes: 1. Based on the SANDAG Trip Generation Rates publication, April 2002. 2. Traffic volumes expressed in vehicles per day. 8.2 Trip Distribution/Assignment The project-generated traffic was regionally distributed to the street system based on the site's access to Carlsbad Village Drive, the roadway system characteristics (i.e. signalized locations, lane geometiics), the site's proximity to 1-5, and the existing peak hour and daily trafBc volumes. Figure 8-1 shows the estimated project traffic distribution for the vicinity. The project traffic was assigned to the street system based on the project trip distribution and calculated trip generation. The traffic assignment for the project is shown on Figure 8-2. The resultant existing + project traffic volumes are shown on Figure 9-1. LiNSCon, LAW & GREENSPAN, engineers 11 LLG Ref 3-05-1559 Carlsbad Medical Village N:\] 559\Report\! 559_rpt.doc REV. 7/7/05 LLG1S59 nG8-1.DWG <J^^ - Regional Trip Distribution NO SCALE LINSCOTT LAW & GREENSPAN engineers Figure 8-1 PROJECT TRAFFIC DISTRIBUTION CARLSBAD MEDICAL VILLAGE REV. 7/7/05 UG1559 F1G8-2.DWG NOTES: - ADTs are shown midblock - AM/PM peak hour volumes are shown at the intersections NO SCALE LINSCOTT LAW & GREENSPAN engineers Figure 8-2 PROJECT TRAFFIC VOLUMES AM/PM PEAK HOURS & ADTs CARLSBAD MEDICAL VILLAGE 9.0 ANALYSIS OF FUTURE SCENARIOS 9.1 Existing + Project 9.1.1 Intersection Analysis Table 9-1 shows that the four signahzed intersections in the project area are calculated to operate at LOS C or better during the AM and PM peak hours with the addition of project traffic. A review of the analysis also indicates that the ICU level did not increase more than 0.02 for any of the four locations during both the AM and PM peak hours. 9.1.2 Segment Operations Table 9-2 shows that the street segments in the project area are calculated to operate at LOS A on a peak hour basis with the addition of project traffic. 9.2 Existing + Project + Cumulative Projects 9.2.1 Intersection Analysis A review of Table 9-1 indicates that the four signahzed intersections in the project area are calculated to operate at LOS D or better during the AM and PM peak hours with the addition of project traffic and cumulative project's traffic. 9.2.2 Segment Operations Table 9-2 shows that the street segments in the project area are calculated to operate at LOS A on a peak hour basis with the addition of the project traffic and cumulative project's traffic. 9.3 Year 2030 Segment Analysis 9.3.1 Year 2030 Traffic Volumes Year 2030 Street segment analysis is based upon the comparison of daily traffic volumes (ADTs) to the County of San Diego's Roadway Classifications, Level of Service (LOS) and Average Daily Traffic (ADT) table, contained in the SANTEC/ITE Guidelines for Traffic Impact Studies in the San Dieso Resion. March 2000. This table provides segment capacities for LOS A through LOS E for various roadway classifications. Year 2030 Segment volumes were obtained firom the SANDAG website (www.sandag.org). The results ofthe segment analysis are summarized in Table 9-3. A review of Table 9-3 indicates that all the segments along Carlsbad Village Drive in the vicinity of the site is calculated to operate at LOS D or better in the Year 2030. Furthermore, the addition of the project does not change the segment LOS along Carlsbad Village Drive in Year 2030. A copy of the classification table and Year 2030 Segment volumes can be found in Appendix D. LiNSCorr, Uw & GREENSPAN, engineers LLG Ref 3-05-1559 12 Carlsbad Medical Village N:\lJ59\Rcport\l 559_rpt.doc REV. 7/7/05 LLG1559 nGg-1.DW6 - AM/PM peak hour volumes are shown at the intersections NO SCALE LINSCOTT LAW & GREENSPAN engineers Figure 9-1 EXISTING + PROJECT TRAFRC VOLUMES AM/PM PEAK HOURS CARLSBAD MEDICAL VILLAQE REV. 7/7/05 aG1559 nG9-2.DWG - AM/PM peak hour volumes are shown at the intersections NO SCALE LINSCOTT LAW & GREENSPAN engineers Figure 9-2 EXISTING + PROJECT + CUMULATIVE PROJECTS TRAFRC VOLUMES AM/PM PEAK HOURS CARLSBAD MEDICAL VILLAGE TABLE 9-1 INTERSECTION OPERATIONS Street Segment Peak Hour Existing Existing + Project Existing -I- Project -1- Cumulative Projects Street Segment Peak Hour ICU LOS ICU LOS ICU LOS AM 0.50 A 0.50 A 0.56 A Carlsbad Village Drive /1-5 Southbound Ramps PM 0.73 C 0.73 C 0.82 D AM 0.54 A 0.55 A 0.59 A Carlsbad Village Drive /1-5 Northbound Ramps 0.87 D Carlsbad Village Drive /1-5 Northbound Ramps PM 0.72 C 0.73 C 0.87 D AM 0.46 A 0.46 A 0.49 A Carlsbad Village Drive / Pio Pico Drive Carlsbad Village Drive / Pio Pico Drive PM 0.49 A 0.51 A 0.54 A AM 0.38 A 0.38 A 0.42 A Carlsbad Village Drive / Highland Drive 0.42 Carlsbad Village Drive / Highland Drive PM 0.35 A 0.36 A 0.42 A Notes: ICU = Intersection Capacity Utilization LOS = Level of Service LOS THRESHOLDS ICU 0.0 to 0.60 0.61 to 0.70 0.71 to 0.80 0.81 to 0.90 0.91 to 1.00 > 1.00 LOS A B C D E F LINSCOTT, LAW & GREENSPAN, engineers 13 LLG Ref 3-05-1559 Carlsbad Medical Village N:M559\R5port\) 559_rpt.doc TABLE 9-2 PEAK HOUR STREET SEGMENT OPERATIONS Street Segment No. of Lanes Per Peak Hour/ Existing Existing -I- Project Existing + Project -1- Cumulative Direction Direction Vol v/c LOS Vol v/c LOS Vol V/C LOS Carlsbad Village Drive 1-5 SB Ramps to 1-5 NB Ramps 2 PM/EB 1274 0.32 A 1287 0.32 A 1449 0.36 A 1-5 NB Ramps to Pio Pico Drive 2 PM/EB 952 0.24 A 975 0.24 A 1080 0.27 A Pio Pico Drive to Highland Drive 2 AM/WB 791 0.20 A 809 0.20 A 899" 0.22 A East of Highland Drive 2 AM/WB 806 0.20 A 816 0.20 A 893" 0.22 A Source: Volumes are derived from the peak hour volumes shown on Figures 3-2, 9-1, & 9-2. Notes: a. Peak hour / Direction = PM/EB EB = Eastbound, WB = Westbound V / C = volume to capacity ratio. C = Capacity (major arterial ->2 000 vehicles per through lane per hour). LOS THRESHOLDS V/C 0.0 to 0.60 0.61 to 0.70 0.71 to 0.80 0.81 to 0.90 0.91 to 1.00 > 1.00 LOS A B C D E F LiNSCOn, LAW & GREENSPAN, engineers 14 LLG Ref 3-05-1559 Carlsbad Medical Village N:\1550\RcpoitM559_rpt.rioc TABLE 9-3 YEAR 2030 SEGMENT ANALYSIS Existing Capacity At LOSE" Year 2030 Year 2030 with Project Street Segment Roadway Class Capacity At LOSE" Volume b V/C LOS Volume b V/C LOS Carlsbad Village Drive 1-5 SB Ramps to 1-5 NB Ramps 4 Lane Major Arterial 40,000 28,000 0.70 C 28,410 0.71 C 1-5 NB Ramps to Pio Pico Drive 4 Lane Sec. Arterial 30,000 24,000 0.80 D 24,703 0.82 D Pio Pico Drive to Highland Drive 4 Lane Sec. Arterial 30,000 17,000 0.57 C 17,784 0.59 C East of Highland Drive 4 Lane Sec. Arterial 30,000 19,000 0.63 C 19,211 0.64 C Footnotes: a. Capacity based on the Roadway Classifications Table in the SANTEC/ITE Guidelines for TrafBc Impact Studies in the San Diego Region, March 2000. b. Average Daily Traffic Volumes obtained fi-om the SANDA G website LINSCOTT, LAW & GREENSPAN, engineers 15 LLG Ref 3-05-1559 Carlsbad Medical Village N:\l559\Rcport\l 559_rpt.doc 10.0 CONGESTION MANAGEMENT PROGRAM COMPLIANCE The Congestion Management Program (CMP) was first adopted on November 22, 1991, and is intended to link directly, 