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Resolution No. 2013-031 (4)VIII. Recommendations 1. At which time a developer submits project plans and building elevations, noise studies should be required for each individual development project so that project specific impacts and mitigation measures can be identified. 2. Barriers should be provided to maintain exterior noise levels that are below 75 dBA CNEL at all outdoor use areas associated with the proposed residential land uses (i.e. backyards, pools, parks, and recreation areas). 3. Residential structures should be constructed to maintain interior noise levels of not greater than 45 dBA, through the use of sound barrier improvements, building design, construction materials and/or insulating techniques. Appropriate techniques available for outdoor to indoor noise attenuation are provided in Table 6. A. When the City exercises discretionary review, provides financial assistance, or otherwise facilitates residential development within a mixed use area, make providing written warnings to potential residents about noise intrusion a condition of that approval, assistance, or facilitation. The following language is provided as an example: "All potential buyers and/or renters of residential property within the City of Vernon ore hereby notified that they may be subject to audible noise levels generated by industrial and commercial related operations common to such areas, including but not limited to truck delivery and pickup, industrial waste disposal, industrial operational noise, amplified sound, as well as other mechanical and industrial processing noises." M. Table 6 Typical Noise Attenuation Methods to Insulate the Noise Receiver' Noise Level Reduction Typical Mitigation Methods 1. Air conditioning or mechanical ventilation. 15-20 dBA 2. Double -paned glass. 3. Solid core doors with weather stripping and seals. Mitigation 1, 2, and 3 plus 4. Stucco or brick veneer exterior walls or wood siding w/one-half inch thick fiberboard 20-25 dBA underlayer. S. Glass portions of windows/doors not to exceed 20 percent. 6. Exterior vents facing noise source shall be baffled. Mitigation 1 through 6 plus 25.30 dBA 7. Interior sheetrock of exterior wall attached to studs by resilient channels or double walls. B. Window assemblies, doors, wall construction materials, and insulation shall have a lab -tested STC rating of 30 or greater. 1 Source: City of San Dleeo General Plan. March 2008 27 IX. References California Department of Transportation (Caltrans) 2009 Technical Noise Supplement. Division of Environmental Analysis, November, California Department of Health Services 1988 California Noise Insulation Standards, State Building Code, Part 2, Title 24,CCR, Appendix Chapter 35 Sound Transmission Control. City of San Diego 2008 General Plan Noise Element City of Vernon 2009 General Plan Noise Element 2008 Comprehensive Zoning Ordinance, Sections Federal Transit Administration (FTA), Office of Planning and Environment 2006 Transit Noise & Vibration Impact Assessment, FTA-VA-90-1003-06 Federal Railroad Administration (FRA), Administration Office of Railroad Development 2005 High -Speed Ground Transportation Noise and Vibration Impact Assessment Housing and Urban Development (HUD) 1991 HUD Noise Limits. The Noise Guide Book. September 1991 28 Appendix Appendix A — Noise Measurement Field Data Sheets APPENDIX A Noise Measurement Field Data Sheets Summary Filename LxT_Data.021 Serial Number 3099 Model LxT1 Firmware Version 2.112 User Location Job Description Note Measurement Description Start 10/11/2012 13:42:27 Stop 10/11/2012 13:57:29 Duration 0:15:02.0 Run Time 0:15:02.0 Pause 0:00:00.0 Pre Calibration 10/11/2012 11:15:29 Post Calibration None Calibration Deviation _.. Overall Settings RMS Weight A Weighting Peak Weight Z Weighting Detector Slow Preamp PRMLxT1L Integration Method Exponential Overload 121.4 dB A C Z Under Range Peak 77.6 74.6 79.6 dB Under Range Limit 25.0 25.1 30.0 dB Noise Floor 15.9 16.0 20.8 dB Results LASeq 61.5 dB LASE 91.0 dB EAS 140.564 µpath EASE 4.488 mpazh EAS40 22.440 mPazh LZpeak(max) 10/11/2012 13:56:24 