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Home My WebLink AboutCUP 13-09; ICETOWN SKATEOPLEX; TRAFFIC IMPACT ANALYSIS; 2013-09-18EC'4 LOPY ilii(12 InitIa 1)ate Engineers & Planners Traffic Transportation Parking REC:.L 1nitI TRAFFIC IMPACT ANALYSIS ICETOWN SKATEOPLEX SPORTS CENTER Carlsbad, California July 30, 2013 Revised September 18, 2013 CUP 13-09 LLG Ref. 3-13-2247 Prepared by: Under the Supervision of: Amelia Giacalone Walter Musial, P.E. Linscott, Law & Transportation Planner II Associate Principal Greenspan, Engineers 4542 Ruffner Street Suite 100 San Diego, CA 92111 858.300.8800 858.300.8810 F www.11gengineers.com TABLE OF CONTENTS SECTION PAGE 1.0 Introduction................................................................................................................................1 2.0 Project Description....................................................................................................................4 3.0 Existing Conditions....................................................................................................................6 3.1 Existing Street Network......................................................................................................6 3.2 Existing Traffic Volumes....................................................................................................6 4.0 Analysis Methodology..............................................................................................................10 4.1.1 Intersections .......................................................................................................... 10 4.1.2 Street Segments ..................................................................................................... 10 5.0 Significance Criteria..................... 11 6.0 Analysis of Existing Conditions..............................................................................................12 6.1 Intersection Operations.....................................................................................................12 6.2 Street Segment Operations................................................................................................12 7.0 Trip Generation/Distribution/Assignment 14 7.1 Trip Generation.................................................................................................................14 7.2 Trip Distribution/Assignment ........................................................................................... 15 8.0 Existing + Project Analysis.....................................................................................................19 8.1 .1 Intersection Operations.........................................................................................19 8.1.2 Segment Operations .............................................................................................. 19 9.0 Long-Term (Year 2035) Analysis...........................................................................................21 9.1 Long-Term (Year 2035) Traffic Volumes........................................................................21 9.2 Long-Term (Year 2035) Analysis.....................................................................................21 9.2.1 Intersection Operations ......................................................................................... 21. 9.2.2 Segment Operations .............................................................................................. 21. 9.3 Long-Term (Year 2035) + Project Analysis ....................... . .............................................. 21 9.3.1 Intersection Operations.........................................................................................21 9.3.2 Segment Operations..............................................................................................22 10.0 Conclusions...............................................................................................................................26 LINSCOTT, LAw& GREENSPAN, engineers LLG Ref. 3-13-2247 I Skateoptex Sports Center N:\2247ReportVftA.2247_Revised Sept 2013.docx APPENDICES APPENDIX Intersection and Segment Manual Count Sheets ICU Intersection Analysis Methodology Existing Intersection Analysis Calculation Worksheets Site Specific Trip Generation Information Existing + Project Intersection Analysis Calculation Worksheets Long-Term (Year 2035 ) Forecasting Information Long-Term (Year 2035) intersection Analysis Calculation Worksheets LIST OF FIGURES SECTION—FIGURE # - FOLLOWING PAGE Figure1-1 Vicinity Map...................................................................................................................2 Figure1-2 Project Area Map............................................................................................................3 Figure2-1 Site Plan..........................................................................................................................5 Figure 3-1 Existing Conditions Diagram..........................................................................................8 Figure 3-2 Existing Traffic Volumes................................................................................................9 Figure 7-1 Project Traffic Distribution...........................................................................................16 Figure 7-2 Project Traffic Volumes................................................................................................17 Figure 7-3 Existing + Project Traffic Volumes..............................................................................18 Figure 9-1 Long-Term (Year 2035) Traffic Volumes....................................................................24 Figure 9-2 Long-Term (Year 2035) + Project Traffic Volumes ....................................................25 LINSCOTT, LAw &GREENSPAN, engineers LLG Ref. 3-13-2247 ii Skateoplex Sports Center N:\2247tReport\TIA.2247_Revised Sept 2013.doc,c LIST OF TABLES SECTION—TABLE # PAGE Table 3-1 Existing Traffic Volumes.....................................................................................................7 Table 5-1 City Of Carlsbad Traffic impact Significant Thresholds ................................................... 11 Table 6-1 Existing intersection Operations: PM Peak Hour .............................................................. 12 Table 6-2 Existing Street Segment Operations: PM Peak Hour........................................................13 Table 7-1 Project Trip Generation Summary.....................................................................................14 Table 8-1 Existing + Project Intersection Operations: PM Peak Hour..............................................20 Table 8-2 Existing + Project Street Segment Operations: PM Peak Hour.........................................20 Table 9-1 Long-Term (Year 2035) Intersection Operations: PM Peak Hour....................................23 Table 9-2 Long-Term (Year 2035) Street Segment Operations: PM Peak Hour...............................23 LLG Ref. 3-13-2247 LINSCOTT, Lw& GREENSPAN, engineers III Skateoplex Sports Center N:'2247\Report\TIA.2247_Revised Sept 2013.docx TRAFFIC IMPACT ANALYSIS ICETOWN SKATEOPLEX SPORTS CENTER Carlsbad, California July 30, 2013 Revised September 18, 2013 1.0 INTRODUCTION Linscott, Law & Greenspan, Engineers (LLG) has been retained to assess the potential traffic impacts associated with the proposed Icetown Skateoplex Sports Center. The project site is located at 2283 Cosmos Court, west of El Camino Real and South of Palomar Airport Road, in the City of Carlsbad. The project proposes to locate an ice training facility within an existing 27,013 square foot building. This traffic report includes the following: Project Description Existing Conditions Discussion Analysis Approach and Methodology Significance Criteria Trip Generation / Distribution / Assignment Existing and Existing + Project