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. In 1993, the Institute of Transportation Engineers Cahfomia Border Section and the San Diego Region Traffic Engineer's Council established a set of guidelines to be used in the preparation of traffic impact studies that are subject to the Enhanced CEQA review process. These guidelines were updated in January 2003. This pubhshed document is tified 2002 Congestion Management Program update. The guidelines require that a project study area be established as follows: • All streets and intersections on CMP arterials where the project will add 50 or more peak hour trips in either direction. • Mainline fireeway locations where the project will add 150 or more peak hour trips in either direction. Based upon these guidelines, the project does not generate more than 2,400 ADT nor do the peak hour trips exceed 50 in either direction. Therefore, the Carlsbad Medical Village site does not require a CMP analysis of the study area. Intersection and street segment analyses were, however, undertaken. LiNSCon, LAW & GREENSPAN, engineers LLG Ref 3-05-1559 16 Carlsbad Medical Village N:\l 55.0\ReporiM 559_rpt.doc 11.0 VEHICULAR AND PEDESTRIAN ACCESS 11.1 Vehicular Access The Carlsbad Medical Village will have one access to the site via Carlsbad Village Drive. The access location is approximately 325 feet west of Highland Drive. There is an existing driveway for a library on the north side of Carlsbad Village Drive approximately 25 feet west of the proposed Carlsbad Medical Village Driveway. Ideally, the driveways for the library and Carlsbad Medical Village would be aligned opposite of each other. However, the offset should not have a major affect on the operation of the intersection for the following reasons: • The offset will still permit left-tum movement into each site from Carlsbad Village Drive without creating an overlap ofthe two left-tum movements. • There will be very little through movements from either driveway location going from the library to the Carlsbad Medical Village and vise versa. • The average daily traffic volumes on Carlsbad Village Drive are relatively low and are not forecasted to increase dramatically in the fiiture. • The speed limit on Carlsbad Village Drive is 35 mph. • Sight distance for each driveway is sufficient. The only traffic operation restriction caused by the offset is that vehicles cannot make left-tums from the library and Carlsbad Medical Village simultaneously. There is an existing two-way left-tum striped median along Carlsbad Village Drive at the proposed site driveway. LLG recommends a painted left-tum bay in the westbound direction. 11.2 Pedestrian Assessment The closest signahzed intersection to the site is at Carlsbad Village Drive and Highland Drive. This intersection provides pedestrian push buttons to cross both Carlsbad Village Drive and Highland Drive. Pedestrian counts were conducted at this location during the AM (7 AM to 9 AM) and PM (4 PM to 6 PM) peak periods. During the AM peak period, a total of 17 pedestrians crossed on the north side of Carlsbad Village Drive and a total of 10 pedestrians crossed the east side of Highland Drive. During the PM peak period, a total of 20 pedestrians crossed on the north side of Carlsbad Village Drive, a total of 10 pedestrians crossed the west side of Highland Drive, and a total of 20 pedestiians crossed the east side of Highland Drive. There currently are sidewalks on both sides of Carlsbad Village Drive in the vicinity of the site such that project-related pedestrians can easily access a confroUed crosswalk. There should not be a large amount of pedestrian activity between the site and the north side of Carlsbad Village Drive. An uncontrolled mid-block crosswalk is not recommended. LiNSCon, LAW & GREENSPAN, engineers LLG Ref 3-05-1559 17 Carlsbad Medical Village mt 559\Rq)0rfM 559_rpl.doc 12.0 SIGNIFICANCE OF IMPACTS AND MITIGATION MEASURES 12.1 Significance of Impacts Based on the City of Carlsbad's established significance criteria, there are no significant impacts calculated for any of the key intersections or sfreet segments. 12.1.1 Direct Impacts Based on the City of Carlsbad's established significance criteria, there are no significant direct project impacts calculated for any of the key intersections or sfreet segments. 12.1.2 Cumulative Impacts Year 2030 Segment Analysis was conducted along Carlsbad Village Drive and the analysis indicated that there is no significant cumulative project impacts calculated for any of the sfreet segments. 12.2 Mitigation Measure No significant fraffic impacts are calculated due to project fraffic and all the key intersections and sfreet segments are forecasted to operate at satisfactory LOS. Therefore, mitigation measures are not necessary. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref 3-05-1559 18 Carlsbad Medical Village N:\15S9\Repon\1559_rpl.doc LINSCOTT LAW & GREENSPAN engineers APPENDIX A INTERSECTION MACHINE COUNT WORKSHEETS TrafBc Impact Analysis Counted By: Emp. # 03 Location: Pio Pico Drive & Carlsbad Village Drive Linscott Law & Greenspan 4542 Ruffner Street, Suite 100, San Diego, CA 92111 Start Date: 06/07/2005 File Name: 394-02-1 Pio Pico Drive Carlsbad Village Drive Pio Pico Drive Carlsbad Village Drive Southbound Westbound Northbound Eastbound Start Left Thru Right Ped Left Thru Right Ped Left Thru Right Ped Left Thru Right Ped Interval Time Right Total 7:00 3 3 5 0 15 124 9 0 32 8 1 2 12 94 33 0 341 7:15 3 7 9 0 13 164 9 4 47 5 3 2 8 68 25 0 367 7:30 2 14 15 0 28 156 21 5 44 16 8 1 15 60 24 0 409 7:45 2 13 8 0 29 157 32 3 49 11 11 1 14 72 12 0 414 Total 10 37 37 0 85 601 71 12 172 40 23 6 49 294 94 0 1531 8:00 2 16 16 0 15 129 23 1 38 4 2 1 15 58 15 0 335 8:15 3 7 8 0 13 125 9 3 30 8 4 1 13 78 24 0 326 8:30 2 9 4 1 12 110 6 1 33 4 7 2 17 70 24 0 302 8:45 2 5 13 0 11 108 6 0 32 8 12 0 13 107 22 0 339 Total 9 37 41 1 51 472 44 5 133 24 25 4 58 313 85 0 1302 Grand Total 19 74 78 1 136 1073 115 17 305 64 48 10 107 607 179 0 2833 Approach% 11.0 43.0 45.3 0.6 10.1 80.0 8.6 1.3 71.4 15.0 11.2 2.3 12.0 68.0 20.0 _ Total% 0.7 2.6 2.8 0.0 4.8 37.9 4.1 0.6 10.8 2.3 1.7 0.4 3.8 21.4 6.3 - Peak hour analysis for the period 07:00 to 07:45 Volume 10 37 37 -85 601 71 12 172 40 23 6 49 294 94 _ 1,531 Approach% 11.9 44.0 44.0 -11.1 78.2 9.2 1.6 71.4 16.6 9.5 2.5 11.2 67.3 21.5 _ Total% 0.7 2.4 2.4 -5.6 39.3 4.6 0.8 11.2 2.6 1.5 0.4 3.2 19.2 6.1 _ PHF 0.68 0.87 0.84 0.79 Report Generated by "Tuming Point Traffic Service" all rights reserved Linscott Law & Greenspan 4542 Ruffner Street, Suite 100, San Diego, CA 92111 Counted By: Emp. # 03 Location: Pio Pico Drive & Carlsbad Village Drive Start Date: 06/07/2005 File Name: 394-02-1 Pio Pico Drive Carlsbad Village Drive Pio Pico Drive Carlsbad Village Drive Southbound Westbound Northbound Eastbound Start Left Thru Right Ped Left Thru Right Ped Left Thru Right Ped Left Thru Right Ped Interval Time Right Total 16:00 3 4 14 0 10 100 4 1 36 4 5 2 13 162 23 0 381 16:15 4 8 14 1 11 114 8 6 38 9 5 3 14 134 17 0 386 