115.9 dB LASmax 10/11/2012 13:53:50 73.2 dB LASmin 10/11/2012 13:46:46 53.2 dB SEA -99.9 dB LAS > 65.0 dB (Exceedence Counts / Duration) 20 131.1 s LAS > 60.0 dB (Exceedence Counts / Duration) 32 412.7 s LZpeak > 210.0 dB (Exceedence Counts / Duration) 9 7.7 s LZpeak > 90.0 dB (Exceedence Counts / Duration) 144 423.2 s Upeak > 70.0 dB (Exceedence Counts / Duration) LCSeq LCSeq LCSeq - LASeq LAleq LAeq LAleq - LAeq p Overloads Overload Duration Dose Settings Dose Name Exch. Rate Threshold Criterion Level Criterion Duration Results Dose Projected Dose TWA (Projected) TWA (t) lep (t) Statistics LAS1.67 LAS8.33 LAS25.00 LAS50.00 LAS66.67 LAS90.00 Calibration History Preamp Direct PRMLxT1L PRMUT1L PRMLxT1L, PRMLxT1L PRMUT1L 1 901.9 s 77.7 dB 61.5 dB 16.3 dB 64.1 dB 61.5 dB 2.6 dB 0 0.0 s OSHA-1 OSHA-2 5 5 dB 90 80 dB 90 90 dB 8 8h -99.9 -99.9 % -99.9 -99.9 % -99.9 -99.9 dB -99.9 -99.9 dB 46.4 46.4 dB 69.5 dB 65.6 dB 61.4 dB 58.3 dB 56.9 dB 55.4 dB Date dB re. 1WPa 6.3 8.0 O1/O1/2007 0:21:41 -24.8 36.8 49.6 11/10/2012 11:15:29 -27.6 31/07/2012 16:12:16 -27.4 30/07/2012 9:39:49 -27.3 11/05/2012 12:35:56 -27.3 03/05/2012 5:19:02 -28.4 45.9 57.5 Record N Date Time Record Type Cause # TH Record 1 11/10/2012 13:42:27 Run Key 1 0 2 11/10/2012 13:57:29 Stop Key 1 0 Summary Filename LxT Data.022 Serial Number 3099 Model LxTl Firmware Version 2.112 User Location Job Description Note Measurement Description Start 10/11/2012 14:18:17 Stop 10/11/2012 14:33:24 Duration 0:15:07.4 Run Time 0:25:07.3 Pause 0:00:00.1 Pre Calibration 10/11/2012 11:15:29 Post Calibration None Calibration Deviation --- Overall Settings RMS Weight A Weighting Peak Weight Z Weighting Detector Slow Preamp PRM LxTi L Integration Method Exponential Overload 121.4 dB A C Z Under Range Peak 77.6 74.6 79.6 dB Under Range Limit 25.0 25.1 30.0 dB Noise Floor 15.9 16.0 20.8 dB Results LASeq 50.9 dB LASE 80.5 dB EAS 12.460 µpath EASS 395.514 µPa'h EAS40 1.978 mPA LZpeak (max) . 10/11/2012 14:26:25 100.0 dB LASmax 10/11/2012 14:26:25 66.7 dB LASmin 10/11/2012 14:29:51 38.8 dB SEA -99.9 dB LAS > 65.0 dB (Exceedence Counts / Duration) 3 3.5 s LAS > 60.0 dB (Exceedence Counts / Duration) 6 22.6 s LZpeak > 110.0 dB (Exceedence Counts / Duration) 0 0.0 s LZpeak > 90.0 dB (Exceedence Counts / Duration) 9 11.6 s Upeak > 70.0 dB (Exceedence Counts / Duration) 3 907.2 s LCSeq 67.4 dB LASeq 50.9 dB LCSeq - LASeq 16.5 dB LAleq 56.3 dB LAeq 50.9 dB LAleq - LAeq 5.4 dB g Overloads 0 Overload Duration 0.0 s Dose Settings Dose Name OSHA-1 OSHA-2 Exch. Rate 5 5 dB Threshold 90 80 dB Criterion Level 90 90 dB Criterion Duration 8 8 h Results Dose -99.9 -99.9 % Projected Dose -99.9 -99.9 % TWA (Projected) -99.9 -99.9 dB TWA (t) 99.9 -99.9 dB Lep (t) 35.9 35.9 dB Statistics LAS1.67 60.6 dB LAS8.33 54.3 dB LAS25.00 50.0 dB LASS0.00 46.7 dB LAS66.67 44.1 dB LAS90.00 42.0 dB Calibration History Preamp Date dB re. 1V/Pa Direct 01/01/2007 0:21:41 -24.8 PRMLxT1L 11/10/2012 11:15:29 -27.6 PRMLML 31/07/2012 16:12:16 -27.4 PRMLxTlL 30/07/2012 9:39:49 -27.3 PRMLxT1L 11/05/2012 12:35:56 -27.3 PRMLxT1L 03/05/2012 5:19:02 -28.4 Record # Date Time Record Type Cause p TH Record 1 11/10/2012 14:18:17 Run Key 1 0 2 21/10/2012 14:18:18 Pause Key 1 0 3 11/10/2012 14:18:18 Resume Key 2 0 4 11/10/2012 14:33:24 Stop Key 2 0 Summary Filename LXT_Data.023 Serial Number 3099 Model LxT1 Firmware Version 2.112 User Location Job Description Note Measurement Description Start 10/11/2012 14:53:36 Stop 10/11/2012 15:08:46 Duration 0:15:09.7 Run Time 0:15:09.7 Pause 0:00:00.0 Pre Calibration 10/11/2012 11:15:29 Post Calibration None Calibration Deviation --- Overall Settings RMS Weight A Weighting Peak Weight Z Weighting Detector Slow Preamp PRMLxT1L Integration Method Exponential Overload 121.4 dB A C Z Under Range Peak 77.6 74.6 79.6 dB Under Range Limit 25.0 25.1 30.0 dB Noise Floor 15.9 16.0 20.8 dB Results LASeq 69.5 dB LASE 99.1 dB EAS 905.475 pPaZh EASE 28.666 mpa2h EAS40 143.331 mPa2h LZpeak (max) 10/11/2012 14:55:07 121.9 dB LASmax 10/11/2012 15:00:57 81.9 dB LASmin 10/11/2012 14:53:41 46.5 dB SEA 134.9 dB LAS > 65.0 dB (Exceedence Counts / Duration) 27 641.0 s