Analysis Long-Term (Year 2035) and Long-Term + Project Analysis Conclusions The study area for this project encompasses areas of anticipated impact related to the project during the PM commuter peak hour, since any activity is expected to occur after 9:00 AM. The analysis was also completed per City of Carlsbad guidelines and based on a review of approved traffic studies in the area. Figure 1-1 shows the vicinity map. Figure 1-2 shows a more detailed project area map. LLG Ref. 3-13-2247 Liwscorr, LAw & GREENSPAN, engineers I Skateoplex Sports Center N:'2247\ReponVf1A.2247_Revised Sept 2013.docx OCEANSIDE VISTA CARLSBAD \SANJMAPOOPOOS I ESC3NDIO *PROJ"ECT-AREA ENCINITAS . SOLANABEAH : POWAY DEL MAR - : PACIFIC OCEAN ... SAN DIEGO SANTEE EL CAJON LAMESA Legend LEMON City Boundary GROVE Incorporated () Unincorporated CORONADO - o 2 4 Miles N:\2247\GS Figure 1-1 Date: 7(24(13 Vicinity Map SKATEOPLEX SPORTS CENTER C Yarrow Dr PO -7 ) pccbrosia Lo cr o 0 Q 0 I D 2.0 PROJECT DESCRIPTION The Icetown Skateoplex Sports Center project site is located at 2283 Cosmos Court, west of El Camino Real and South of Palomar Airport Road, in the City of Carlsbad. The project proposes to locate an ice training facility within an existing 27,013 square foot building. The Skateoplex Sports Center will consist of a regulation ice surface (approximately 16,150 sf) with dasher boards and tempered glass surrounding the rink, as well as changing rooms, a classroom/study area, coaches room, referee room, zamboni room, storage rooms, a full service pro shop, and a snack bar. No spectator seating is proposed at this time. The Center's primary use will be for training and education on skills and techniques in figure skating, hockey, and individual team practices. Skating lessons for figure skating and hockey will be offered through the Carlsbad Parks and Recreation program and the home school physical education program. During the late morning hours figure skating and freestyle sessions will be held, with no more than 20 skaters on the ice surface at any one time. The Carlsbad Parks and Recreation and afterschool learn to skate programs will be scheduled during the afternoon sessions throughout the week and sometimes on weekends. The class sizes will be determined by age group with class participation between ten to fifteen students per division. The Skateoplex Sports Center will not host youth or adult hockey tournaments or skating competitions. LINSCOTT, LAw& GREENSPAN, engineers LLG Ref. 3-13-2247 4 Skateoplex Sports Center N:'2247\Report\TIA.2247_kevised Sept 2013.docx COSMOS COURT _ TLIIT i III1I[I::: 18 SPACES 9 SP- ACES (-I--- EXISTING TWO STORY - CONCRETE TILT-UP STRUCTURE co cn I0 0 M N:2247FIgures Date: 7124113 Figure 2-1 Site Plan SKATEOPLEX SPORTS CENTER 3.0 EXISTING CONDITIONS Effective evaluation of the traffic impacts associated with the proposed Skateoplex Sports Center requires an understanding of the existing transportation system within the project area. Figure 3-1 shows an existing conditions diagram, including intersections and lane configurations. The specific study area includes the following intersections and street segments: Intersections Palomar Airport Road / Yarrow Drive Yarrow Drive / Cosmos Court (Corte De La Pina) Yarrow Drive / Camino Vida Roble Street Segments Yarrow Drive Palomar Airport Road to Cosmos Court (Corte De La Pina) Cosmos Court (Corte Dc La Pina) to Camino Vida Roble 3.1 Existing Street Network The following is a description of the existing street network in the study area. Palomar Airport Road is classified as a Prime Arterial on the City of Carlsbad Circulation Element. Within the study area, Palomar Airport Road is currently an east-west six-lane divided roadway. The posted speed limit is 55 mph. Curbside parking is not permitted. Bike lanes and bus stops are provided. Yarrow Drive is an unclassified roadway on the City of Carlsbad Circulation Element. Within the study area, Yarrow Drive is currently a north-south four-lane undivided roadway. The posted speed limit is 40 mph. Curbside parking is not permitted and bike lanes are not provided. Bus stops are provided. Camino Vida Roble is classified as a Secondary Arterial on the City of Carlsbad Circulation Element. Within the study area, Camino Vida Roble is currently an east-west two-lane undivided roadway. The posted speed limit is 40 mph. Curbside parking is not permitted. Bike lanes and bus stops are provided. Cosmos Court is an unclassified roadway on the City of Carlsbad Circulation Element. Within the study area, Cosmos Court is currently an east-west two-lane undivided roadway. There is no posted speed limit. Curbside parking is permitted intermittently. Bike lanes and bus stops are not provided. 3.2 Existing Traffic Volumes Table 3-1 is a summary of the most recent available average daily traffic volumes (ADTs) from LLG counts conducted on Tuesday, July 16, 2013. LINSCOTT, LAw &GREENSPAN, engineers LLG Ref. 3-13-2247 6 5kateoplex Sports Center N:',2247\Report\TIA.2247_Revised Sept 2013.docic Figure 3-2 shows the Existing Traffic Volumes. Appendix A contains the manual count sheets. TABLE 3-1 EXISTING TRAFFIC VOLUMES Street Segment AD Ta Date Source Yarrow Drive Palomar Airport Road to Cosmos Court 3,860 July 16, 2013 LLG (Corte De La Pina) Cosmos Court (Corte De La Pina) to 2,310 July 16, 2013 LLG CaminoVida Roble Footnotes: a. Average Daily Traffic Volumes. LINSCorT, L LLG Ref. 3-13-2247&w & GREENSPAN, engineers 7 Skateoplex Sports Center 30 N:\2247Report\TIA.2247_Revised Sept 2013.docx ?( Turn Lane Configurations UO Intersection Control # Number of Travel Lanes D I U Divided I Undivided Roadway XMX Posted Speed Limit C- • - On Street Parking Permitted Bicycle Lane S Bus Stop 4 C) 0 D CD C) CD 0. 9 2U 44, i r CosmosCt (Corte De La Pina) • Ab Ect 2(1 40 Camino Vs MPH da RoMe - 0 N:t2247tFigures Figure 3-1 Date: 7124113 Existing Conditions Diagram SKATEOPLEX SPORTS CENTER N:t2247Figures Figure 3-2 1((III Date: 7124113 Existing Traffic Volumes SKATEOPLEX SPORTS CENTER 4.0 ANALYSIS 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, freedom 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 from 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. 4.1.1 Intersections Per City of Carlsbad standards, the signalized and unsignalized intersections were analyzed using the Intersection Capacity Utilization (ICU) method for Existing and Existing + Project conditions. The ICU procedure is based on an article in the Institute of Transportation Engineers Journal, August 1978 and assumes the traffic flow characteristics of signalized intersections. It computes the Level of Service (LOS) for the total intersection based upon a summation of volume to capacity (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 from A (free flow, little delay) to F ("heavy congestion" conditions). ICU methodology and calculation worksheets can be found in Appendix B. 4.1.2 Street Segments Per City of Carlsbad standards, the street segments in the project area were analyzed on a peak hour basis. The midblock peak hour volumes were utilized to calculate volume to capacity ratio (V/C) for each direction of the street segment. The City of Carlsbad assumes a one-direction capacity of 1,800 vehicles per hour per lane for through lanes. A Level of service (LOS) is determined by using V/C thresholds. LINSCOTT, LAw & GREENSPAN, engineers LLG Ref. 3-13-2247 10 Skateoplex Sports Center N:'2247\ReportVr1A.2247_Revised Sept 2013.docx 5.0 SIGNIFICANCE CRITERIA As outlined in the City of Carlsbad's Growth Management Plan, a traffic impact is considered to be significant if the addition of project traffic causes the intersection or Street segment LOS to decrease to worse than LOS D during the peak hour. For intersections or street segments which are currently 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 more than 0.02 or the volume-to-capacity ratio at a segment to increase by more than 0.02. TABLE 5-1 CITY OF CARLSBAD TRAFFIC IMPACT SIGNIFICANT THRESHOLDS LOSS without Project Allowable Increase Due to Project Impacts Roadway Segments (V/C) b Intersections (ICU) A,B,C,D A project's impact is deemed significant if the LOS is degraded to LOS E or F E, F 0.02 0.02 Footnotes: LOS = Level of Service V/C = Volume to Capacity Ratio C. ICU = Intersection Capacity Utilization Lascoir, LAw & GREENSPAN, engineers LLG Ref. 3-13-2247 11 5kateoplex Sports Center N:\2247\ReportVlIA.2247_Revised Sept 2013.docx 6.0 ANALYSIS OF EXISTING CONDITIONS The analysis of existing conditions is discussed below. Appendix C contains the Existing intersection Level of Service analysis worksheets. 