16:30 3 1 12 0 14 119 3 7 32 7 9 5 15 154 18 1 400 16:45 2 5 16 1 9 135 14 6 35 8 9 3 16 171 26 0 456 Total 12 18 56 2 44 468 29 20 141 28 28 13 58 621 84 1 1623 17:00 11 8 20 4 13 112 7 8 45 14 9 6 19 163 29 0 468 17:15 4 8 11 3 9 148 8 0 27 6 6 1 20 175 17 0 443 17:30 9 6 17 0 15 129 17 0 36 5 9 0 22 158 26 0 449 17:45 3 5 6 3 9 123 9 1 38 5 10 0 21 171 32 0 436 Total 27 27 54 10 46 512 41 9 146 30 34 7 82 667 104 0 1796 Grand Total 39 45 110 12 90 980 70 29 287 58 62 20 140 1288 188 1 3419 Approach% 18.9 21.8 53.4 5.8 7.7 83.8 6.0 2.5 67.2 13.6 14.5 4.7 8.7 79.7 11.6 0.1 Total% 1.1 1.3 3.2 0.4 2.6 28.7 2.0 0.8 8.4 1.7 1.8 0.6 4.1 37.7 5.5 0.0 Peak hour analysis for the period 16:4S to 17:30 Volume 26 27 64 8 46 524 46 14 143 33 33 10 77 667 98 -1,816 Approach% 20.8 21.6 51.2 6.4 7.3 83.2 7.3 2.2 65.3 15.1 15.1 4.6 9.1 79.2 11.6 - Total% 1.4 1.5 3.5 0.4 2.5 28.9 2.5 0.8 7.9 1.8 1.8 0.6 4.2 36.7 5.4 - PHF 0.73 0.95 0.74 0.99 Report Generated by "Tuming Point Traffic Service" all rights reserved Linscott Law & Greenspan 4542 Ruffner Street, Suite 100, San Diego, CA 92111 Counted By: Emp. # 04 Location: Highland Drive & Carisbad Village Drive Start Date: 06/07/2005 File Name: 394-01-1 Highland Drive Carlsbad Village Drive Highland Drive Carlsbad Village Drive Southbound Westbound Northbound Eastbound Start Left Thru Right Ped Left Thru Right Ped Left Thru Right Ped Left Thru Right Ped Interval Time Right Total 7:00 2 23 0 0 12 119 2 0 12 8 3 2 1 71 18 0 273 7:15 11 30 5 0 22 158 5 0 17 29 14 0 0 64 17 0 372 7:30 6 27 6 2 33 191 11 0 19 22 16 0 1 57 5 0 396 7:45 10 18 7 0 15 199 9 1 18 14 14 3 0 73 4 0 385 Total 29 98 18 2 82 667 27 1 66 73 47 5 2 265 44 0 1426 8:00 13 8 3 1 8 152 3 0 16 12 5 0 0 53 5 0 279 8:15 11 5 2 1 14 123 3 0 7 8 6 0 0 64 6 1 251 8:30 3 6 1 0 13 117 1 0 12 13 4 2 0 67 3 0 242 8:45 9 6 1 0 4 116 2 0 12 10 3 27 1 103 4 2 300 Total 36 25 7 2 39 508 9 0 47 43 18 29 1 287 18 3 1072 Grand Total 65 123 25 4 121 1175 36 1 113 116 65 34 3 552 62 3 2498 Approach% 30.0 56.7 11.5 1.8 9.1 88.1 2.7 0.1 34.5 35.4 19.8 10.4 0.5 89.0 10.0 0.5 Total% 2.6 4.9 1.0 0.2 4.8 47.0 1.4 0.0 4.5 4.6 2.6 1.4 0.1 22.1 2.5 0.1 Peak hour analysis for the period 07:15 to 08:00 1,432 Volume 40 83 21 3 78 700 28 1 70 77 49 3 1 247 31 -1,432 Approach% 27.2 56.5 14.3 2.0 9.7 86.7 3.5 0.1 35.2 38.7 24.6 1.5 0.4 88.5 11.1 - Total% 2.8 5.8 1.5 0.2 5.4 48.9 2.0 0.1 4.9 5.4 3.4 0.2 0.1 17.2 2.2 - PHF 0.80 0.86 0.83 0.86 Report Generated by "Tuming Point Traffic Service" all rights reserved Linscott Law & Greenspan 4542 Ruffner Street, Suite 100, San Diego, CA 92111 Counted By: Emp. #04 Location: Highland Drive & Carlsbad Village Drive Start Date: 06/07/2005 File Name: 394-01-2 Highland Drive Carlsbad Village Drive Highland Drive Carlsbad Village Drive Southbound Westbound Northbound Eastbound Start Left Thru Right Ped Left Thru Right Ped Left Thru Right Ped Left Thru Right Ped Interval Time Right Total 16:00 8 2 0 2 10 99 1 0 8 3 4 0 2 142 10 0 291 16:15 6 7 3 4 9 106 4 0 7 3 7 0 2 146 14 0 318 16:30 4 10 4 0 10 127 2 0 9 7 4 0 5 150 13 1 346 16:45 10 11 3 2 8 133 7 0 12 7 8 0 4 168 9 1 383 Total 28 30 10 8 37 465 14 0 36 20 23 0 13 606 46 2 1338 17:00 16 5 3 2 6 130 3 1 13 7 9 0 8 165 11 0 379 17:15 9 4 0 0 8 139 6 0 11 3 3 0 3 190 15 0 391 17:30 15 13 1 0 8 165 8 0 8 9 4 0 3 171 10 0 415 17:45 13 19 3 0 13 139 9 0 14 4 6 0 8 169 4 0 401 Total 53 41 7 2 35 573 26 1 46 23 22 0 22 695 40 0 1586 Grand Total 81 71 17 10 72 1038 40 1 82 43 45 0 35 1301 86 2 2924 Approach% 45.3 39.7 9.5 5.6 6.3 90.2 3.5 0.1 48.2 25.3 26.5 -2.5 91.4 6.0 0.1 Total% 2.8 2.4 0.6 0.3 2.5 35.5 1.4 0.0 2.8 1.5 1.5 -1.2 44.5 2.9 0.1 Peak hour analysis for the period 17:00 to 17:45 1,586 Volume 53 41 7 2 35 573 26 1 46 23 22 -22 695 40 -1,586 Approach% 51.5 39.8 6.8 1.9 5.5 90.2 4.1 0.2 50.5 25.3 24.2 -2.9 91.8 5.3 - Total% 3.3 2.6 0.4 0.1 2.2 36.1 1.6 0.1 2.9 1.5 1.4 -1.4 43.8 2.5 - PHF 0.74 0.88 0.78 0.91 Report Generated by "Tuming Point Traffic Service" all rights reserved 4-2S-05; 3:2SPM;CITY OF CARLSBAD ;7SO SQ2 85S2 # 18/ 25 cmr OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2004 INTERSECTION ANALYSIS SUMMARY Intersection Number: 45 Intersection Location: I-5/Carisbad Village Drive Southbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M.andP.M.) A.M. Peak Hour ICU Analysis and Page 2 Tum Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEERINGCOM^OT Transportation Division I n RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS Page I of 3 City: Carlsbad- Intersection of: N/S Street: 1-5 Southbound Ramps • E/W Street: Carlsbad Village Drive Count Date: 07/13/04 Day: Tuesday Weather: Sunny File: 2004Int#45 Data Collected by: David, Judy Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 Vehicles Peds min. prd. Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thm Right Peds Vehicles Peds 6:15 AM 0 0 0 0 .0 I 0 0 22 0 0 0 40 36 3 17 0 28 0 0 144 3 6:30 AM 0 0 0 0 0 10 0 0 30 0 0 0 60 46 0 33 0 49 0 1 228 1 6:45 AM 0 0 0 0 0 12 0 0 28 0 0 0 49 44 1 46 0 62 0 0 241 I 7:00 AM 0 0 0 0 0 10 0 0 31 0 0 0 77 35 1 46 0 87 0 2 286 3 7:15 AM 0 0 0 0 0 14 0 0 40 0 0 0 77 59 1 56 0 95 0 0 341 1 7:30 AM 0 0 0 0 0 14 0 0 46 0 0 0 84 62 1 47 0 108 0 1 361 2 7:45 AM 0 0 0 0 0 16 0 0 38 0 0 0 97 49 I 55 0 121 0 1 376 2 8:00 AM 0 0 0 0 0 20 0 1 48 0 0 0 108 58 77 0 133 0 1 445 1 8:15 AM * 0 0 0 0 0 22 0 0 59 0 0 0 102 47 1 71 0 162 0 2 463 3 8:30 AM * 0 0 0 0 0 25 0 1 52 0 0 0 116 66 1 47 0 160 0 2 467 3 8:45 AM * 0 0 0 0 0 18 0 0 68 0 0 0 97 52 5 43 0 150 0 0 428 5 9:00 AM * 0 0 0 0 0 19 0 . 0 60 0 0 0 109 55 2 37 0 171 0 2 451 4 Max. 15 min. 0 0 0 0 0 25 0 1 68 0 0 0 116 66 5 77 0 171 0 2 467 5 Pfc.Hr.Vol. 0 0 0 0 0 84 0 1 239 0 0 0 424 220 9 198 0 643 . 0 6 1809 15 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1809 Peak Hr. Factor 0.97 9:00 AM Hour Intersection Pdstrns in Pk. Hr, = 15 3:45 PM 0 0 0 0 0 40 0 0 81 0 0 0 181 69 1 62 0 164 0 2 597 3 4:00 PM 0 0 0 0 0 25 0 0 98 0 0 0 225 93 5 23 0 170 0 17 634 22 4:15 PM 0 0 0 0 . 0 23 0 0 87 0 0 0 212 93 1 32 0 149 0 I 596 2 4:30 PM 0 0 0 0 0 39 0 0 81 0 0 0 193 64 2 51 0 188 0 0 616 2 4:45 PM * 0 0 0 0 0 37 0 0 93 0 0 0 228 87 2 38 0 150 6 2 633 . 4 5:00 PM * 0 0 0 0 0 38 0 0 92 0 0 0 236 78 4 29 0 190 0 5 663 9 5:15 PM * 0 0 0 0 0 36 0 0 98 0 0 0 224 88 10 57 0 171 0 3 674 13 5:30 PM * 0 0 0 0 0 34 0 1 114 0 0 0 201 83 2 47 0 160 0 5 640 7 5:45 PM 0 0 0 0 0 24 0 1 83 0 0 0 204 76 8 35 0 159 0 0 582 8 6:00 PM 0 0 0 0 0 26 0 0 72 0 0 0 213 68 6 24 0 150 0 2 553 8 6:15 PM 0 0 0 0 0 30 0 0 90 0 0 0 210 76 2 37 0 181 0 0 624 2 6:30 PM 0 0 0 0 0 28 0 0 65 0 0 0 183 75 3 46 0 177 0 1 574 4 Max. 15 min. 0 0 0 0 0 40 0 1 114 0 0 0 236 93 10 62 0 190 0 17 674 22 Pk. Hr. Vol. 0 0 0 0 0 145 0 1 397 0 Q 0 889 336 18 171 0 671 0 15 2610 33 4:30 PM Peak Intersection TrafBc in Pk. Hr. = 2610 PeakHr. Factor 0.97 5:30 PM Hour Intersection Pdstms in Pk. Hr. = = 33 o 01 H < 0 Tl o > V r ro > 0) o 0) o IS) <B 01 0) SO (0 \ 01 4-28-05; 3:2SPM;CITY OF CARLSBAD ;760 S02 8562 # 20/ 25 1-5 Southbound Ramps at Carlsbad ViUage Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Conflg - (left) 2 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 I I 1 1 LaneSetUngs 0 0 0 0 1 1 0 2 0 1 2.0 Are the North/South phases split (Y/N)? N Are the EastAVest phases split (Y/N)? 