LAS > 60.0 dB (Exceedence Counts / Duration) 8 827.0 s LZpeak > 110.0 dB (Exceedence Counts / Duration) 6 6.2 s LZpeak > 90.0 dB (Exceedence Counts / Duration) 114 737.3 s Upeak > 70.0 dB (Exceedence Counts / Duration) 1 909.6 s LCSeq 82.2 dB LASeq 69.5 dB LCSeq-LASeq 12.7 dB LAleq 72.0 dB LAeq 69.5 dB LAleq - LAeq 2.4 dB N Overloads Overload Duration 2.0 s Dose Settings Dose Name OSHA-1 OSHA-2 Exch. Rate 5 5 dB Threshold 90 8o dB Criterion Level 90 90 dB Criterion Duration 8 8 h Results Dose -99.9 0.0 % Projected Dose -99.9 0.1 % TWA (Projected) -99.9 42.7 dB TWA (t) -99.9 17.8 dB Lep (t) 54.5 54.5 dB Statistics LAS1.67 78.0 dB LAS8.33 73.8 dB LAS25.00 69.5 dB LAS50.00 66.4 dB LAS66.67 64.2 dB LAS90.00 59.2 dB Calibration History Preamp . Date dB re. IV/Pa Direct 01/01/2007 0:21:41 -24.8 PRMLxT1L 11/10/2012 11:15:29 -27.6 PRMLxT1L 31/07/2012 16:12:16 .27.4 PRMLxT1L 30/07/2012 9:39:49 -27.3 PRMLxT1L 11/05/2012 12:35:56 -27.3 PRMLxT1L 03/05/2012 5:19:02 -28.4 Record p Date Time Record Type Cause # TH Record 1 11/10/2012 14:53:36 Run Power 1 0 2 11/10/2012 15:08:46 Stop Key 1 0 0 D KUNZMAN ASSOCIATES, INC, OVLR ns VLARS or FXCH_ TNI Sr_Pv\11cL Appendix D: Traffic Study 0 I I'*' UNZM.AN ASSOCIATES, INC. I K KUNZMAN ASSOCIATES, INC. CITY OF VERNON GENERAL PLAN UPDATE TRAFFIC IMPACT ANALYSIS December 11, 2012 Prepared by: Amy L. Kim, EIT, Robert Kunzman, Carl Ballard, LEED GA, and William Kunzman, P.E. oQppFESSlOh\ h � � Z W 3 No. TR0050 6 1111 Town & Country Road, Suite 34 Orange, California 92868 . (714)973-8383 www.traffic-engineer.com 5031 Table of Contents I. Introduction and Summary ................................................................................................1 A. Purpose of Report and Study Objectives..................................................................1 B. Study Area..............................................................................................................1 C. Definition of Deficiency and Significant Impact........................................................2 D. Principal Findings....................................................................................................2 II. Existing Traffic Conditions.................................................................................................5 A. Existing Travel Lanes and Intersection Controls.......................................................5 B. Existing Average Daily Traffic Volumes....................................................................5 C. Truck Passenger Car Equivalents.............................................................................5 D. Existing Intersection Capacity Utilization and Level of Service.................................5 E. Planned Transportation Improvements and Relationship to General Plan...............6 Ill. Current General Plan Year 2035 Traffic Conditions...........................................................IS A. Method of Projection............................................................................................15 B, Current General Plan Year 2035 Average Daily Traffic Volumes .............................15 C. Current General Plan Year 2035 Intersection Capacity Utilization and Level of Service.................................................................................................................. is IV. Proposed General Plan Year 2035 Traffic Conditions............................I................... :....... 20 A. Method of Projection............................................................................................ 20 B. Potential Development.........................................................................................20 1. Potential Development Locations ..................... :................................................ 20 2. Trip Generation..................................................................................................20 3. Trip Distribution..................................................................................................20 4. Trip Assignment......................................................... :........................................ 