6.1 Intersection Operations PM commuter peak hour analysis of the study area intersections under existing conditions was performed using the ICU Methodology, consistent with the City's practice and the Growth Management Plan. Table 6-1 shows that, under existing conditions, the study area intersections are calculated to currently operate at LOS C or better. 6.2 Street Segment Operations Weekday analysis of the study area street segments was performed using the methodology outlined in Section 5. Table 6-2 shows that, during the PM peak hour, the study area street segments are calculated to operate at LOS A. TABLE 6-1 EXISTING INTERSECTION OPERATIONS: PM PEAK HOUR Intersection Control Type Peak Hour Existing Icua LOS' Palomar Airport Road / Yarrow Drive Signal PM 0.642 C Yarrow Drive / Cosmos Court (Corte Dc La Pina) TWSCC PM 0.291 A Yarrow Drive / Camino Vida Roble OWSCd PM 0.410 A ICU LOS Footnotes: 0.0 < 0.55 A a. Intersection Capacity Utilization 0.56 to 0.64 B b. Level of Service. 0.65 to 0.73 C c. TWSC - Two-Way Stop Controlled Intersection 0.74 to 0.82 D d. OWSC - One-Way Stop Controlled intersection. 0.83 to 0.91 E >0.92 F LiNscorl, LAW& GREENSPAN, engineers LLG Ref. 3-13.2247 12 Skateoplex Sports Center N:'2247Report\TIA.2247_Revised Sept 2013.docx TABLE 6-2 EXISTING STREET SEGMENT OPERATIONS: PM PEAK HOUR Street Segment Direction Peak Hour Capacity ' Existing ______________________ Volume b LOS' Yarrow Drive Palomar Airport Road to Cosmos Court (Corte NB PM 3,600 377 0.105 A DeLaPina) SB PM 3,600 148 0.041 A Cosmos Court (Corte Dc La Pina) to Camino NB PM 3,600 104 0.029 A Vida Roble SB PM 3,600 144 0.040 A Footnotes: Capacities based on 1,800 vehicles per lane per hour. Volume to Capacity. Level of Service. LOS V/C A <0.6 B 0.61-0.70 C 0.71-0.80 D 0.81-0.90 E 0.91-1.0 F >1.0 LiNscoir, LAw & GREENSPAN, engineers LLG Reff, 3-13-2247 13 Skateoplex Sports Center N:\2247\ReportVflA.2247_Revised Sept 2013.docx 7.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT The Icetown Skateoplex Sports Center proposes to locate an ice training facility within an existing 27,013 square foot building, which will consist of one regulation ice surface (approximately 16,150 SO. Typically, per City of Carlsbad standards, trip generation is based on rates provided in SANDAG 's Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region. However, since SANDAG does not provide a rate for ice skating rinks or any similar land use, trip generation estimates for the proposed project were based on a site-specific trip generation rate calculated by obtaining ADT volumes at the existing Riverside Icetown location. The existing Riverside Icetown will serve as the headquarters for operations of the proposed Skateoplex Sports Center. Open since 1997, Riverside Icetown is a 61,450 square foot facility including two regulation ice surfaces and offers public skating sessions, freestyle skating, birthday parties, skating lessons, spectator seating, and a hockey program for youths and adults. ADT counts at the Riverside Icetown driveways were conducted on Tuesday, July 16, 2013, when both ice rinks were fully occupied and programmed. The counts show that 672 ADT was generated by the 2 rink facility, or 336 ADT per rink. Therefore it was concluded that the proposed Skateoplex Sports Center, consisting on one rink, will generate 336 ADT. PM peak hour trip generation estimates were calculated using a similar methodology. No trip credits for the land use / entitlements of the existing building were conservatively assumed in this analysis. It should be noted that the ice skating rink rate was calculated using the number of rinks as the independent variable since the rinks are the primary trip attracter, as opposed to the square footage. This approach also yields the highest trip generation for the project. Further information regarding the site specific trip generation rate can be found in Appendix D. 7.1 Trip Generation Table 7-1 tabulates the total project traffic generation. The project is calculated to generate approximately 336 ADT with 12 inbound /21 outbound trips during the PM commuter peak hour. TABLE 7.1 PROJECT TRIP GENERATION SUMMARY Land Use Quantity Daily Trip Ends (ADT) PM Commuter Peak Hour Rate Volume Rate In:Out Volume Split % In Out Total Ice Skating Rink I Rink 336/Rink 336 9.7% 37:63 12 21 33 Footnotes: Trip generation rate derived from existing counts conducted on July 16, 2013. ADT = Average Daily Traffic LINSCOIr, LAw &GREENSPAN, engineers LLG Ref. 3-13-2247 14 Skateoplex Sports Center N:\2247\Report\TIA.2247_Revised Sept 201 3.docx 7.2 Trip Distribution/Assignment The project-generated traffic was distributed to the street system based on existing travel patterns and adjacent land uses. Figure 7-1 depicts the project traffic distribution percentages and Figure 7-2 depicts the project traffic assignment based on this distribution. Figure 7-3 shows the PM commuter peak hour and ADT traffic volumes for the Existing + Project scenario. LlNscorr, LAw &GREENSPAN, engineers LLG Ref. 3.13-224715 Skateoplex Sports Center N:\224Report\TI&2247_Revised Sept 2013.docx N:2247Wigures Figure 7-1 mirnii Date: 7124113 Project Traffic Distribution SKATEOPLEX SPORTS CENTER XXX Project Traffic Volumes XXX— PM Peak Hour Traffic Volumes c #0 çb 6' 15 1-? A C) 0 (0 0. 112 L 336 - Cosmos Ct 1 (Corte De La Pina) a. Project Site - c.n - Camino Vida Roble 0 N:l2247tFigures Figure 7-2 Date: 7124113 Project Traffic Volumes SKATEOPLEX SPORTS CENTER X,XXX Daily Traffic Volumes XXX— PM Peak Hour Traffic Volumes .0 \0 CD —213 Iz . ç79 4-4 t , CcsmosCt I I (Corte DeLaPine) OTh Project Site 1%) 0) CD cc 30 144 0—' Camino Vida Roble 0 N:t2247Wigures Date: 7124113 Figure 7-3 Existing + Project Traffic Volumes SKATEOPLEX SPORTS CENTER 8.0 ExIsTING + PROJECT ANALYSIS 8.1.1 Intersection Operations Table 8-1 summarizes the intersection operations under Existing + Project conditions. As shown in Table 8-1, the study area intersections are calculated to continue to operate at LOS C or better. No significant impacts were calculated under the Existing + Project scenario. Appendix E contains the peak hour analysis worksheets for the Existing + Project scenario. 8.1.2 Segment Operations Table 8-2 summarizes the Street segment operations under Existing + Project conditions. As shown in Table 8-2, the study area segments are calculated to continue to operate at LOS A. No significant impacts were calculated under the Existing + Project scenario. LiNscorl, LAw &GREENSPAN, engineers LLG Ref. 3.13-2247 19 Skateoplex Sports Center N:\2247\ReportVrlA.2247_Revised Sept 2013docx Footnotes: Intersection Capacity Utilization Level of Service C. A denotes project induced ICU increase. TWSC - Two-Way Stop Controlled intersection OWSC - One-Way Stop Controlled intersection. ICU LOS 0.0 < 0.55 A 0.56 to 0.64 B 0.65 to 0.73 C 0.74 to 0.82 D 0.83 to 0.91 E >0.92 F TABLE 8-1 EXISTING + PROJECT INTERSECTION OPERATIONS: PM PEAK HOUR Intersection Control Type Peak Hour Existing Existing + Project Ac ICUa LOS" ICU LOS Palomar Airport Road / Yarrow Drive Signal PM 0.642 C 0.647 C 0.005 Yarrow Drive / Cosmos Court (Corte De La Pina) TWSCd PM 0.291 A 0.306 A 0.015 Yarrow Drive / Camino Vida Roble OWSCC PM 0.410 A 0.414 A 0.004 TABLE 8-2 EXISTING + PROJECT STREET SEGMENT OPERATIONS: PM PEAK HOUR Peak Existing Existing +Project Street Segment Direction I L_Hour Capacity Ac Volume I V/C I LOSd Volume V/C LOS Yarrow Drive Palomar Airport Road to NB PM 3,600 377 0.105 A 389 0.108 A 0.003 Cosmos Court (Corte De La Pina) SB PM PM, 3,600 148 0.041 A 155 0.043 A 0.002 NB 3,600 104 0.029 A 109 0.030 A 0.001 Cosmos Court (Corte De La Pina) to Camino Vida Roble 144 A SB PM 3,600 0.040 153 0.043 A 0.003 Footnotes: Capacities based on 1,800 vehicles per lane per hour. Volume to Capacity. Level of Service. LOS V/C A <0.6 B 0.61-0.70 C 0.71-0.80 D 0.81-0.90 E 0.91-1.0 F >1.0 LlNscoTr, LAW & GREENSPAN, engineers LLG Ref. 3-13-224720 Skateoplex Sports Center N:\2247\RcporttTlA.2247_Revised Sept 2013.docx 9.0 LONG-TERM (YEAR 2035) ANALYSIS The following section presents the analysis of study area intersections and street segments under Long-Term (Year 2035) conditions with and without the proposed project. 