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 0.00 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 t Turning Movements at Intersection of: Time: 8:00 AM to 9:00 AM Date: 07/13/04 Day: Tuesday Name: David, Judy Sub- Totals totals W e s t A P P r 1526 882 644 I-S Southbound Ramps and Carlsbad Village Drive North Approach 0 424 220 Subtotals Total 324 239 1 419 0 0 419 0 0 1-5 Southbound Ramps 324 0 84 • t North ^ t r V 0 643 198 0 Total Subtotals Sub- totals 841 508 1349 E a s ' t A P P r Carlsbad Village Drive South Approach Note : Left-tum volumes include U-tums. U-turns in bold. 4-28-05; 3:2ePM;CITY OF CARLSBAD ;760 602 8SS2 # 2 1/ 25 I D 1-5 Southbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) • North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 Lane Settings 0 0 0 0 1.1 0 2 0 1 2 0 Are the North/South phases split (Y/N)? N Arc thc East/West phases split (Y/N)? N . Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 Adjusted Hourly Volume 0 0 0 Utilization Factor 0.00 0.00 0.00 Critical Factors ICU Ratio = 0.73 LOS = Tuming Movements at Intersection of: 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 0.10 0.17 0.00 0.22 0.31 0.10 I-S Southbound Ramps and Carlsbad Village Drive Time: 4:30 PM to 5:30 PM Date: 07/13/04 Day: Tuesday Name; David, Judy North Approach 1-5 Southbound Ramps Totals W e s t A P P r 2293 Sub- totals 1068 1225 543 397 1 543 0 145 0 889 336 "1 Subtotals Total 508 0 0 508 t tortl t 0 0 .North V 0 671 171 Total Subtotals Sub- totals 842 1876 1034 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 4-28-05; 3:26PM;CITY OF CARLSBAD ;7SO 602 8SS2 # 22/ 25 CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2004 INTERSECTION ANALYSIS SUMMARY Intersection Number: 46 Intersection Location: I-5/Carlsbad Village Drive Northbound Ramp Contents: Tum Movement Count Summary Page 1 (A.M. and P.M.) A,M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M, Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEEWNGCOMPANY Transponation Division RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: 1-5 Northbound Ramps E/W Street: Carlsbad Village Drive File: 2004Int#46 Data Collected by: Mike, Mike Page 1 of 3 h I N CD I O 01 Coimt Date: 07/13/04 End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30/LM 8:45 AM 9:00 AM Max. 15 min. Pk. Hr. Vol. Day: Tuesday Weather: Sunny TrafiHc Control: Signalized 7:30 AM 8:30 AM Peak Hour South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Tm Thru Right Peds Left U-Tm Thm Right Peds Left U-Tm Thra Right Peds Left U-Tra Thm Right Peds Vehicles Peds 17 0 0 13 0 0 0 0 0" 0 32 0 19 0 4 0 0 69 25 0 175 4 16 0 0 17 0 0 0 0 0 0 42 0 25 0 0 0 0 76 30 1 206 1 27 0 0 19 0 0 0 0 0 0 42 0 25 0 2 0 0 95 38 1 246 3 23 0 0 16 0 0 0 0 0 0 51 0 49 0 0 0 0 110 13 2 262 2 27 0 0 12 0 0 0 0 0 0 48 0 38 0 1 0 0 127 23 0 275 1 31 0 0 18 0 0 0 0 0 0 48 0 46 0 1 0 0 120 35 2 298 3 46 0 0 35 0 0 0 0 0 0 60 0 59 0 1 0 0 149 33 2 382 3 69 0 0 56 0 0 0 0 0 0 66 0 69 0 2 0 0 152 45 1 457 3 58 0 0 30 0 0 0 0 0 0 74 0 57 0 0 0 0 143 28 1 390 I 71 0 0 22 0 0 0 0 0 0 70 0 60 0 0 0 0 115 32 1 370 1 77 0 0 22 0 0 0 0 0 0 51 0 65 0 0 0 0 104 34 0 353 0 74 0 0 34 0 0 0 0 0 0 52 0 69 0 2 0 0 121 25 2 375 4 77 0 0 56 0 0 0 0 0 0 74 0 69 0 4 0 0 152 45 2 457 4 244 0 0 143 0 0 0 0 0 0 270 0 245 0 3 0 0 559 138 5 1599 8 Peak Hr. Factor 0.87 0) V <: Intersection Pdstms in Pk. Hr. = 8 3:45 PM 69 0 0 64 0 0 0 0 0 0 107 0 141 0 2 0 0 143 27 2 551 4 4:00 PM 77 0 0 38 0 0 0 0 0 0 111 0 167 0 6 0 0 134 36 21 563 27 4:15 PM 29 0 0 33 • 0 0 0 0 0 0 106 0 147 0 0 0 0 150 38 8 503 8 4:30 PM 56 0 0 38 0 0 0 0 0 0 102 0 160 0 7 0 0 183 23 1 562 8 4:45 PM 84 0 5 61 0 0 0 0 0 0 102 0 156 0 . 2 0 0 110 32 4 550 6 5:00 PM * 69 0 51 49 0 0 0 0 0 0 141 0 186 0 0 0 0 150 31 2 677 2 5:15 PM * 58 0 1 42 0 0 0 0 0 0 138 0 198 0 11 0 0 168 42 2 647 13 5:30 PM * 43 0 0 42 0 0 0 0 0 0 112 0 203 0 1 0 0 144 39 1 583 2 5:45 PM • 67 0 0 66 0 0 0 0 0 0 130 0 166 0 3 0 0 130 43 3 602 6 6:00 PM 56 0 0 70 2 0 0 0 0 0 115 0 195 0 6 0 0 117 41 1 594 9 6:15 PM 55 0 0 67 0 0 0 0 0 0 107 0 171 0 0 0 0 144 48 0 592 0 6:30 PM 98 0 1 63 0 0 0 0 0 0 171 0 164 0 2 0 0 114 46 1 657 3 Max. 15 min. 98 0 51 70 2 0 0 0 0 0 171 0 203 0 U 0 0 183 48 21 677 27 Pk. Hr. Vol. 237 0 52 199 0 0 0 0 0 0 521 0 753 0 15 0 0 592 155 8 2509 23 PeakHr. Factor 5:45 PM Hour Intersection Pdstms in Pk. Hr. = 23 0.93 4-28-05; 3:2SPM;CITY OF CARLSBAD ;760 S02 8562 # 24/ 25 I 1-5 Northbound Ramps at Carlsbad ViUage Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thm Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 ^ Config- (left) 2 1 1 urations 3 1 4 5 6 Outside 7 Free-flow • 1 1 1 1 1 1 Lane Settings 0 I 1 0 0 0 1 2 0 0 2 0 Are the North/South phases split (Y/N)? Are thc East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors N N 244 0 143 0 0 0 270 245 0 0 559 138 0 244 143 0 0 0 270 245 0 0 697 0 0.00 0.12 0.08 .0.00 0.00 0.00 0.15 0.06 0.00 0.00 0.17 0.00 0.12 0.00 0.15 0.17 ICU Ratio = 0.54 LOS= A P D Tuming Movements at Intersection of; Time: 7:30AM to 8:30 AM Date: 07/13/04 Day: Tuesday Name: Mike, Mike W e s t A P P r Totals 1318 Sub- totals 803 515 1-5 Northbound Ramps and Carlsbad Village Drive North Approach 270 245 0 Subtotals Total 1, *1 i t Jortl t North 244 0 0 0 387 387 South Approach 1-5 Northbound Ramps 408 0 0 r 143 408 138 559 0 Total Subtotals Sub- totals 697 Totals 1085 388 Carkbad Village Drive E a s t A P P r Note : Left-tum volumes include U-tums. U-tiims in bold. 4.-28-OS; 3:2ePM;CITY OF CARLSBAD ;760 S02 8562 # 25/ 25 I 1-5 Northbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to Right 5:45 PM Left Thru Right Left Thru Right Uft Thra Right Left Thra Right Lane Inside 1 Conflg - (left) 2 1 1 1 1 urations 3 1 1 1 4 5 6 1 1 I Outside 7 Free-flow Lane Settings 0 I 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 (Y/N)? N Efficiency Lost Factor 0.10 592 155 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 = e p Tuming Movements at Intersection of: 1-5 Northbound Ramps and Carlsbad Village Drive W e s t A P P r Time: 4:45 PM to 5:45 PM Date: 07/13/04 Day: Tuesday Name: Mike, Mike Sub- Totals totals 2103 829 0 521 1274 753 Subtotals Total North Approach lr North South Approach 1-5 Northbound Ramps 728 0 0 t ^ t r 237 52 199 0 0 488 488 728 155 592 0 Total Subtotals Sub- totals 747 Totals 1699 952 Carlsbad Village Drive E a 5 t A P P r Note: Left-tum volumes include U-turns. U-turns in bold. LINSCOTT LAW & GREENSPAN engineers APPENDIXB CUMULATIVE PROJECT ASSIGNMENT WORKSHEETS Traffic Impact Analysis SEE y 1086 \' MAP I . II • • . I •' • • •••—!JL \i" •.. . i-g'..- a. 1 -- B- V— ^'i ^^v*" HI ~ i-;??- 1 ...|. -. \ rt K'^> '•'-"^^^•'--•^•^•'^i^ BEST »vv^.