21 C. Proposed General Plan Year 2035 Average Daily Traffic Volumes .........................21 D. Proposed General Plan Year 2035 Intersection Capacity Utilization and Level of Service..................................................................................................................21 E. Significant Impact..................................................................................................21 V. Conclusions.....................................................................................................................45 APPENDICES Appendix A — Glossary of Transportation Terms Appendix B — Traffic Count Worksheets Appendix C — Truck Percentage Calculations Appendix D — Explanation and Calculation of Intersection Capacity Utilization List of Tables Table 1. Existing Intersection Capacity Utilization and Level of Service.......................................7 Table 2. Current General Plan Year 2035 Intersection Capacity Utilization and Level of Service...........................................................................................................................16 Table 3. Potential Proposed Development Trip Generation.......................................................22 Table A. Proposed General Plan Year 2035 Intersection Capacity Utilization and Level of Service.................................... :..................................................................................... : 23 Table 5. Proposed General Plan Year 2035 Intersection Capacity Utilization and Level of Service........................................................................................................................... 24 List of Figures Figure 1. Figure 2. Figure 3. Figure 4. Figure 5. Figure 6. Figure 7. Figure 8. Figure 9. Figure 10. Figure 11. Figure 22. Figure 13. Figure 14. Figure 15. Figure 16. Figure 17. Figure 18. Figure 19. Figure 20, Figure 21. Figure 22. Figure 23. Figure 24. Figure 25. Figure 26. Figure 27. Figure 28. Potential Development Evening Peak Hour Intersection Turning Movement . Volumes...............:........................................................................................... Figure 29. Proposed General Plan Year 2035 Average Daily Traffic Volumes .................. Figure 30. Proposed General Plan Year 2035 Morning Peak Hour Intersection Turning LocationMap...................................................................................................................4 Existing Through Travel Lanes and Intersection Controls...............................................8 Existing Intersection Geometrics.................................................................................... 9 Existing Average Daily Traffic Volumes ............. ............................................. I ....... I ...... 10 Existing Morning Peak Hour Intersection Turning Movement Volumes ......................11 Existing Evening Peak Hour Intersection Turning Movement Volumes ........................12 City of Vernon General Plan Circulation Element.........................................................13 City of Vernon General Plan Roadway Cross-Sections..................................................14 Current General Plan Year 2035 Average Daily Traffic Volumes..................................17 Current General Plan Year 2035 Morning Peak Hour Intersection Turning MovementVolumes ................................................. ......................................... :........... 18 Current General Plan Year 2035 Evening Peak Hour Intersection Turning MovementVolumes......................................................................................................19 Potential Development Site Location Map...................................................................25 Potential Development Number 1 Trip Distribution..................................................... 