9.1 Long-Term (Year 2035) Traffic Volumes Long-Term (Year 2035) traffic volumes were forecasted for the study area using the SANDAG Series 12 Year 2035 traffic model. The volumes on Palomar Airport Road were factored up as the model appears to under represent future traffic. The traffic volumes represent LLG's best efforts of forecasting Long-Term (Year 2035) conditions with the most recent modeling information available at the time this report was prepared. No improvements to the roadway network were assumed under Long-Term conditions. Further information on the SANDAG Series 12 model can be found in Appendix F. Based on the projected forecast ADT volumes, the Long-Term (Year 2035) PM peak hour volumes were calculated based on the existing relationship between ADT and peak hour volumes. The forecast volumes were also checked for consistency between intersections, where no driveways or roadways exist between intersections, and were compared to existing volumes for accuracy. Figure 9-1 shows the forecasted Long-Term (Year 2035) traffic volumes, and Figure 9-2 shows the Long-Term (Year 2035) + Project traffic volumes. 9.2 Long-Term (Year 2035) Analysis 9.2.1 Intersection Operations Table 9-1 summarizes the intersection operations under Long-Term (Year 2035) conditions. As shown in Table 9-1, the study area intersections are calculated to operate at LOS D or better. Appendix G contains the peak hour analysis worksheets for the Long-Term (Year 2035) scenario. 9.2.2 Segment Operations Table 9-2 summarizes the street segment operations under Long-Term (Year 2035) conditions. As shown in Table 9-2, the study area segments are calculated to operate at LOS A. 9.3 Long-Term (Year 2035) + Project Analysis 9.3.1 Intersection Operations Table 9-1 summarizes the intersection operations under Long-Term (Year 2035) + Project conditions. As shown in Table 9-1, the study area intersections are calculated to continue to operate at LOS D or better with the addition of project traffic. No significant impacts were calculated under the Long-Term (Year 2035) + Project scenario. Appendix G contains the peak hour analysis worksheets for the Long-Term (Year 2035) + Project scenario. LINSCOTT, LAw & GREENSPAN, engineers LLG Ref. 3-13-2247 21 Skateoplex Sports Center N;\2247\ReportvrlA.2247_Revised Sept 2013.docx 9.3.2 Segment Operations Table 9-2 summarizes the street segment operations under Long-Term (Year 2035) + Project conditions. As shown in Table 9-2, the study area segments are calculated to continue to operate at LOS A with the addition of project traffic. No significant impacts were calculated under the Long-Term (Year 2035) + Project scenario. L!NSCOTT, LAw& GREENSPAN, engineers LLG Ref. 3-13-2247 22 Skateoplex Sports Center N:2247\ReportVF1A.2247_Revised Sept 2013 docic Footnotes: Intersection Capacity Utilization Level of Service C. A denotes project induced ICU increase. TWSC - Two-Way Stop Controlled intersection OWSC - One-Way Stop Controlled intersection. ICU LOS 0.0 < 0.55 A 0.56 to 0.64 B 0.65 to 0.73 C 0.74 to 0.82 D 0.83 to 0.91 E >0.92 F TABLE 9-1 LONG-TERM (YEAR 2035) INTERSECTION OPERATIONS: PM PEAK HOUR Intersection Control Type Peak Hour Long Term (Year 2035) Long-Term (Year 2035) + Project AC 1CUa LOSS ICU LOS Palomar Airport Road / Yarrow Drive Signal PM 0.758 D 0.763 D 0.005 Yarrow Drive / Cosmos Court (Corte De La Pina) TWSCd PM 0.380 A 0.426 A 0.046 Yarrow Drive / Camino Vida Roble owsce PM 0.434 A 0.438 A 0.004 TABLE 9-2 LONG-TERM (YEAR 2035) STREET SEGMENT OPERATIONS: PM PEAK HOUR Street Segment Direction Peak Capacity Long-Term (Year 2035) Long-Term (Year 2035) + Project Ac Hour Volume V/Cc LOSd Volume V/C LOS Yarrow Drive Palomar Airport Road to NB PM 3,600 430 0.119 A 442 0.123 A 0.003 Cosmos Court (Corte De La Pina) SB PM PM 3,600 170 0.047 A 177 0.049 A 0.002 NB 3,600 130 0.036 A 135 0.038 A 0.001 Cosmos Court (Corte De La Pina) to Camino Vida Roble SB PM 3,600 180 0.050 A 189 0.053 A 0.003 Footnotes: Capacities based on 1,800 vehicles per lane per hour. Volume to Capacity. Level of Service. LOS V/C A <0.6 B 0.61-0.70 C 0.71-0.80 D 0.81-0.90 E 0.91-1.0 F >1.0 LINSCOTr, LAw& GREENSPAN, engineers LLG Ref. 3-13-2247 23 Skateoplex Sports Center N:22471ReportVflA.2247_Revised Sept 2013.docx N:2247Figures Figure 9-1 Date: 9117113 Long-Term (Year 2035) Traffic Volumes SKATEOPLEX SPORTS CENTER N:2247FIgures Figure 9-2 I1Iil Date: 9117113 Long-Term (Year 2035) + Project Traffic Volumes SKATEOPLEX SPORTS CENTER 10.0 CoNcLusioNs The proposed Skateoplex Sports Center will consist of a regulation ice surface (approximately 16,150 sf) with dasher boards and tempered glass surrounding the rink, as well as changing rooms, a classroom/study area, coaches room, referee room, zamboni room, storage rooms, a full service pro shop, and a snack bar. No spectator seating is proposed at this time. The proposed project was calculated to generate 336 ADT with 12 inbound / 21 outbound trips during the PM commuter peak hour. The project was calculated to have no significant impacts at any of the study area intersections or street segments under Existing + Project or Long-Tern (Year 2035) + Project conditions during the PM commuter peak hour. LINscOIT, LAw & GREENSPAN, engineers LLG Ref. 3-13-2247 26 Skateoplex Sports Center N:\2247\Repofl\TIA.2247_Revised Sept 2013.docx TECHNICAL APPENDICES SKATEOPLEX SPORTS CENTER Carlsbad, California September 18, 2013 LLG Ref. 3-13-2247 Linscott, Law& Greenspan, Engineers 4542 Ruffner Street Suite 100 San Diego, CA 92111 858.300.8800 T 858.300.8810 www.11gengineers.com INTERSECTION AND SEGMENT MANUAL COUNT SHEETS LINSCOIr, LAw & GREENSPAN, engineers LLG Ref. 3-13-2247 Skateoplex Sports Center N:2247Rport\Appendices\Appendix2247.doc Turn Count Summary Accurate Video Counts Inc info@accuratevideocounts.com (619) 987-5136 Location: Palomar Airport Road Date of Count: Tuesday, July 16, 2013 Analysts: LWCD Weather: Sunny AVC Proj No: 13-0084 @ Yarrow Drive www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 7/24/2013 Vehicular Count Accurate Video Counts Inc info@accuratevideocounts.com (619) 987-5136 Location: Palomar Airport Road @ Yarrow Drive Left Southbound Thru Right Left.. Westbound Thru Right I &SIII P M) Northbound Left Thru Right Left Eastbound Thru Right TOTAL 4:00 PM 17 10 14 23 211 8 35 1 41 8 403 22 793 4:15 PM 15 2 15 28 247 10 24 3 40 6 322 18 730 4:30 PM 20 3 8 26 207 5 44 2 70 12 445 7 849 4:45 PM 19 5 10 21 280 6 22 1 53 6 355 11 789 5:00 PM 13 0 9 19 283., 6 33 3 75 6 427 17 891 5:15 PM 22 5 4 15 276 14 32 0 42 7 354 19 790 5:30 PM II 3 8 16 261 11 30 0 48 3 335 21 747 5:45 PM 5 0 6 25 244 7 16 1 27 10 351 16 708 Total 122 28 74 173 2,009 67 236 11 396 1 58 2.992 131 6,297 PM Intersection Peak Hour: 4:30 PM - 5:30 PM Intersection PEIF: 0.93 Southbound Left Thru Right Westbound Left Thru Right Northbound Left Thru Right Eastbound Left Thru Right TOTAL Volume 74 13 31 81 1046 31 131 6 240 31 1581 54 3319 PHF 0.84 0.65 0.775 0.779 0.924 0.554 0.744 0.5 0.8 0.646 0.888 0.711 0.93 MoveinentPHF 0.87 0.94 0.81 0.90 0.93 www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 7/24/2013 Turn Count Summary Accurate Video Counts Inc info@accuratevideocounts.com (619) 987-5136 Location: Cosmos Court (Carte De La Pina) @ Yarrow Drive Date of Count: Tuesday, July 16, 2013 Analysts: LV/CD Weather: Sunny AVC Proj No: 13-0084 www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 7/24/2013 Vehicular Count Accurate Video Counts Inc info@accuratevideocounts.com (619) 987-5136 Location: Cosmos Court (Corte De La Pina) @ Yarrow Drive Left Southbound Thru Right thi Left Peri od 1ernI.IJ Westbound Thru Right 6:00 PM) Northbound Left Thru Right Left Eastbound Thru Right TOTAL 4:00 PM 10 26 0 13 0. 