# , SARATOSt sr SEE'v^H3 1 VIA DIES) 2 VIA JUDY 3 VIA RDSEKTO 4 VIA BOCAS 5 VIA SABIKAS 6 VIA VERA 7 VIA CAROa 8 VIA DENISE 9 VIA MERDE 10 VIA TONAU 11 CL HACIENDA 12 VIA CAJFTA MD'. ^ V ^^^^ - Inisl ACAIJL.. ... A A0fP8ESS\W CARISBAD IT BEACH 'Ml i 13or WRHiORO I ms. nilNSTAN ST ^ VILLAGE ,2900 '.ihsfA.iff LN fflMZEE BEACH) TV vc.\\' SEEN / MAP HEDIONDA SEE\ ST Cumulative Projects Map # # Name Land Use Size ADT AM PM Check-Total Map # # Name Land Use Size Rate Vol %ADT %ln % Out In Out % ADT %ln % Out In Out AM PM 1 Magnolia Single Family 11 10 110 8% 30% 70% 3 6 10% 70 i 30% 8 3 9 11 2 Village by the Sea Condo 65 8 520 8% 20% 80% 8 33 10% 70% 30% 36 16 42 52 Retail 8662 120 10,394 3% Viso% 40% 187 125 9% 50% 50% 468 468 312 935 New Trips (retail) 88 59 220 220 3 Laguna Point Condo 21 8 168 8% 20% 80% 3 11 10% ,70% 30% 12 5 13 17 4 1265 Carlsbad Village Drive Office 8981 20 1,796 14% ••90% 10% 226 25 13% - 20% 80% 47 187 251 234 5 Casa Montessori de Vista Schooi 24 0 0 0 0 0 0 6 Lincoln 8i Oak Mixed Use Town Homes 6 8 48 8% 20% 80% 1 3 10% 70% 30% 3 1 4 5 Retail 1984 120 2,381 3% 60% 40% 43 29 *' 9% 50% 50% 107 107 71 214 New Trips (retail) 20 13 50 50 Total 349 150 376 482 1*1 REV. 3/23/04 NOTES: - AM/PM Peak hour volumes are shown at the intersections NO SCALE LLG1390.DWG LINSCOii LAW GKEtNSPAN ENGINEERS REV. 3/23/04 NOTES: - AM/PM Peak hour volunnes are shown at the intersections NO SCALE LLG1390.DWG LINSCOTT LAW (.RELNSI'AN ENGINEERS -^H^2_QJ|^^ ^V^,^J^HUT ,^^^1^ REV. 3/23/04 NOTES: - AM/PM Peak hour volunnes are shown at the intersections NO SCALE LLG1390.DWG LINSCOTT LAW GRLtNSI'AN ENGINEERS 1^1 NOTES: - AM/PM Peak hour volunnes are shown at the intersections REV. 3/23/04 NO SCALE LLG1390.DWG LINSC C:)TT LAW X C.I^ELNSI'AN ENGINEERS Am I plvi IKl CUT 1 50 BASE •f^Mess:'!^ School SEA VIEW OFFICE VILLAGE NOTES: - AM/PM Peak hour volunnes are shown at the intersections REV. 3/23/04 LLG1390.DWG NO SCALE LINSCOTT LAW C.KEENSPAN ENGINEERS REV. 3/23/04 NOTES: — AM/PM Peak hour volumes ore shown at the intersections NO SCALE LLG13gO.DW6 LINSCOTT LAW \ CR EEN SPAN ENGINEERS LINSCOTT LAW & GREENSPAN engineers APPENDIX C INTERSECTION CAPACITY UTILIZATION WORKSHEETS Traffic Impact Analysis 1-5 Southbound at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 Lane Settings 0 0 0 0 1 1 0 2 0 1 2 0 0 0 Capacity Are the North/South phases split (Y/N)? Are tiie East/West phases split (Y/N)? 0 Y N 0 2000 1800 0 4000 1800 4000 0 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 0.00 0.00 0.00 0.04 0.13 0.00 0.16 0.00 0.11 0.16 0.00 Critical Factors 0.00 0.00 0.00 0.13 0.16 0.11 ICU Ratio = 0.50 LOS = A K\ISTI.N(i Tuming Movements at Intersection of: 1-5 Southbound and Carlsbad ViUage Drive W e s t A P P r Time: 8:00 AM to 9:00 AM Date: 07/13/04 Day: Tuesday Name: 0 Totals 1526 Sub- totals 882 644 North Approach 0 424 220 239 Subtotals Total 419 0 0 419 324 1 North 1-5 Southbound 324 0 84 t ^ t r 0 643 198 Total Subtotals Sub- totals 841 Totals 1349 508 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Southbound at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thm Right Left Thm Right Left Thru Right Left Thm Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 4 e 1 Outside D 6 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 (Y/N)? Y Are the East/West phases split (Y/N) ? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 145 1 397 0 889 336 171 671 0 Adjusted Hourly Volume 0 0 0 0 146 397 0 1225 0 171 671 0 Utilization Factor 0.00 0.00 0.00 0.00 0.07 0.22 0.00 0.31 0.00 0.10 0.17 0.00 Critical Factors 0.00 0.00 0.00 0.22 0.31 0.10 ICU Ratio _ 0.73 LOS = C Turning Movements at Intersection of: 1-5 Southbound and Carlsbad Village Drive W e s t A P P r Time: 4:30 PM to 5:30 PM Date: 07/13/04 Day: Tuesday Name: 0 North Approach Totals 2293 Sub- totals 1068 1225 0 889 336 Subtotals Total 397 508 0 0 508 543 1 North 1-5 Southbound 544 1 145 • t ^ t r 0 671 -171 Total Subtotals Sub- totals 842 Totals 1875 1033 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Northbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thm Right Left Thm Right Left Thm Right Left Thm Right Lane Inside 1 1 1 Config - (left) 2 1 1 1 1 1 urations 3 4 C 1 1 Outside J 6 1 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)? Y Are the East/West phases split (Y/N) ? N Efficiency Lost Factor 0.10 Hourly Volume 244 0 143 0 0 0 270 245 0 0 559 138 Adjusted Hourly 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 0.00 0.00 0.15 0.17 ICU Ratio = 0.54 LOS = A KXISTl.NC; Tuming Movements at Intersection of: 1-5 Northbound Ramps and Carlsbad Village Drive W e s t A P P r Time: 7:30 AM to 8:30 AM Date: 07/13/04 Day: Tuesday Name: 0 Totals 1318 Sub- totals 803 515 270 245 0 Subtotals Total North Approach 244 0 387 0 0 North 0 387 408 0 0 1-5 Northbound Ramps Total • t 1 *i t r 143 408 138 559 0 Subtotals Sub- totals 697 388 Totals 1085 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Northbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thm Right Left Thm Right Left Thm Right Left Thru Right Lane Inside 1 1 1 Config - (left) 2 1 1 1 1 1 urations 3 4 C 1 1 Outside J 6 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)? Y Are the East/West phases split (Y/N) ? 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 0.00 0.00 0.29 0.19 ICU Ratio _ 0.72 LOS = C Tuming Movements at Intersection of: 1-5 Northbound Ramps and Carlsbad Village Drive W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 07/13/04 Day: Tuesday Name: 0 North Approach Totals 2103 Sub- totals 829 1274 521 753 0 Subtotals Total 1 237 0 488 t North t 52 488 1-5 Northbound Ramps 729 1 0 r 199 729 155 592 - 0 Total Subtotals Sub- totals 747 Totals 1698 951 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Pio Pico Drive at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:00 AM to 8:00 AM Left Thm Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 1 1 1 1 1 1 1 Config - (left) 2 1 1 urations 3 4 C 1 1 1 1 Outside J 6 7 Free-flow Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? Y Are the East/West phases split (Y/N) ? N Efficiency Lost Factor 0.10 Hourly Volume 172 40 23 10 37 37 49 294 94 85 601 71 Adjusted Hourly Volume 0 235 0 0 84 0 49 388 0 85 672 0 Utilization Factor 0.00 0.12 0.00 0.00 0.04 0.00 0.03 0.10 0.00 0.05 0.17 0.00 Critical Factors 0.12 0.04 0.03 0.17 ICU Ratio 0.46 LOS = A EXISTING Tuming Movements at Intersection of: Pio Pico Drive and Carlsbad Village Drive W e s t A P P r Time: 7:00 AM to 8:00 AM Date: 06/07/05 Day: Tuesday Name : Totals 1247 Sub- totals 810 437 49 294 94 Subtotals Total North Approach 37 216 84 37 t North t 172 40 0 235 451 244 0 10 Pio Pico Drive 160 r 23 71 601 85 Total Subtotals Sub- totals 757 Totals 1084 327 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Pio Pico Drive at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 1 1 1 1 1 1 1 Config - (left) 2 1 1 urations 3 4 C 1 1 1 1 Outside J 6 7 Free-flow Lane Settings 0 1 0 1 1 0 1 2 0 1 2 0 Capacity 0 2000 0 1800 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? Y Are the East/West phases spUt (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 143 