26 Potential Development Number 2 Trip Distribution.....................................................27 Potential Development Number 3 Trip Distribution......................................................28 Potential Development Number 4 Trip Distribution....................................................29 Potential Development Number 5 Trip Distribution.....................................................30 Potential Development Number 6 Trip Distribution.....................................................31 Potential Development Number 7 Trip Distribution.....................................................32 Potential Development Number 8 Trip Distribution.....................................................33 Potential Development Number 9 Trip Distribution.....................................................34 Potential Development Number 30 Trip Distribution...................................................35 Potential Development Number 11 Trip Distribution...................................................36 Potential Development Number 12 Trip Distribution.................................................37 Potential Development Number 13 Trip Distribution...................................................38 Potential Development Average Dally Traffic Volumes................................................39 Potential Development Morning Peak Hour Intersection Turning Movement Volumes........................... :............................................................................................ 40 ........ 41 ........42 MovementVolumes......................................................................................................43 Figure 31. Proposed General Plan Year 2035 Evening Peak Hour Intersection Turning MovementVolumes......................................................................................4...............44 I. Introduction and Summary A. Purpose of Report and Study Obiectives The purpose of this report is to provide an assessment of the traffic impacts resulting from proposed residential and trucking overlay districts in the City of Vernon, and to identify the traffic mitigation measures necessary to maintain the established Level of Service standard for the elements of the impacted roadway system. The traffic issues related to the proposed land uses and development have been evaluated in the context of the California Environmental Quality Act. The City of Vernon is the lead agency responsible for preparation of the traffic impact analysis, in accordance with the California Environmental Quality Act authorizing legislation. This report analyzes traffic impacts for the Existing and Year 2035 traffic conditions. Although this is a technical report, every effort has been made to write the report clearly and concisely. To assist the reader with those terms unique to transportation engineering, a glossary of terms is provided in Appendix A. B. Study Area The study area Intersections were determined by selecting the intersections that are projected to operate at unacceptable Levels of Service in the 2007 Circulation Plan Update for the City of Vernon (see Figure 1): Alameda Street (NS) at: Vernon Avenue (EW) - #1 55th Street (EW) - 412 Santa Fe Avenue (NS) at: 25th/26th Street (EW) - #3 38th Street (EW) - #4 Vernon Avenue (EW) - #5 Vernon Avenue/Pacific Boulevard (EW) #6 Soto Street (NS) at: 26th Street (EW) - $0 Bandini Boulevard (EW) - #8 Vernon Avenue (EW) - #9 Leonis Boulevard (EW)-#10 Fruitland Avenue (EW)-#11 Boyle Avenue (NS) at: Slauson Avenue (EW) - #12 Downey Road (NS) at; Washington Boulevard (EW) - 4113 Bandini Boulevard (EW) -#14 Slauson Avenue (EW) - #15 Atlantic Boulevard (NS) at: Bandini Boulevard (EW)-#16 District Boulevard (EW)-#17 C. Definition of Deficiency and Significant Impact The City of Vernon has an established acceptable Level of Service of D. Level of Service E and F are unacceptable. Based on the Los Angeles Department of Transportation Policies and Procedures an impact is considered significant if the project -related increase in the volume -to -capacity ratio equals or exceeds the thresholds shown below: Significant Impact Threshold for Intersections Level of Service Volume/Capacity Incremental increase C 0.70-0.79 - 0.04 or more D 0.80-0.89 0.02 or more E/F 0.90 -more 0.01 or more