32 0 29 6 2 0 0 118 4:15 PM 10 18 0 8 0. 27, 0 16 2 0 0 0 81 4:30 PM 6 13 0 20 0 80 0 23 6 0 0 0 - 148 4:45 PM 7 18 0 8 0 37 1 14 5 1 0 0 91 5:00 PM 2 20 0 28 0 51 0 30 5 1 0 0 137 5:15 PM 2 23 0 14 0 33 0 16 4 2 0 0 94 5:30 PM 3 21 0 10 0 31 0 17 1 0 0 0 83 5:45 PM 3 15 0 9 0 18- 0 14 3 0 0 0 62 Total 43 154 0 110 0 309 1 159 32 6 0 0 814 PM Intersection Peak Hour: 4:30 PM - 5:30 PM Intersection PHF: 0.79 Southbound Left Thru Right Westbound Left Thru Right Northbound Left Thru Right Eastbound Left Thru Right TOTAL Volume 17 74 0 70 0 201 1 83 20 4 0 0 470 PHF 0.61 0.804 #!# 0.625 ##?## 0.628 0.25 0.692 0.833 0.5 ##### ##### 0.79 Movement PHF 0.91 0.68 0.74 0.50 0.79 www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 7/24/2013 Turn Count Summary Accurate Video Counts Inc info@accuratevideocounts.com (619) 987.5136 Location: Camino Vida Roble @ Yarrow Drive Date of Count: Tuesday, July 16, 2013 Analysts: LV/CD Weather: Sunny AVC Proj No: 13-0084 www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 7/24/2013 Vehicular Count Accurate Video Counts Inc infocaccuratevideocounts.com (619) 987-5136 Location: Camino Vida Roble @ Yarrow Drive Left Southbound Thru Right Left Westbound Thru Right 6:00 PM) Northbound Left Thru Right Left Eastbound - Thru Right TOTAL 4:00 PM 34 0 12 0 40 7 0 0 0 15 84 0 192 4:15 PM 18 0 5 0 40 8 0 0 0 6 95 0 172 4:30 PM 24 0 13 0 38 12 0 0 0 8 89 0 184 4:45 PM 21 0 5 0 36 7 0 0 0 4 96 0 169 5:00 IM 45 0 10 0 45 9 0 0 0 7 177 0 293 5:15 I'M 40 0 8 0 30 6 0 0 0 4 132 0 220 5:30 I'M 26 0 15 0 33 4 0 0 0 4 108 0 190 5:45 I'M 15 0 7 0 21 2 0 0 0 7 75 0 127 Total 1 223 0 75 0 283 55 0 0 0 55 856 0 PM Intersection Peak Hour: 4:45 PM - 5:45 PM Intersection PHF: 0.74 Southbound Left Thru Right Westbound Left Thru Right Northbound Left Thru Right Eastbound Left Thru Right TOTAL Volume 132 0 38 0 144 26 0 0 0 19 513 0 872 PHF 0.73 ll#### 0.633 #### 0.8 0.722 ##### #### ##Il# 0.679 0.725 #### 0.74 MoveinentPHF 0.77 0.79 #DIV/0! 0.72 0.74 www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 7/24/2013 24 Hour Segment Count Accurate Video Counts Inc info@accuratevideocounts.com (619)987-5136 Location: 1. Yarrow Drive: Palomar Airport Road to Cosmos Court (Corte De La Pina) Orientation: North-South Date of Count: Tuesday, July 16, 2013 Analysts: DASH Weather: Sunny AVC Proj. No: 13-0084 Volum 24 Hour Segmen Hourly Volume Time NB SB Total 12:00 AM - 1:00 AM 5 3 8 1:00 AM - 2:00 AM 14 0 14 2:00 AM - 3:00 AM 0 0 0 3:00 AM - 4:00 AM 1 1 2 4:00 AM - 5:00 AM 4 14 18 5:00 AM - 6:00 AM 10 92 102 6:00 AM - 7:00 AM 47 262 309 7:00 AM - 8:00 AM 63 283 346 8:00 AM - 9:00 AM 62 238 300 9:00 AM - 10:00 AM 102 164 266 10:00 AM - 11:00 AM 85 92 177 11:00AM - 12:00 PM 113 100 213 Total 506 1,249 1,755 Hourly Volume Time NB SB Total 12:00 PM - 1:00 PM 156 141 297 1:00 PM - 2:00 PM 124 142 266 2:00 PM - 3:00 PM 124 113 237 3:00 PM - 4:00 PM 221 101 322 4:00 PM - 5:00 PM 292 104 396 5:00 PM - 6:00 PM 226 71 297 6:00 PM - 7:00 PM 89 41 130 7:00 PM - 8:00 PM 40 20 60 8:00 PM - 9:00 PM 17 15 32 9:00 PM - 10:00 PM 14 13 27 10:00 PM - 11:00 PM 14 11 25 11:00 PM - 12:00 AM 14 2 16 Total 1,331 774 2,105 —NB —SB —Total I 700 900I l!(!o] 450 400 350 300 250 TI 200 50 150 100 +00 AM 2:00 AM 4:00 AM 6:00 AM' 8:00 AM 10:00AM 12:00PM 2:00PM 4:00PM6:00PM 8:00 PM 10:00 PM -50 www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 7/24/2013 24 Hour Segment Count Accurate Video Counts Inc info@accuratevideocounts.com (619) 987-5136 Location: 1. Yarrow Dave: Cosmos Court (Carte De La Pina) to Camino Vida Roble Orientation: North-South Date of Count: Tuesday, July 16, 2013 Analysts: DASH Weather: Sunny AVC Proj. No: - 13-0084 Volum 24 Hour Segmer. Time Hourly Volume NB SB Total 12:00 AM - 1:00 AM 3 2 5 1:00 AM - 2:00 AM 1 1 2 2:00 AM - 3:00 AM 1 0 1 3:00 AM - 4:00 AM 1 2 3 4:00 AM - 5:00 AM 3 3 6 5:00 AM - 6:00 AM 18 18 36 6:00 AM - 7:00 AM 61 45 106 7:00 AM - 8:00 AM 87 57 144 8:00 AM - 9:00 AM 128 59 187 9:00 AM - 10:00 AM 87 65 152 10:00 AM - 11:00 AM 56 54 110 11:00 AM - 12:00 PM 74 100 174 Total 520 406 926 _ 4 Time Hourly Volume NB SB Total 12:00 PM - 1:00 PM 109 135 244 1:00 PM - 2:00 PM 118 78 196 2:00 PM - 3:00 PM 79 85 164 3:00 PM - 4:00 PM 85 111 196 4:00 PM - 5:00 PM 68 126 194 5:00 PM - 6:00 PM 42 164 206 6:00 PM - 7:00 PM 16 63 79 7:00 PM - 8:00 PM 14 27 41 8:00 PM - 9:00 PM 10 21 31 9:00 PM - 10:00 PM 6 9 15 10:00 PM - 11:00 PM 1 11 12 11:00 PM - 12:00 AM 1 6 1 4 1 10 Total 554 834 1,388 24-Hour NB Volume 1,074 24-Hour SB Volume 1,240 www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 7/24/2013 APPENDIX B ICU INTERSECTION METHODOLOGY 10 LINSCOTT, LAW& GREENSPAN, engineers LLG Ref. 3-13-2247 Skateoplex Sports Center N:\2247Report\Appendices\Appendix,2247.doc Table 4.-1 Signalized Intersection Level of Service (2000 11CM) LOS Control Delay Per Vehicle -(s) A :510 B >10and:520 C >20 and ~35 D >35 and :555 E >55 and c80 F >80 Signing Settings For an unsignalized two-way stopped controlled (TWSC) or all-way stop-controlled (AWSC) intersection, the Level of Service for the intersection is calculated by taking the Intersection Delay and converting it to a letter using Table 4-2. Table 4-2 TWSC & AWSC Level of Service Criteria (2000 11CM) LOS Control Delay Per Vehicle(s) A :M B - >10and:915 C >l5 and --25 D >25 and ~35 E >35 and 50 F >50 The LOS criteria fol' TWSC and AWSC intersections are different than that used for a signalized intersection. The primary reason for this is that drivers expect different levels of performance between signalized and unsignalized intersections. Intersection Capacity Utilization Intersection Capacity Utilization is the 2003 (ICU 2003) for the intersection. Full details of the ICU 2003 can be found in the topic, Intersection Capacity (ICU) Report (see page 15-11). A full description of ICU 2003 along with commentary and instructions is available in the reference book, Intersection Capacity Utilization 2003 available from Trafficware. 4-10 The ICU is shown for unsignalized intersections because it represents the potential capacity for the intersection if it were to be signalized. ICU Level of Service The ICU Level of Service (LOS) gives insight into how an intersection is functioning and how much extra capacity is available to handle traffic fluctuations and incidents. ICU is not a value that can be measured with a stopwatch, but it does give a good reading on the conditions that can be expected at the intersection. Full details of the ICU LOS can be found in the topic, Intersection Capacity (ICU) Report. Letters A to H are assigned to the intersection based on the Intersection Capacity Utilization using Table 4-3 Note that the ICU 2003 includes additional levels past F to further differentiate congested operation. Table 4-3 Level of Service Criteria for ICU Analysis ICU Level of Service 0to55% A >55% to 64% B >64% to 73% C >73% to 82% D >82%to91% E >91%to100% F >100%to109% G >109% I-I Offset Settings The settings in the Offset settings box specify the phase the offset is reference to and the value of the current oflet. Each intersection is given one offset that can be referenced to the beginning of green, yellow or red of the phase. The offset value represents the number of seconds that the reference phase lags the master reference (or arbitrary reference if no master is specified) The master reference synchronizes the intersections sharing a common cycle length to provide a coordinated system. 