33 33 64 27 26 77 667 98 46 524 46 Adjusted Hourly Volume 0 209 0 117 53 0 77 765 0 46 570 0 Utilization Factor 0.00 0.10 0.00 0.07 0.03 0.00 0.04 0.19 0.00 0.03 0.14 0.00 Critical Factors 0.10 0.07 0.19 0.03 ICU Ratio = 0.49 LOS = A Tuming Movements at Intersection of: Pio Pico Drive and Carlsbad Viiiage Drive W e s t A P P r Time: 4:45 PM to 5:45 PM Date: 06/07/05 Day: Tuesday Name : North Approach Totals 1535 Sub- totals 693 842 77 667 98 Subtotals Total 171 26 1 143 0 380 117 27 North 33 209 274 1 64 Pio Pico Drive 157 t 46 524 -46 Total Subtotals Sub- totals 616 Totals 1379 33 763 Carlsbad Village Drive E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Highland Drive at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 1 1 1 1 1 1 1 Config - (left) 2 1 1 urations 3 4 C 1 1 1 1 Outside J 6 7 Free-flow Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are tiie North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 70 77 49 40 83 21 1 247 31 78 700 28 Adjusted Hourly Volume 0 196 0 0 144 0 1 278 0 78 728 0 Utilization Factor 0.00 0.10 0.00 0.00 0.07 0.00 0.00 0.07 0.00 0.04 0.18 0.00 Critical Factors 0.10 0.00 0.00 0.18 ICU Ratio __ 0.38 LOS = A KXISTING Tuming Movements at Intersection of: Highland Drive and Carlsbad Village Drive W e s t A P P r Time: 7:15AM to 8:15 AM Date: 06/07/05 Day: Tuesday Name: Totals 1070 Sub- totals 791 279 North Approach 1 247 31 Subtotals Total 21 192 144 83 t North t 70 77 0 196 388 Highland Drive 250 0 40 r 49 106 28 700 78 Total Subtotals Sub- totals 806 Totals 1142 336 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Highland Drive at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 11 1 1 Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N 0 2000 0 1800 4000 0 1800 4000 0 Efficiency Lost Factor 0.10 Hourly Volume 46 23 22 53 41 7 22 695 40 35 573 26 Adjusted Hourly Volume 0 91 0 0 101 0 22 735 0 35 599 0 Utilization Factor 0.00 0.05 0.00 0.00 0.05 0.00 0.01 0.18 0.00 0.02 0.15 0.00 Critical Factors 0.00 0.05 0.18 0.02 ICU Ratio = 0.35 LOS = A KxisriM; Turning Movements at Intersection of: Highland Drive and Carlsbad Village Drive W e s t A P P r Time: 5:00 PM to 6:00 PM Date : 6/7/05\ Day: Tuesday Name: Totals 1383 Sub- totals 626 757 22 695 40 Subtotals Total North Approach 116 101 41 t North t 46 23 0 91 207 Highland Drive 173 1 53 r 22 72 26 573 -35 Total Subtotals Sub- totals 634 Totals 769 Carlsbad Village Drive 1403 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Southbound at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 Lane Settings 0 0 0 0 1 1 0 2 0 1 2 0 0 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 0 Adjusted Hourly Volume 0 Utilization Factor 0.00 Critical Factors 0.00 0 0 0.00 0.00 0 Y N 0 0 0.00 0.00 0 2000 1800 0 4000 0 1800 4000 0 98 0 0.00 1 99 0.05 239 0 430 220 202 644 0 239 0 650 0 202 644 0 0.13 0.00 0.16 0.00 0.11 0.16 0.00 0.13 0.16 0.11 ICU Ratio = 0.50 LOS= A Tuming Movements at Intersection of: 1-5 Southbound and Carlsbad Village Drive W e s t A P P r Time: 8:00 AM to 9:00 AM Date: 07/13/04 Day: Tuesday Name: 0 North Approach Totals 1533 Sub- totals 883 650 0 430 220 Subtotals Total 423 239 1 0 0 423 338 1 North 1-5 Southbound 338 0 98 t r 0 0 0 0 644 202 Total Subtotals Sub- totals 846 Totals 1374 528 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Southbound at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 Lane Settings 0 0 0 0 1 1 0 2 0 1 2 0 0 0 Capacity Are the North/Soutii phases split (Y/N)? Are the East/West phases split (Y/N)? 0 Y N 0 2000 1800 0 4000 1800 4000 0 Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 154 1 397 0 893 336 194 680 0 Adjusted Hourly Volume 0 0 0 0 155 397 0 1229 0 171 680 0 Utilization Factor 0.00 0.00 0.00 0.00 0.08 0.22 0.00 0.31 0.00 0.10 0.17 0.00 Critical Factors 0.00 0.00 0.00 0.22 0.31 0.10 ICU Ratio = 0.73 LOS = C Tuming Movements at Intersection of: 1-5 Southbound and Carlsbad Village Drive W e s t A P P r Time: 4:30 PM to 5:30 PM Date: 07/13/04 Day: Tuesday Name: 0 North Approach Totals 2306 Sub- totals 1077 1229 0 893 336 Subtotals Total 397 531 552 1 i t North t 0 0 0 0 531 1-5 Southbound 553 1 154 V r 0 680 -194 Total Subtotals Sub- totals 874 Totals 1920 1046 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Northbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config- (left) 2 1 1 urations 3 1 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 Lane Settings 0 1 1 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 Are the North/South phases split (Y/N)? Y Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 244 0 157 Adjusted Hourly Volume 0 244 157 Utilization Factor 0.00 0.12 0.09 Critical Factors 0.12 0 1800 4000 0 0 4000 0 0 0 270 265 0 0 564 142 0 0 0 270 265 0 0 706 0 0.00 0.00 0.00 0.15 0.07 0.00 0.00 0.18 0.00 0.00 0.00 0.00 0.15 0.18 ICU Ratio = 0.55 LOS= A KxisTLNc; +PROJECI; Tuming Movements at Intersection of: 1-5 Northbound Ramps and Carlsbad Village Drive W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 07/13/04 Day: Tuesday Name: 0 Totals 1343 Sub- totals 808 535 270 265 0 Subtotals Total North Approach 1-5 Northbound Ramps 412 0 0 0 0 0 J t t North *] t r 244 0 157 0 401 401 412 142 564 0 Total Subtotals Sub- totals 706 Totals 1128 422 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Northbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config- (left) 2 1 1 urations 3 1 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 Lane Settings 0 1 1 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 Are the North/Soutii phases split (Y/N)? Y Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 237 52 209 Adjusted Hourly Volume 0 289 209 Utilization Factor 0.00 0.14 0.12 Critical Factors 0.14 1800 4000 0 0 4000 0 0 0 0 521 766 0 0 624 178 0 0 0 521 766 0 0 802 0 0.00 0.00 0.00 0.29 0.19 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.29 0.20 ICU Ratio = 0.73 FAISTING + PROJKCT Tuming Movements at Intersection of: LOS= C 1-5 Northbound Ramps and Carlsbad Village Drive W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 07/13/04 Day: Tuesday Name: 0 North Approach Totals 2148 Sub- totals 861 1287 521 766 0 Subtotals Total i 237 0 498 North 52 498 1-5 Northbound Ramps 752 1 0 752 t 178 624 - 0 Total Subtotals Sub- totals 802 Totals 1776 ^ t r 209 974 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Pio Pico Drive at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:00 AM to 8:00 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 1 1 1 1 1 1 1 Config - (left) 2 1 1 urations 3 4 C 1 1 1 1 Outside J 6 7 Free-flow Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are tiie North/South phases split (Y/N)? Y Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 172 40 26 11 37 37 49 328 94 86 610 71 Adjusted Hourly Volume 0 238 0 0 85 0 49 422 0 86 681 0 Utilization Factor 0.00 0.12 0.00 0.00 0.04 0.00 0.03 0.11 0.00 0.05 0.17 0.00 Critical Factors 0.12 0.04 0.03 0.17 ICU Ratio 0.46 LOS = A KXISTING+ PKOJECr Tuming Movements at Intersection of: Pio Pico Drive and Carlsbad Village Drive W e s t A P P r