D. Principal Findings Existing Level of Service: For Existing traffic conditions, the study area intersections currently operate within acceptable Levels of Service during the peak hours, except for the following study area intersections that operate at Levels of Service E to F during the peak hours (see Table 1): Alameda Street (NS) at: Vernon Avenue (EW) - #1 55th Street (EW) - #2 Santa Fe Avenue (NS) at: 25th/26th Street (EW) -#3 38th Street (EW) - 04 Vernon Avenue (EW) - #5 Vernon Avenue/Pacific Boulevard (EW) - #6 Soto Street (NS) at: 26th Street (EW) - #7 Bandini Boulevard (EW) - #8 Vernon Avenue (EW) - #9 Boyle Avenue (NS) at: Slauson Avenue (EW) - 912 Downey Road (NS) at: Washington Boulevard (EW) - 413 Bandini Boulevard (EW)-#14 Slauson Avenue (EW) - 4115 Atlantic Boulevard (NS) at: Bandini Boulevard (EW) - #16 District Boulevard (EW) -f117 Current General Plan Year 2035 Level of Service: For the Current General Plan Year 2035 trafficconditions, the study area intersections are projected to operate at Level of Service E to F during the peak hours, without improvements (see Table 2). All potential developments within the proposed housing and trucking overlay districts have been individually accounted for by an appropriate trip generation and trip distribution. Proposed General Plan Year 2035 Level of Service: For the Proposed General Plan Year 2035 traffic conditions, the study area intersections are projected to operate at Level of Service E to F during the peak hours, without improvements (see Table 4). Table 5 depicts the Proposed General Plan Year 2035 traffic conditions at the study area intersections. The study area intersections are not significantly impacted by the proposed housing and trucking overlay districts. A /✓a m m 0 � � u d / c 9 O c � 4apa/d /opn C y •..... J• p,aaJlS 4p/pU/ anuany 1 euaoD J 1 � I 1 anuany • o c fJSIA ewo; m a anuany ' O. anuany e—I 1 Poom eW L.._.._.._.. v _ : 3 AeUMOO .(eM •'—� OD O Peon in singleW • LL 4+ U .c 0 J w anuany eooly 1 m '. anuany w auld e��ai a anuany J: : v o aI og _.._.. w > m o z 0 2> s i m LL a vYaf i ;aai]S o705 I ° a anuany I a> aplAaS J co. �.._.. p�enalnog _ j = �Illaed V l) ,lr tw z N N fanUOAV W l ' L.._. _.. 4 d elueg �I > w w w w v VI ul I U O sl L L = a c C L t tn 4 o a H a H. Existing Traffic Conditions The traffic conditions as they exist today are discussed below and illustrated on Figures 2 to 8. A. Existing Travel Lanes and Intersection Controls Figures 2 and 3 identify the existing roadway conditions within the City of Vernon. The number of through travel lanes and intersection controls for existing roadways are illustrated on Figure 2 and the existing intersection geometries are identified on Figure 3. B. Existing Average Daily Traffic Volumes Figure 4 depict the existing average daily traffic volumes in the study area. Existing manual morning and evening peak hour intersection turning movement counts have been obtained by Kunzman Associates, Inc. in February and October 2012 (see Appendix B). The existing average daily traffic volumes have been obtained from peak hour counts using the following formula for each intersection leg: PM Peak Hour (Approach Volume + Exit Volume) x 11.0 = Leg Volume. C. Truck Passenger Car Equivalents To account for the number of trucks that are included in the traffic counts, a truck factor has been developed. Four vehicle classification spot counts have been conducted to calculate the percentage of the vehicle mix that are trucks. The truck percentage calculation shows that there are currently 22 percent trucks on the City of Vernon Streets (see Appendix Q. Per the City of Vernon, a Passenger Car Equivalent of 2.5 has been used on the 22 percent trucks (see Appendix Q. A truck factor of 1.33 has been applied to account for the calculated 22 percent trucks on the study area roadways ((1.00 — 0.22) + (0.22 X 2.5)=1.33). D. Existing Intersection Capacity Utilization and Level of Service The technique used to assess the capacity needs of an intersection is known as Intersection Capacity Utilization (see Appendix D). To calculate Intersection Capacity Utilization,' the