4-Il APPENDIX C EXISTING ANALYSIS CALCULATION WORKSHEETS 30 LINSCOIr, LAw& GREENSPAN, engineers LLG Ref. 3-13-2247 Skateoplex Sports Center N:2241\Report\Appendices\Appendix.2247.doc Intersection Capacity Utilization 1: Palomar Airport Rd & McClellan 7/25/2013 tp'd Lane Configurations ' ffl . 'I ffl ' tl+ Yolurne(vph) 54 81 104631 131 6 1. Pedestrians Ped Button Pedestrian Timing (s)______________ Freeght,_ - No No No No Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s) 4040Th4040 40 - 40 44O 4 040 40 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 efi Cycle L'rigth(s)' "'120 ' T.' "T'..." Volume Combined (vph) 31 1635 0 81 1077 0 131 246 0 0 118 0 Lane Utilization Factor 1.00 0.91 1.00 1.00 o.9firoo 1.00 0.95 i.00 ioo 1.00 1.00, Turning Factor (vph) ______ 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.85 0.85 0.95 0.93 0.85 aturated Flow (vph) - 1805 5150 0 1805 5153 0 1805 3088 0 0 1768 0 Pedlntflime(s) 00 000.0 0.0 0.9 0.0 Pedestrian Frequency (%) 0.00 ... 0.00 0.00 0.00 Protected Option Allowed Yes Yes No No Reference Time (s):: 21 .38.1 . .5.4 25.1 0.0 '0.0 .: .0.6 Ad] Reference Time (s) 8.0 42.1 0.0 9.4 29.1 0.0 0.0 0.0 Permitted Option Ad] Saturation A(vph) 120 1717 120 1718 1252 1544 0 167 Reference Time A(s) 30.9 38.1 80.8 25.1 12.6 9.6 - 0.0 84.8 ] Ad] Saturation B (vph NA NA NA NA 0 3088 NA NA Reference Time B (s)_ NA - NA NA 16.7 9.6 NA jj Reference Time (s) 38.1 80.8 12.6 84.8 djReferenceTimes)..4Z1 -- 84.8 16.6 , , 88.8 Split Option Ref TimeCombined(s) 2.1 38.1 5.4 25.1 - 8.7 9.6 0.0 0.0 Ref Time Seperate (s) 2.136.8 5.4 24.4 8.7 0.2 4.9 0.9 Reference Time (s) _38.138.1 25.1_25.1 - 9.6 9.6 - 8.0 8.0 j Ad] Reference Time (s) 42.1 42.1 29.1 29.1 13.6 13.6 12.0 12.0 Protected Option (s) Permitted Opfion(s) - 51.5 NA 84.8 _88.8 Split Option (s) Minimum(s) 71.2 25.8 -- 51.5_ - 25.6 77.1 ihiTjrns Mi Reference Time (s) Oncomig Left Ref Time Cross Thru Ref Time Combined (s) Intersection Capacity Utilization 64.2% ICU Level of Service Reference Times and Phasing Options do not represent an optimized timing plan. Skateoplex Sports Center 7/24/2013 Ex PM Synchro 7- Report Page 1 Intersection Capacity Utilization 2: Cormos Ct (Cone De La Pina) & Yarrow Dr 7125/2013 t,d Lane Configurations 4, 4, 41' 41 Volume (vph) 4 -- 00 70 0 201 j83 20 _17 74_ 0 Pedestrians Ped Button - -- - - I Pedestrian Timing (s) Free Right No No No Nd Ideal Flow 19001900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s) 40 40 40 40 40 _40 40 40 40 40 40 40 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 RefrCycle Length (s) 120 Volume Combined (vph) 0 4 0 0 271 0 0 104 0 0 91 0 Lane Utilization Factor 1.o0 100 1 00 1 00 1 00 1 00 iO 095 100 1 00 095 i.06 Turning Factor (VphL 0.95 0.95 0.85 0.95 0.88 0.85 0.95 0.97 0.85 0.95 0.99 0.85 Saturated Flow (vph) 0 1805 - 0 --0-i 667 0 0 3512 0 0 3584 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 Frequency (%) _-0.60- 000 0.00: .::0.00 Protected Option Allowed No No No No Reference Time (s) - 00 - 00 00 00 Adj Reference Time (s) 0.0 0.0 0.0 0.0 Permitted Option -___ ___ Adj Saturation A (vph) 0 587 0 1828 0 1368 0 119 .Reference time A(s) 00 .0.8 0.6 17.8 . 0.04.4 0 17.1 Adj Saturation B (vph NA NA 0 0 0 1756 0 1809 Reference Time B (s) - NA NA 12.7 2L5 81 7.6 9.1 7.0 Reference Time (s) 0.8 - - 1.8 - - - 4.4 9.1 Adj Reference Time (s) 8.0 21.8 8.4 13.1 Split Option Ref Time Combined (s) 0.0 0.3 0.0 19.5 - 0.0 3.6 0.03.0 Ref time Seperate(s) 0.3 0.0 - 4.7 0.0 01 2.8 . 1.1 2.5 Reference Time (s) 0.3 0.3 19.5 19 3.6 3.6 - 3.0 3.0 Adj Reference Time (s) 8.0 8.0 23.5 23.5 8.0 8.0 8.0 -- 8.0 Protected Option (s) NA NA - - - Permitted Option (s) 21.8 - - - 13.1 - - - - - - Split Option (s) 31.5 16.0 - Minimum (s) 21.8 13.1 34.9 - - hWurns Adj Reference Time Cross Thru Ref Time (s) Oncoming Left Ref Time (s) Combined (s) Intersection Capacity Utilization 29.1% ICU Level of Service A Reference Times and Phasing Options do not represent an optimized timing plan. Skateoplex Sports Center 7/24/2013 Ex PM Synchro 7- Report Page 2 Intersection Capacity Utilization 3: Camino Vida Roble & Yarrow Dr 7/25/2013 -d Lane Configurations 'I ji Volume (vph) 19 513 14426 132 38 Pedestrians Ped Button Pedestrian Timing (s) "Free Right ________ No No Ideal Flow 1900 1900 1900 1900 1900 1900 Lostlime(s) 4.0 4O4 4 4.0 40 Minimum Green' -(,s-) - 4.0 4 4.0&0 4.0 4.0 - - - Refr Cycle Length (s) 120 Volume Cornbrned(vph) 19 513 1700 132 38 Lane UtilizationFactor 1.0011001_00 1.00 1.60-1.0d-- Turning Factor (vph) 0.95 1.00 0.98 0.85 0.95 0.85 Saturated Flow (vph) 1805 19001856 0 1805 1615 - PedIntf Time (s) 0.0 0.0 0.00.0 0.0 0.0 Pedestrian Frequency (%) 0.00 0.00 0.00 Protected Option Allowed Yes Yes No ReferenceTi 1.3 324 11.0 OM Ad] Reference Time (s) 8.0 36.4 15.0 0.0 8.0 Permitted Option......... Ad] Saturation A (vph)120 19001856 120 Reference Time Ms 189_24 110 1316 Adj Saturation B (vph NA NA NA NA nce1me(s)NA NA NA NA - - __- Reference Time (s)32.411.0 dj Reference Time (s) 36.4 15.0 Split Option Ref TirneCombined(s)1.3 32.4 11.0 8.8 Ref Time Seperate (s) 1.3 32.4 9.3 8.8 !rence Time(s) 32.4 32.4 11.0 8.8 Ad] Reference Time (s) 36.4 36.4 15.0 12.8 ummary EBIWB SBIIWC-omBi d Protected Option (s) 36.4 NA PermittedOption(s) -- _____ 36.4 - Err Split Option (s) 51.4 12.8 murn(s) - _________- __364 128 Pig %T SBR Ad] Reference Time (s) 8.0 Cross Thru Ref Time s) 15.0 çomingef Time (s) 00 Combined (s) 23.0 - tëtiTSummary Intersection Capacity Utilization 41.0% ICU Level of Service A Reference Times and Phasing Options do not represent an optimized timing plan. Skateoplex Sports Center 7/24/2013 Ex PM Synchro 7- Report Page 3 FAZZ NMI I] SITE SPECIFIC TRIP GENERATION RATE INFORMATION LINSCOTT, IAW& GREI - - - - - - - - - - - - - - - -_- - L I - OM N p - Pig - : / , - - tA I—----n~r Vtl Ali L %'t a tog - - Im Riverside Icetown 10540 Magnolia Avenue • Riverside, CA • 92505 64,450 SF facility with 2 Ice Rinks. Site specific trip generation rate counted on July 16, 2013. 584 ADT counted + 15% factor to account for any uncounted trips = 672 ADT. Rate = 336 ADT / Rink. PM peak = 9.7% of ADT (37% in / 63% out). Tuesday, July 16, 2013 CITY: Riverside PROJECT: sc0211 #VALUE! Prepared by: Field Data Services of Arizona, PREPARED BY: PACIFIC TRAFFIC DATA SERVICES pacific@aimld.com tel 951 249 3226 AM Period INi OUT1 IN2 OUT2 PM Period INi 0011 IN2 OUT2 00:00 0 0 0 0 12:00 2 0 1 0 00:15 0 0 0 0 12:15 3 1 0 4 00:30 0 0 0 0 12:30 2 2 5 6 00:45 0 0 0 0 0 0 0 0 12:45 2 9 0 3 4 10 7 17 39 01:00 0 0 0 0 13:00 1 0 3 5 01:15 0 0 0 0 13:15 2 0 5 13 01:30 0 0 0 0 13:30 3 0 0 5 01:45 0 0 0 0 0 0 0 0 13:45 3 9 0 0 3 11 4 27 47 02:00 0 0 0 0 14:00 0 1 2 4 02:15 0 0 0 0 14:15 4 2 6 5 02:30 0 0 0 0 14:30 2 0 4 6 02:45 0 0 0 0 0 0 0 0 14:45 0 6 0 3 3 15 6 21 45 03:00 0 0 0 0 15:00 1 0 5 4 03:15 0 0 0 0 15:15 1 0 4 3 03:30 0 0 0 0 15:30 1 1 7 10 03:45 0 0 0 0 0 0 0 0 15:45 1 4 0 1 9 25 7 24 54 04:00 0 0 0 0 16:00 1 0 2 14 04:15 0 0 0 0 16:15 2 0 3 8 04:30 0 0 0 0 16:30 1 0 4 7 04:45 0 0 0 0 0 0 0 0 16:45 0 4 1 1 8 17 6 35 57 05:00 0 0 0 0 17:00 1 1 5 9 05:15 0 0 0 0 17:15 2 1 8 2 05:30 1 0 2 0 17:30 1 0 6 5 05:45 0 1 0 0 0 2 0 0 3 17:45 0 4 0 2 4 23 5 21 50 06:00 0 0 3 0 18:00 0 0 2 9 06:15 0 0 1 1 18:15 0 0 2 6 06:30 0 0 0 2 18:30 3 0 4 22 06:45 0 0 0 0 0 4 1 4 8 18:45 1 4 0 0 1 9 8 45 58 07:00 0 0 2 1 19:00 0 0 2 2 07:15 1 0 4 1 19:15 1 0 0 3 07:30 0 0 2 0 19:30 1 0 1 4 07:45 2 3 0 0 5 13 1 3 19 19:45 2 4 0 0 2 5 2 11 20 08:00 4 1 6 6 20:00 0 0 0 5 08:15 1 0 2 6 20:15 1 0 0 3 08:30 0 1 7 2 20:30 1 1 0 3 08:45 0 5 0 2 4 19 3 17 43 20:45 0 2 0 1 0 0 3 14 17 09:00 0 0 2 0 21:00 0 0 0 3 09:15 0 0 5 4 21:15 0 0 0 0 09:30 1 0 3 7 21:30 0 0 0 1 09:45 0 1 2 2 3 13 0 11 27 21:45 0 0 0 0 0 0 2 6 6 10:00 0 0 4 6 22:00 0 0 0 1 10:15 2 0 3 5 22:15 0 0 0 1 10:30 1 0 3 1 22:30 0 0 0 0 10:45 0 3 0 0 7 17 3 15 35 22:45 0 0 1 1 0 0 0 2 3 11:00 1 0 9 7 23:00 0 0 0 0 11:15 1 0 5 6 23:15 0 0 0 0 11:30 1 1 6 6 23:30 0 0 0 0 11:45 0 3 1 2 5 25 4 23 53 23:45 0 0 0 0 0 0 0 0 Total Vol. 16 6 93 73 188 46 12 115 223 396 Daily Totals IN1 OUT1 IN2 OUT2 Combined 62 18 208 296 584 AM PM Split % 19.0% 36.5% 23.8% 20.6% 36.8% 29.6% 21.3% 23.1% 25.9% 63.2% Peak Hour 10:30 10:00 10:15 11:15 10:30 17:15 14:45 16:45 12:00 17:15 Volume 6 8 5 5 19 9 5 5 6 16 P.H.F. 0.38 0.50 0.63 0.63 0.53 0.50 0.63 0.63 0.75 0.57 pacific@aimtd.com Tell. 951 249 3226 fl I I I I 1~ I I I I I I I I I 1 I 1 Intersection Capacity Utilization 2: Cormos Ct (Corte De La Pina) & Yarrow Dr 7/26/2013 Lane Configurations Volumevph) - 4 0 0 !9Q_3_1 83 2524 74 0 Pedestrians _____ .Ped Button Pedestrianhimuig(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 4.9 4.0 4 Minimum Green (s) - 4.0 4.0 4.0 4.0 4.9 4.0 Refr 4.0 - 4.0 4.0 4.0 4.0 4.0 Cycle Length (s) 120 Volume Combined (vph) 0 4 0 0 292 0 0 109 0 0 98 0 Lane Utilization Factor 1.00 1.00. 