Time: 7:00 AM to 8:00 AM Date: 06/07/05 Day: Tuesday Name: North Approach Totals 1290 Sub- totals 819 471 49 328 94 85 37 37 Subtotals Total 217 t North t 172 40 0 238 455 245 0 11 Pio Pico Drive 160 r 26 71 610 86 Total Subtotals Sub- totals 767 Totals 1132 365 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Pio Pico Drive at Carlsbad ViUage Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 1 1 1 1 1 1 1 Config - (left) 2 1 1 urations 3 4 C 1 1 1 1 Outside D 6 7 Free-flow Lane Settings 0 1 0 1 1 0 1 2 0 1 2 0 Capacity 0 2000 0 1800 2000 0 1800 4000 0 1800 4000 0 Are tiie North/South phases split (Y/N)? Y Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 143 33 35 64 27 27 77 690 98 50 579 48 Adjusted Hourly Volume 0 211 0 118 54 0 77 788 0 50 627 0 Utilization Factor 0.00 0.11 0.00 0.07 0.03 0.00 0.04 0.20 0.00 0.03 0.16 0.00 Critical Factors 0.11 0.07 0.20 0.03 ICU Ratio 0.51 LOS = A Tuming Movements at Intersection of: Pio Pico Drive and Carlsbad Village Drive W e s t A P P r Time: 4:45 PM to 5:45 PM Date: 06/07/05 Day: Tuesday Name: Totals 1614 Sub- totals 749 865 77 690 98 Subtotals Total North Approach 27 175 143 0 386 118 27 33 211 277 1 64 Pio Pico Drive 159 t North ^ t r 35 48 579 -50 Total Subtotals Sub- totals 677 Totals 1465 788 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Highland Drive at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 1 1 1 1 1 1 1 Config - (left) 2 1 1 urations 3 4 C 1 1 1 1 Outside J 6 7 Free-flow Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the EastAVest phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 74 77 49 40 83 25 2 249 32 78 710 28 Adjusted Hourly Volume 0 200 0 0 148 0 2 281 0 78 738 0 Utilization Factor 0.00 0.10 0.00 0.00 0.07 0.00 0.00 0.07 0.00 0.04 0.18 0.00 Critical Factors 0.10 0.00 0.00 0.18 ICU Ratio _ 0.38 LOS = A Tuming Movements at Intersection of: Highland Drive and Carlsbad Village Drive W e s t A P P r Time: 7:15 AM to 8:15 AM Date: 06/07/05 Day: Tuesday Name: Totals 1092 Sub- totals 809 283 2 249 32 Subtotals Total North Approach 25 i 193 148 83 North t 74 77 0 200 393 Highland Drive 255 0 40 r 49 107 28 710 78 Total Subtotals Sub- totals 816 Totals 1154 338 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Highland Drive at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 11 1 1 Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 0 10 0 1 0 1 2 0 1 2 0 Capacity 0 2000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 49 23 Adjusted Hourly Volume 0 94 Utilization Factor 0.00 0.05 Critical Factors 0.00 ICU Ratio = 0.36 0 N N 22 0 0.00 LOS^ 0 2000 0 1800 4000 0 1800 4000 53 41 10 28 711 47 35 580 26 0 104 0 28 758 0 35 606 0 0.00 0.05 0.00 0.02 0.19 0.00 0.02 0.15 0.00 0.05 0.19 0.02 Tuming Movements at Intersection of: Highland Drive and Carlsbad Village Drive W e s t A P P r Time: 5:00 PM to 6:00 PM Date: 6/7/05\ Day: Tuesday Name: Totals 1425 Sub- totals 639 786 28 711 47 Subtotals Total North Approach 10 123 104 41 t North t 49 23 0 94 217 Highland Drive 182 1 53 f r 22 78 26 580 -35 Total Subtotals Sub- totals 641 Totals 1426 785 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Southbound at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 Lane Settings 0 0 0 0 1 1 0 2 0 1 2 0 0 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 0 Y N 0 2000 1800 0 4000 0 1800 4000 0 Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 155 1 269 0 505 262 210 711 0 Adjusted Hourly Volume 0 0 0 0 156 269 0 767 0 210 711 0 Utilization Factor 0.00 0.00 0.00 0.00 0.08 0.15 0.00 0.19 0.00 0.12 0.18 0.00 Critical Factors 0.00 0.00 0.00 0.15 0.19 0.12 ICU Ratio = 0.56 LOS = A Tuming Movements at Intersection of: 1-5 Southbound and Carlsbad Village Drive W e s t A P P r Time: 8:00 AM to 9:00 AM Date: 07/13/04 Day: Tuesday Name: 0 North Approach Totals 1747 Sub- totals 980 767 0 505 262 1-5 Southbound Subtotals Total 473 425 425 0 269 1 155 J L A t T •M 1 North t r 0 0 0 0 473 0 0 711 210 Total Subtotals Sub- totals 921 Totals 1581 660 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Southbound at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 Lane Settings 0 0 0 0 1 1 0 2 0 1 2 0 0 0 Capacity Are the Nortii/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 0 0 Adjusted Hourly Volume 0 0 Utilization Factor 0.00 0.00 Critical Factors 0.00 0.00 0 Y N 0 0 0.00 0.00 0 2000 1800 0 4000 167 0 0.00 1800 4000 0 1 168 0.08 472 0 1042 415 243 866 0 472 0 1457 0 171 866 0 0.26 0.00 0.36 0.00 0.10 0.22 0.00 0.26 0.36 0.10 ICU Ratio = 0.82 LOS= D Tuming Movements at Intersection of: 1-5 Southbound and Carlsbad Village Drive W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 07/13/04 Day: Tuesday Name: 0 North Approach Totals 2795 Sub- totals 1338 1457 0 1042 415 472 lr Subtotals Total 659 640 1 North 0 0 0 0 659 1-5 Southbound 641 1 167 t t r 0 866 -243 Total Subtotals Sub- totals 1109 Totals 2317 1208 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Northbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 1 Config- (left) 2 1 1 1 1 1 urations 3 4 1 1 Outside 6 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 tiie North/South phases split (Y/N)? Y Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 277 0 215 0 0 0 295 372 0 0 606 149 Adjusted Hourly Volume 0 277 215 0 0 0 295 372 0 0 755 0 Utilization Factor 0.00 0.14 0.12 0.00 0.00 0.00 0.16 0.09 0.00 0.00 0.19 0.00 Critical Factors 0.14 0.00 0.00 0.00 0.16 0.19 ICU Ratio 0.59 LOS = A Tuming Movements at Intersection of: 1-5 Northbound Ramps and Carlsbad Village Drive W e s t A P P Time : 7:30 AM to 8:30 AM Date: 07/13/04 Day: Tuesday Name: 0 North Approach Totals 1550 Sub- totals 883 667 295 372 0 Subtotals Total 277 0 492 North 0 492 1-5 Northbound Ramps 444 0 0 444 • t ^ t r 215 149 606 0 Total Subtotals Sub- totals 755 Totals 1342 587 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Northbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config- (left) 2 1 1 urations 3 1 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 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)? Y Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 331 52 223 0 0 0 592 857 0 0 770 226 Adjusted Hourly Volume 0 383 223 0 0 0 592 857 0 0 996 0 Utilization Factor 0.00 0.19 0.12 0.00 0.00 0.00 0.33 0.21 0.00 0.00 0.25 0.00 Critical Factors 0.19 0.00 0.00 0.00 0.33 0.25 ICU Ratio = 0.87 Turning Movements at Intersection of: LOS= D 1-5 Northbound Ramps and Carlsbad Village Drive W e s t A P P r Time: 4:45 PM to 5:45 PM Date: 07/13/04 Day: Tuesday Name: 0 North Approach Totals 2550 Sub- totals 1101 1449 592 857 0 Subtotals Total 331 0 606 North 1-5 Northbound Ramps 871 1 0 • t 1 ^ t r 52 223 606 871 226 770 - 0 Total Subtotals Sub- totals 996 Totals 2075 1079 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Pio Pico Drive at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:00 AM to 8:00 AM Left Thra Right Left Thra Right Left Thra Right Left Thm Right Lane Inside 1 1 1 1 1 1 1 1 1 Config - (left) 2 1 1 urations 3 4 C 1 1 1 1 Outside J 6 7 