volume of traffic using the intersection Is compared with the capacity of the intersection. The existing Intersection Capacity Utilization and Level of Service for the study area intersections are shown in Table 1. Existing Intersection Capacity Utilization is based upon manual morning and evening peak hour Intersection turning movement counts obtained by Kunzman Associates, Inc. in February and October 2012. The factored traffic counts are presented on Figures 5 and 6. There are two peak hours in a weekday. The morning peak hour is between 7:00 AM and 9:00 AM, and the evening peak hour is between 4:00 PM and 6:00 PM. The actual peak hour within the two hour interval is the four consecutive 15 minute periods with the highest total volume when all movements are added together. Thus, the evening peak hour at one intersection may be 4:45 PM to 5:45 PM If those four consecutive 15 minute periods have the highest combined volume. For Existing traffic conditions, the study area intersections currently operate within acceptable Levels of Service during the peak hours, except for the following study area intersections that operate at Levels of Service E to F during the peak hours (see Table 1): Alameda Street (NS) at: Vernon Avenue (EW) - #1 55th Street (EW) - #2 Santa Fe Avenue (NS) at: 25th/26th Street (EW) - #3 38th Street (EW) - #4 Vernon Avenue (EW) - #5 Vernon Avenue/Pacific Boulevard (EW) - #6 Soto Street (NS) at: 26th Street (EW)-#7 Bandini Boulevard (EW) - #8 Vernon Avenue (EW) - #9 Boyle Avenue (NS) at: Slauson Avenue (EW) - #12 Downey Road (NS) at: Washington Boulevard (EW) - #13 Bandini Boulevard (EW)-#14 Slauson Avenue (EW) - #15 Atlantic Boulevard (NS) at: Bandini.Boulevard (EW) - #16 District Boulevard (EW) - #17 Existing delay worksheets are provided in Appendix D. E. Planned Transportation Improvements and Relationship to General Plan The City of Vernon General Plan Circulation Element is shown on Figure 7. Existing and future roadways are included in the Circulation Element of the General Plan and are graphically depicted on Figure 7. This figure shows the nature and extent of arterial highways that are needed to adequately serve the ultimate development depicted by the Land Use Element of the General Plan. The City of Vernon General Plan roadway cross - sections is shown on Figure 8. 9 Table 1 Existing Intersection Capacity Utilization and Level of Service Intenectlon Ap roach Lanes I Peak Hour Northbound Souhbound Eastbound I Westbound Intersection Alameda Street INS) at: Traffic ControlsI ICU -Los L T R L T R L. T R L T R Morning I Evening Vernon Avenue -West (EW)-Isla Vernon Avenue -East (EW)-41b 55th Street - West (EW)-112a 55th Street - East EW -x2b TS TS TS TS 1 0 1 0 1.5. 1 1.5 1 0.5 0 0.5 0 1 0 1 0 1.5 1 1.5 1 0.5 0 0.5 0 0.5 0.5 0.5 0 1 1 0.5 1 0.5 0.5 d 0 0.5 0.5 0 0.5 1 1.5 1 0.5 0.5 1 0 d 1.4544 1.334-F 1.186-F. 0.891-D 1.502-F 1.0974 1.5214 0.735-C Santa Fe Avenue INS) at: 25th/26th Street (EW) - 03 38th Street (EW) - 04 Vernon Avenue (EW) - 45 Vernon Avenue/Paclllc Boulevard EW -46 TS TS TS TS 1 1 1 1 2 1» 1.5 �0.5 1.5 0.5 1.5 0.5 1 1 1 1 2 1.5 1.5 1.5 4» 0.5 0.5 0.5 1 0.5 0 1 1 0.5 1 2.5 d d 0 0.5 1 0 0.5 1 0.5 0 1 2 0.5 0 0.5 2 1.040-1' 0.956-E 0.972-E 0.919-E 1.014-F 1.0114 0.923-E 0.957-E Soto Street INS) at: 26th Street (EW) - 97 Bandlnl Boulevard (EW)-x8 Vernon Avenue (EW) .49 Leonls Boulevard (EW)-g10 Fruitland Avenue EW -811 TS TS TS TS TS 1 1 1 1. 1 2 1.5 1.5. 1.5 1.5 1» 0.5 0.5 0.5 0.5. 1. 1- 1 1 1 2 1.5 1.5 1.5 1.5 1 0.5 0.5 0.5 0.5 1 1 0.5 1 1 0.5 2.5 1 1.5 0.5 0.5 0.5 0.5 0.5 0.5 1 1 0.5 1 1 0.5 2.5 1 1.5 0.5 0.5 0.5 0.5 0.5 0.5 1.OD94 0.9524 0.861-D 0.876-D 0.806-D I 1.1814 1.003-F 0.948-E 0.814-D 0.879-D Boyle Avenue INS) at: Slauson Avenue EW -812 TS - 1 1.5 0.5 1 1.5 0.5 1 1.5 0.5 1 1.5 0.5 1.081-F 1.202-F Downey Road INS) at: Washington Boulevard (EW)-a13 Bandlnl Boulevard (EW)-N14 Slauson Avenue EW -x15 TS TS TS 1 1 1 2 2 1 1 1 1 1 1 1. 2 2 0.5 1 1 0.5 1 1 1 2 2 2.5 15 1 0.5- 1 2 0.5 2 1.5 1 d 0.5 0.5 0.868-D 0.902-E 0.974E 0.920.E .942-E 0.970-E Atlantic Boulevard INS) at: Bandinl Boulevard (EW)-x16 District Boulevard (EW)-x17 TS TS 1 1 4 2.5 1 0.5 1 1 3.5. 