1.00 1 00 1 00 1.00 1.00 :0.95: 1.00 1.00 0.95 100 Turning Factor (vph) 0.95 0.95 0.85 0.95 0.88 0.85 0.95 0.97 0.85 0.95 0.99 0.85 Saturated Flow (vph) 0 1805 0 0 1669 0______0 3492 0. 0 3573 0 Pedlntf Time (s) P.00.0 0.0 - 0.0 0.0 0.9 0.0 0.9 0.90.90.0 0.0 Pedestrian Frequency (%) 7 0.00 0.00 0.00 0.00 Protected Option Allowed No No No No Reference Time (s) - 00 0 0 0.0 0.0 Ad] Reference Time (s) 0.0 0.0 0.0 0.0 Permitted Option - - - - _____ - - - Adj Saturation A (vph) 0 --60 609 0 1835 0 1375 - 0 119 Reference Time A(s) - 00 08 00 191 - 00 46 00242 - Adj Saturation B (vph NA NA 0 0 0 1746 0 1809 ReferenceTimeB(s) NA NA 13.3 29.0 8.1 7.7 -- 9.6 7.2 Reference Time (s) 0.8 19.1 4.6 9.6 Ad] Reference Time (s) 8.0 23.1 8.6 13.6 Split Option _________ RefTimeC ombi ned(s) - 00 03 00 210 00 37 00 33 Ref Time Seperate (s) 0.3 0.0 5.3 0.0 0.1 2.9 1.6 2.5 ReferenceTime(s) 0 0.3 21.0 21.0 - 31 31 - Adj Reference Time (s) 8.0 8.0 25.0 25.0 8.0 8.0 8.0 8.0 Piummarylllllllllllllllllllll WB1Wl5 NBjSB G6i Protected Option (s) NA NA Permitted Option(s) 23.1 13.6 Split Option (s) 33.0 16.0 Minimum(s) - - 231 - 136 367 - - - Rigfifil.urn Mj Reference Time (s) . ..... .. :. . : .. . ..: Cross Thru Ref Time (s) - - - OncomrngLeftRefTime(s) Combined (s) iitëtiiiTSummary Intersection Capacity Utilization 30.6% ICU Level of Service A Reference Times and Phasing Options do not represent an optimized timing plan Skateoplex Sports Center 7/24/2013 Ex + P PM Synchro 7- Report Page 2 Intersection Capacity Utilization 3: Camino Vida Roble & Yarrow Dr 7/26/2013 Lane Configurations 'j j' f ' r Volume (vph) 20513144 30139 40 Pedestrians PedButton Pedestrian Timing (-s)-- Free Right NO -. No 1 - !deal Flow 1900 1900 1900 1900 1900 1900 Lost Time (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 Refr Cycle Length (s) 120 Volume Combined (vph) . 20 - 513 174 0 139 40 Lane Utilization Factor 1-.0-0 1.00-- 1001 001 00 1_00 -- - - - Turning Factor (vph) 0.95 1.00 0.97 0.85 0.95 0.85 Saturated Flow(vph) 1805 1900 18510 18051615 - - - - - Ped lntf Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 -...........- Pedestrian Frequency (%) 0.00 0.00 0.00 . Protected Option Allowed Yes Yes No Reference Time (5) 1.3 32.4 11.3 0.0 3.0 Ad] Reference Time (s) 8.0 36.4 15.3 0.0 8.0 Permitted Option - - - - _____ Ad] Saturation A (vph) 120 1900 1851 120 Reference TimeA(s) 11386 Adj Saturation B (vph NA NA NA NA Referenc"Ti e B(s) NA NA NA NA Reference Time (s) 32.4 11.3 - - - - - - -. Ad] Reference Time (s) 36.4 - 15.3 - - - - - - Split Option Ref Time Combined (s) 1.3 32.4 11.3 9.2 Ref Time Seperate (s) 1.3 32.4 9.3 9.2 ReferenceTime(s) 32.4 32.4 11.3 9.2 . . .. Adj Reference Time (s) 36.4 36.4 15.3 13.2 . . ummary EBIWB SB Protected Option (s) 36.4 NA Permitted Option (s) 36.4 -Err Split Option (s) 51.7 13.2 Minimum' Cs) - . - 36.4 12 49.6 - Pitft1Turns SBB Adj Reference Time (s) 8.0 - - - - Cross Thru Ref Time (s) Oncoming Left Ref Time (s) 0.0 Combined (s) - 23.3 - - - - - Intersection Capacity Utilization 41.4% ICU Level of Service A Reference Times and Phasing Options do not represent an optimized timing plan. Skateoplex Sports Center 7/24/2013 Ex + P PM Synchro 7 - Report Page 3 APPENDIX F LONG-TERM (YEAR 2035) FORECASTING INFORMATION LINSCOTI, LAW & GREENSPAN, engineers LLG Ref. 3-13-2247 Skateoplex Sports Center N:\2247ReportAppendices\Appendix2247.doc Forecasted Volumes 2035 TFIC Home 2008 2020 2050 J Pan Zoom in. You have gone fiJi screen. Exit fiJi screen 11) IPOIt ROAD NAME: IlAVIARA__1 Forecasted Volume (in 1000s): 12 8 Posted Speed: Number of Lanes: 114 One Way or Two (1 or 2): 112 IMedian Type: IINO MEDIAN [Functional Class: IICOLLECTOR! , 6wr 'INV ..- 72 ---.-- - ;.. CIA kLSbA I S .. 9,17 EI -.---v- L. ____ i• \ 41 rq I J3 c. 4 cr -. . APPENDIX G LONG-TERM (YEAR 2035) INTERSECTION ANALYSIS CALCULATION WORKSHEETS LlNscorr, LAw &GREENSPAN, engineers LLG Ref. 3-13-2247 Skateoplex Sports Center N:\2247d(cport\Appendices'Appendix2247.doc Intersection Capacity Utilization 1: Palomar Airport Rd & McClellan 9/17/2013 Lane Configurations yolurne(vph)40 2000 60 JO 1320 40150 10 270 90 2040 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) 40 40 4040 40 40 40 40 40 40 40 40 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Refr Cycle Length (s) 120 Volume Combined (vph) 40 2060 0 90 1360 0 150 280 0 0 150 0 Lane Utilization Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 0.95 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 0.86 0.85 0.95 0.93 0.85 Saturated Flow(vph) 18055153 -0 1805 5153 0 1805 3094 0 769 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 Frequency (%) 0.00 0.00 0.00 0.00 I Protected Option Allowed Yes Yes No No Reference Time (s) 2.7 48.0 0.0 6.0 31.7 0.0 _0.0_ 0.0 Adj Reference Time (s) 8.0 52.0 0.0 10.0 35.7 0.0 0.0 0.0 Permitted Option - --------- ---------------*. _______ AdjSaturationA(vph) 120 1718 120 1718 1203 1547 0 173 Reference Time A(s) - 39.9 480 .89.8 31.7 - 15.0 10.9 0.0 103.9 Adj Saturation B (vph NA NA NA NA 03094 NA NA Reference Time B (s) NA NA NA NA 180 109 NA NA Reference Time (s) 48.0 89.8 15.0 - 103.9 Adj Reference Time (s) 52.0 93.8 19.0 107.9 Split Option Ref Time Combined (s) .2.7 ..48.0 6.031.7 10.0 19 0.0 ___10.2 - Ref Time Seperate (s) 2.7 46.6 6.0 30.7 10.0 0.4 6.0 1.4 Reference Time (s) 48.0 48.0 - t? 31.7 J9 16.0 . 10.2 10 Adj Reference Time (s) 52.0 52.0 35.7 35.7 14.9 14.9 14.2 14.2 ummary EBIWB NBTSB Protected Option (s) 62.0 NA - Permitted Option (s) 93.8 107.9 Split Option (s) 87.6 29.0 _______ Minimum (s) 62 0 29.0 910 - - - - ifT.urns Adj Reference Time (s) Cross Thru Ref Time (s) Oncoming Left Ref Time (s) Combined (s) Intersection Capacity Utilization 75.8% ICU Level of Service Reference Times and Phasing Options do not represent an optimized timing plan. Skateoplex Sports Center 7/24/2013 2030 PM Synchro 7- Report Page 1 Intersection Capacity Utilization 2: Cormos Ct (Cone De La Pina) & Yarrow Dr 9/17/2013 Lane Configurations 4+ 4+ 4t 41+ oiumevph) - 10 10 -10 ___8010240 10 9030 - 20 80 10 Pedestrians Ped Button PedestrianTiming (s) FreeRht No No No - No - ideal Flow 1900190019001900 1900190019001900 1900 1900 1900 1900 Lost Time (s) -- 40 40 4040 40 40 40 40 40 40 40 40 MinimumGreen(s)4.0 4.04.04.04.04.04.04.0 4.0 4.0 4.0 4.0 Volume Combined (vph) 0 _______ 30 0 0 330 0013000110 0 Land Utilization Factor 10o 100 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 0.930.850.950.880.850.95 0.96 0.85 0.95 0.98 0.85 Saturated Fkw(vph) - 0 1775 0 -- 0 1672 0 03479 0 0 3536 0 - Pedlntf Time 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Fregt(%) 0.00 000 0.00 0.00 Protected Option Allowed No ____________ No No No Referencelime(s -00________________________00 00 - 00 Ad] Reference Time (s) 0.0 0.0 0.0 0.0 Permitted Option - Ad] SaturationA(vph) 0 11697 0 1399 L..396 P J! Reference Time A(s) 0.0 31 0,0 28.3 0.0 13.6 0.0 20.4 - Adj Saturation B (vph NA NA 0 0 0 1741 0 1779 Reference Time B(s) NA ..........NA 13.3 311 8.7 8.5 9.3 7JJ Reference Time (sL 3.1 28.3 8.7 9.3 Adj Reference Time (s) 8.0 32.3 12.7 13.3 Split Option ________ Ref Time Combined(s) OM 2.0 0.0 23.7 0.0 4.5 0.0 3.7 Ref Time Seperate (s) 0.7 0.7 5.3 0.7 0.7 3.1 1.3 2.7 Reference Time(s) 2.0 2.0 23.7 23.7 4.5 4.5 3.7 3.7 Adj Reference Time (s) 8.0 8.0 27.7 27.7 8.5 8.5 8.0 8.0 ummary EBIWB NBTSB Protected Option (s) NA NA Permitted Option (s) ____ _32.3 13 Split Option (s) 35.7 16.5 Minimum (s) - 32.3 13.3 45.6 AdjReferenôeTirni(. ....... . .... Cross Thru Ref Time (s) _____ Oncoming Left Ref Time . 