Free-flow Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? Y Are the East/West phases split (Y/N) ? N Efficiency Lost Factor 0.10 Hourly Volume 172 40 41 18 37 37 49 493 94 90 659 73 Adjusted Hourly Volume 0 253 0 0 92 0 49 587 0 90 732 0 Utilization Factor 0.00 0.13 0.00 0.00 0.05 0.00 0.03 0.15 0.00 0.05 0.18 0.00 Critical Factors 0.13 0.05 0.03 0.18 ICU Ratio 0.49 LOS = A Tuming Movements at Intersection of: Pio Pico Drive and Carlsbad Village Drive W e s t A P P Time: 7:00 AM to 8:00 AM Date: 06/07/05 Day: Tuesday Name : Totals 1504 Sub- totals 868 636 North Approach 49 493 94 Subtotals Total 92 37 37 221 North 172 40 0 253 474 254 0 18 Pio Pico Drive 162 • t ^ t r 41 73 659 90 Total Subtotals Sub- totals 822 Totals 1374 552 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Pio Pico Drive at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 11 1 1 Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 1 1 0 1 2 0 1 2 0 Capacity 0 2000 0 Are the North/South phases split (Y/N)? Y Are the East/West phases split (Y/N)? N 1800 2000 0 1800 4000 0 1800 4000 0 Efficiency Lost Factor 0.10 Hourly Volume 143 33 40 64 27 30 77 795 98 63 773 54 Adjusted Hourly Volume 0 216 0 121 57 0 77 893 0 63 827 0 Utilization Factor 0.00 0.11 0.00 0.07 0.03 0.00 0.04 0.22 0.00 0.04 0.21 0.00 Critical Factors 0.11 0.07 0.22 0.04 ICU Ratio = 0.54 LOS = A t.XlSTI.NG + PROJECT + CUM Tuming Movements at Intersection of: Pio Pico Drive and Carlsbad Village Drive W e s t A P P r Time: 4:45 PM to 5:45 PM Date: 06/07/05 Day: Tuesday Name : Totals 1916 Sub- totals 946 970 77 795 98 Subtotals Total North Approach 30 121 27 North 143 33 0 216 404 286 1 64 Pio Pico Drive 165 f ^ t r 40 54 773 -63 Total Subtotals Sub- totals 890 Totals 1788 898 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Highland Drive at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 11 1 1 Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 0 10 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N 0 2000 0 1800 4000 1800 4000 0 Efficiency Lost Factor 0.10 Hourly Volume 90 87 78 56 93 26 2 417 50 93 743 30 Adjusted Hourly Volume 0 255 0 0 175 0 2 467 0 93 773 0 Utilization Factor 0.00 0.13 0.00 0.00 0.09 0.00 0.00 0.12 0.00 0.05 0.19 0.00 Critical Factors 0.13 0.00 0.00 0.19 ICU Ratio = 0.42 LOS = A Tuming Movements at Intersection of: Highland Drive and Carlsbad Village Drive W e s t A P P r Time: 7:15 AM to 8:15 AM Date: 06/07/05 Day: Tuesday Name: Totals 1328 Sub- totals 859 469 North Approach 2 417 50 Subtotals Total 26 236 175 93 t North t 90 87 0 255 491 Highland Drive 294 0 56 r 78 119 30 743 93 Total Subtotals Sub- totals 866 Totals 1417 551 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Highland Drive 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) 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 11 1 1 Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 0 10 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 75 33 38 Adjusted Hourly Volume 0 146 0 Utilization Factor 0.00 0.07 0.00 Critical Factors 0.07 0 2000 0 1800 4000 0 1800 4000 0 56 0 0.00 0.00 51 119 0.06 12 0 0.00 30 799 70 61 765 39 30 869 0 61 804 0 0.02 0.22 0.00 0.03 0.20 0.00 0.22 0.03 ICU Ratio = 0.42 LOS^ Tuming Movements at Intersection of: Highland Drive and Carlsbad Village Drive W e s t A P P r Time : 5:00 PM to 6:00 PM Date : 6/7/05\ Day: Tuesday Name : Totals 1751 Sub- totals 852 899 North Approach 30 799 70 Subtotals Total 182 12 119 51 t North t 75 33 0 146 328 Highland Drive 222 1 56 r 38 103 39 765 -61 Total Subtotals Sub- totals 865 Totals 1757 892 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. LINSCOTT LAW & GREENSPAN engineers APPENDIX D SANTEC/ ITE ROADWAY CLASSIFICATION TABLE & YEAR 2030 SANDAG TRAFFIC VOLUMES Traffic Impact Analysis JAND AG :: HOME :: San Diego's Regional Planning Agency 1 MEETiMSS j C O N T ft C T I I I rEgion Newsletter Help update Bayshore Bikeway pian June Board Actions New report ranlcs region's sustainable competitiveness MTS unveils new buses MTS announces official start date for new trolley extension I I I I I I 7/8 Board of Directors 7/8 Executive Committee 7/14 Regional Planning Tectinical Working Group 7/15 Public Safety Committee 7/15 Transportation Committee Indicators of Sustainable Competitiveness: A Quality of Life Index for San Diego, 2005 [PDF] CJ Bulletin April 2005 - Crime in the San Diego Region in 2004 [PDF] TransNet Update 2005 [PDF] S A N D I 'f i 0 i . AssoclMlo?! of C5eV0rr?rnaiits SANDAG provides the public forum for regional policy decisions about growth, transportation planning and funding, transit construction, environmental management, economic development, housing, open space, energy, public safety, and binational topics. SANDAG is this region's association of local governments composed of 18 cities and the county government. SANDAG policymakers are mayors, councilmembers, and a county supervisor from each ofthe region's 19 local governments. • A new era in San Dieqo transit is cominql The new Green Line opens July 10 and will close a critical gap in the trolley system between the existing Blue and Orange lines - allowing riders to travel through Mission Valley to La Mesa via SDSU. A free Community Ride Day will be held on July 9 from the Qualcomm Stadium station to the Santee Town Center. 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Whitson Reviewed by committee members: Hank Morris (co-chair), Tom Parry (co-chair), Arnold Torma (co-chair), Susan O'Rourke, Bill Darnell, Labib Qasem, John Boarman, Ralph Leyva, and Erik Ruehr Additional review by: Ann French Gonsalves, Bill Figge, Bob Goralka, and Gary Halbert 7 Table 2 ROADWAY CLASSIFICATIONS, LEVELS OF SERVICE (LOS) AND AVERAGE DAILY TRAFFIC (ADT) STREET CLASSIFICATION LANES CROSS SECTIONS* (APPROX.) A B C D E Expressway 8 lanes 102-160/122-200 30.000 42,000 60,000 70,000 80,000 Prime Arterial 6 lanes 102-108/122-128 25,000 35,000 50,000 55,000 60,000 Major Arterial 6 lanes 102/122 20,000 28,000 40,000 45,000 50,000 Major Arterial 4 lanes 78-82/98-102 15,000 21,000 30,000 35,000 40,000 Secondary Arterial/ Collector 4 lanes 64-72/84-92 10,000 14,000 20,000 25,000 30,000 Collector (no center lane) (continuous left- turn lane) 4 lanes 2 lanes 64/84 50/70 5,000 7,000 10,000 13,000 15,000 Collector (no fronting property) 2 lanes 40/60 4,000 5,500 7,500 9,000 10,000 Collector (commercial- industrial fronting) 2 lanes 50/70 2,500 3,500 5,000 6,500 8,000 Collector (multi-family) 2 lanes 40/60 2,500 3,500 - 5,000 6,500 8,000 Sub-Collector (single-family) 2 lanes 36/56 ~ ~ 2,200 - LEVEL OF SERVICE W/ADT" LEGEND: Curb to curb width (feet)/right of way width (feet): based upon the City of San Diego Street Design Manual and other jurisdictions within the San Diego region. ** Approximate recommended ADT based upon the City of San Diego Street Design Manual. NOTES: 1. 2. The volumes and the average daily level of service listed above are only intended as a general planning guideline. Levels of service are not applied 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. 11