77 Combined (s) t?tiTSummary Intersection Capacity Utilization 38.0% ICU Level of Service A Reference Times and Phasing Options do not represent an optimized timing plan. Skateoplex Sports Center 7/24/20132030 PM Synchro 7- Report Page 2 Intersection Capacity Utilization 3: Camino Vida Roble & Yarrow Dr - 9/17/2013 Lane Configurations 'j 4' Volume (vph) 30 - 55015O 30 _10 40 Pedestrians Ped Button Pedestrian Timing (s) free Right - No No., - Ideal Flow 1900 1900 1900 1900 1900 1900 Lost Time (s) 4.0 4.0 - &0 40&04 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 Refr Cycle Length (s) 120 Volume Combined (vph) 30 550 180 0 140 40 Lane Utilization Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Factor (vph) 0.95 1.00 0.98 0.85 0.95 0.85 Saturated Flow (vph) 1805 1900 1853'O 1805 1615 - - - Ped lntf Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Frequency (%) 0.00 0.00 0.00 Protected Option Allowed Yes Yes No Reference Time (s) 20347 117 00 30 Adj Reference Time (s) 8.0 38.7 15.7 0.0 8.0 Permitted Option VV V* Adj Saturation A (vph) 120 1900 1853 V ---f-2-0 120 Reference Time A(s) 2.9 347 11.7 139.6 Adj Saturation B (vph NA NA NA NA Reference Time B (s) NA NA NA NA Reference Time (s) 34.7 11.7 -- Adj Reference Time (s) 38.7 15.7 Split Option Ref Time Combined (s) 2.0 34.7 11.7 9.3 Ref Time Seperate (s) 2.0 34.7 9.7 9.3 - V Reference Time (s) 347 34.7 11.7- 9.3 Adj Reference Time (s) 38.7 38.7 15.7 13.3 ummary EBIWB SB Protected Option (s) 38.7 NA Permitted Option (s) 38.7 Err Split Option (s) 54.4 13.3 Minimum (s) 38.7 13.3 52.0 - -- - - j Adj Reference Time (s) - - 8.0 Cross Thru Ref Time (s) 15.7 Oncoming Left Ref Time (s) - V 9.0 Combined (s) 23.7 Intersection Capacity Utilization 43.4% ICU Level of Service Reference Times and Phasing Options do not represent an optimized timing plan. Skateoplex Sports Center 7/24/2013 2030 PM Synchro 7- Report Page 3 Intersection Capacity Utilization 1: Palomar Airport Rd & McClellan 9/17/2013 Lane Configurations 'j ff1. ' ff1. ' fl. 4. Volume (vph) 40 2000 63 94 132040 156 10 276 90 20 - 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 MinimumGreen(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 Cycle Length (s) Volume Combined (vph) 40 2063 0 94 1360 0 156 286 0 0 150 0 LaneUtilizationFactor _________1.00 0.91____1.00 _______1.00 0.91___________1.00 1.00 __0.951.001.00 1.00 _1.00 Turning Factor (vph) 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.86 0.85 0.95 0.93 0.85 SaturatedFlow(v)) __1805 5152 0 _f8-O6. 30940017690 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 Frequency (%) 0.00 77 0.00 0.00 0.00 Protected Option Allowed Yes Yes No No Reference Time (s) 2.748.1_0 ___6.23t70 _00 0.0 Adj Reference Time (s) 8.0 52.1 0.0 10.2 35.7 0.0 0.0 0.0 Permitted Option _. ................ . - Adj Saturation A (vph) 120 1717 1201718 1203 147_ 0 173 ReferenceTimeA(s) 39.9 __48.1 93.7 31.7_______- 15.6 __11.1 0.0 103.9j Adj Saturation B (vph NA NA NANA 0 3094 NA NA ReferencelimeB(s) _-NA NA NA NA.. 18.4 11.1 NA NA _j Reference Time (s) 48.1 93.7 15.6 103.9 Adj Reference Time (s) 52.1 97.7 19.6 107.9 Split Option -----.- Ref Time Combined (s) 2.7 48.1 6.2 31.7 10.4 11.1 0.010.j_j Ref Time Seperate (s) 2.7 46.6 6.2 30.7 10.4 0.4 6.0 1.4 Reference Time(s) 48.148.1 31.731.7 _11.111.1 10.210.2 j Adj Reference Time (s) 52.1 52.1 35.7 35.7 15.1 15.1 14.2 14.2 Protected Option (s) 62.3 NA Permitted Option (s) 97.7 _1Q7.9 _ Split Option (s) 87.7 29.3 Mrnimurn(s) 623 7. 293 916 RihT.orns Adj Reference lime (s) Cross ThruRef Time (s) Oncoming Left Ref Time(s) Combined (s) Intersection Capacity Utilization 76.3% ICU Level of Service Reference Times and Phasing Options do not represent an optimized timing plan. Skateoplex Sports Center 7/24/2013 2030 + P PM Synchro 7- Report Page 1 Intersection Capacity Utilization 2: Cormos Ct (Corte De La Pina) & Yarrow Dr 9/17/2013 Lane Configurations 4. 4. 41+ 41. Volume (vph) 10 10108910 25210 90 35 27 80 10 Pedestrians Ped button'- Pedestrian Timing (s) . free Right 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 tO 4.0 4.0 4.0 tO Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Co- 4.0 4.0 4.0 4.0 Refr Cycle Length (s) 120 1 Volume Combined (vph) 0 30 0 0 351 0 0 135 0 0 117 0 Lane Utilization Factor 1 00 100 100 1 00 -i-.0-0 _1_W7-100 0 95 1.00 f66 095 100 Turning Factor (vph) 0.95 0.93 0.85 0.95 0.88 0.85 0.95 0.96 0.85 0.95 0.98 0.85 Saturated Flow (vph - 0 1775 0 0 1674 0 03464 0 0 3530 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 Frequency (%T . 0.00 .. 0.00 .........................................0.00........ 0.00 I Protected Protected Option Allowed No No . No No Reference Time (s), 0.0 .. Ad] Reference Time (s) 0.0 0.0 0.0 0.0 Permitted Option - - - Adj Saturation A (vph) 0 1194 0 1385 0 412 0 118 Reference Time 0 30 0 34.0.013 00 27.5 Ad] Saturation B (vph NA _W A_____0 0 0 1733 NA NA Reference iimeB(s) - NA NA - - 13.9 33.2 8.7 8.7 NA NA Reference time (s) 3.0 30.4 -- - 8.7 - 27.5 Ad] Reference Time (s) 8.0 34.4 12.7 31.5 Split Option .. - Ref Time Combined (s) 0.0 2 0.0 - 25.2 0.0 4.7 0.0 to - Ref Time Seperate (s) 0.7 0.7 5.9 0.7 . 0.7 .•, . 3 . 1:8 2.7 Reference time (s) 2.0 2.0 -- 25.2 25.2 4.7 4.7 4.0 4.0 - Ad] Reference Time (s) 8.0 8.0 29.2 29.2 8.7 8.7 8.0 8.0 Protected Option (s) NA NA . Permitted Option (s) 34.4 31.5 - Split Option (s) 37.2 16.7 Minimum (s) 34.4 16.7 . - 51.1 -- PihiT.urns Ad] Reference Time (s) Cross Thru Ref Time (s) Oncoming Left Ref Time (s) Combined (s) Intersection Capacity Utilization 42.6% ICU Level of Service A Reference Times and Phasing Options do not represent an optimized timing plan. Skateoplex Sports Center 7/24/2013 2030 + P PM Synchro 7- Report Page 2 iwj rceierence i ime i5) Cross Thru Ref Time (s) Oncoming Left Ref Time (s) Combined (s) 0.0 ratim Intersection Capacity Utilization 3: Camino Vida Roble & Yarrow Dr 9/17/2013 Lane Configurations j 4i 1 Iume(vph) 31 550 150 34147 _42 Pedestrians Ped Button Pedestrian Timing (s) Free Right - - No No IdealFlow 1900 1900 1900 1900 1900 1900 Lost Time (s) 40 40 4040 4040 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 Refr Cycle Length(s) 120 . ............................ . . ... Volume Combined (vph) 31 550 184 0 147 42 Lane Utilization Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Factor(vph) 0.95 tOO 0.97 0.85 Q5 PA Saturated Flow (vph) 1805 1900 1847 0 1805 1615 - Ped lntf Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Frequency (%) 0.00 0.00 0.00 Protected Option Allowed Yes Yes No ReferenceTime(s) 21 347 120 00 31 - AdI Reference Time (s) 8.0 38.7 16.0 0.0 8.0 Permitted Option - ..- Ad] Saturation A (vph) 120 1900 1847 120 Reference limeA(s) 30 34.7 12.0 146.6 Adj Saturation B (vph NA NA NA NA -. Reference Time B (s) NA NA NA NA Reference Time (s) 34.7 12.0 dj Reference Time (s) 38.7 160 Split Option Ref Time Combined(s) - 21 347 120 98 Ref Time Seperate (s) 2.1 34.7 9.7 98 Reference Time (s) 34.7 34.7 12.0 9.8 - Adj Reference Time (s) 38.7 38.7 16.0 . 13.8 ummary EBWB SB Protected Option (s) 38.7 NA Permitted Option (s) 387 Err - Split Option (s) 54.7 13.8 Minimum (s) 387 13.8 52.5 ntë?WctiitSummary Intersection Capacity Utilization 43.8% ICU Level of Service A Reference Times and Phasing Options do not represent an optimized timing plan. Skateoplex Sports Center 7/24/2013 2030 + P PM Synchro 7- Report Page 3