3 1.5» 1» 1.5 2 2 1' 0.5 1 1 0.5 1 1.5 2» 1» 1.543-F 0.858-D 1.433-F 0.975.E ' When a.lght turn We Is desantled, the lane un either he griped or unstrlped. To function n a right turn lane there must be suffldentwldIh for right turningveludea to travel outelde the through lanes. L • Lee; T. Through; R. mghy d-Oefena Tum Lane; a = Right Tom Overby:». free Right Turn 2 ICU-LOS, Imereedlon Ce WRY ULlllvg.n Level of SeMce 3 T5=Tram. signal O L V C O u N w L N c C N � f0 v v � C Il J f N (0 H s h0 7 0 .0 H hO C X W Joe 0 a °a did/ l y�da v % ai40 8 08 o �aa�7s o N S N a G O S I/1 S m E Q a a N � anuantl emIy 0 v v � a w Figure 3 Existing Intersection Geometrics d1b,F-o.5 o�lb�o.s a�bb�o dbbs6.5 dbbsl ddb.ro dbb.ros 6 iq 7 �0.5 8 �0.5 B $0.5 10 �lbsl �0.g 11 �0.5 1t Q0.5 dlbs, dlbr-1 dlbsl dlb.�o.s dlb�l dlbsl 1�°IYI° I-'°IYI° I�°IYI° 6.5�0IYI° j3'°IYI° I�°IYI° 1�°IYI° 13 �d N 4-0.5 15 4-0.5 16AN �b 17 4U dbbst dbbz-z allb,ro.s dbba-t dbb,ras Legend > = Right Turn Overlap >> = Free Right Turn . 7th Street 76th Street '•_•.�•. SV uh,,F,4n Bt street „ c v u = BOW.",, 37th Street Bandlnl E a 91s1 38th Street Boulevard •'�• Street 1 • Vernon Avenue ° y` c& • \' Vernon Avenue Q ggg ••\ 1 "'6 46th Street _ Eachen eAvenue �0e'y ga'tp 48th Street '� a Leonls 49th Street y $£ sou eva e c °e 'F Y1 S Y Frultlend S r.._. Avenue 55th Street S4th Street ¢I i g £ qo � 9 Sleuaon Avenue Raudo ph SF,,, NTS 5031/3 KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 9 A� m ry 0 vmi eke N c ��e m N a � � o ^ v � ale/(/ a�/•�O '-1 N N 4oeae /opus ^' � a /0p08 II �la o+ J �o°tee N 5 O� OC1 - anuany C eJaays pplAp! euOJOD � a O _ o w anuany e4SIA euwol anuany L ° �° a 7�aJan a � - — F m uan ^•! POOMAP&N tD a N m Q�7 .M .y ^ ry y 0 NSmgleW "' peoy auMop AeM $ bLo bjO m cq Lri anuany eOOly ° anuany v e m Q auld eJJa,S anuany C •� v E gal O9v w >tA iZ VYC > m m0 2> %6 s yv�14 W m.i m ray° w ,Qma .00jig Ojos N %q VI j V1 a �O anuany m at < ry allhDS 0 m N N p�enalnog h cd t mIV O1�ped U N s m v z ^ io �ry m o m vi anumv Y1_ ae d e ues s Q w a Q w .g}1 i/, I" i m VI VI VI - N 01 v1 N V N D• N N t aj W .� N n N n m c m j a a p Z Ol Om1 ry o p 4 jaaAS epowely N N v 4 "� %�7 Figure 5 Existing Morning Peak Hour Intersection Turning Movement Volumes 1511 a 1101 a 75 1612R %J21 =IOY P l g Q66 R2- -- 4-605 Q-IIB6 - _ 4-227 '4-17 R 4-267 4 Qp e 5 $184 AEn4-0d4b4113 F293� 4 12 4 ell s15 4 746 4 dlbso 4 d1br1BB1468 N 0 1716 a 1 tl e 14291035 a69SM 4_511 7 R4 p A 318 tl 4-tl23 9 -�` 3 4-223 10 Mt IF 67611Q �4_313 12A-ndlba-3s 4 dlb J6 4 dbbs219 4 d110 -12 4 dlba-1n 4 ddb. 37 4189- 31J-+ YP D - 52-%YP 122�6�� D 1.6 4o3--0qr�= %Yr D 70-f%Y.P D 101�%YP D 11J3•%YP D 78-o 37�. 7B� ,10--0byp 52z2B3 Y 2B2--0y+, e. } IB6-D �q °� 915--0120� ^B6c 31� 1755 n N76 ID 174= %YP D 67-s'4YP D 134-g%Y�D237-041YP 6 J13--06y}g 687144-0Rrg 835_'+177� 60� 27� - - 1B5 �, " 43�l 7 1tltl2 7thStreetStith Streett WashingtonStreet u y 37th street BandlnlBoulevard 43s1 . 38th Street Street Vernon Avenue46thstreet 'w9 Eacha eAvenue4Bth Street a le4nls49th StreetB4ulevarFruitlandr.Avenue54th streetLY..S e.. AvenuRandolhStreet NTS 1NC. Intersection reference numbersare ntboxKUNZMANASSOCIATES, in upper left corner of turning movement boxes. 15a-s%Isa—sPos6s-3%YPDJ7�PPJa61-9ceJ4z—c_�P�zzz—Dce13-.� 63�. 36� - J2� '4R86 n102 c 10 c 166 11A6 + 1J N � + dbbslo5 ' �116 4-706 � a 14 + .� 3 e dbb�2z2 a16B 4-9B4 =1 4 J54 o 15 N � =4-J14 d1b4-1 4-6D5 +_ a IB1D a 16 dl b.r266 2zY6 4 2295 Q125 17 v r �dbs4 OVER 35 VEARS OF Excri I ENi'FnvV•F 11 Figure 6 Existing Evening Peak Hour Intersection Turning Movement Volumes 107 a 313 v 1711 v JSJ v 16/2- v 11 v 1B � 1 31J J1 1 &-- 4-855 Q60 416 4-1404 - 2 : 8 $194 4-709 2 ^ �11 ^^' "85 J m'^ B agp 4-iB4 9 . 4�p o 5 Q156 +8i dbb170 4 . dbbs1 4 41dbs64 4 d14s1 4 41db4-156 a-D 4 a�dbs0 4-9 4 dbbszl9 4 D IB7 02�401 2235 a 2041 v 1938 v 1665 a 1JB4 v 1151 0 6 § _�4 4-149 8 Z5 ^ ..118�161 130 10N' ='—' 4—J74 4-225 dbb 4e 4 dbbs165 4 01 29 4 dbbs82 4 dlb. 33 4 ds3JD Q-74It D 226 -" -D D 128-s 512��tR YE63 q YD 141� 271 -DBg+ `` D 112-4` q Y D 225alY476 „ry_ _ 101-y = 511--0,yI^ 57- >R ^ M6-D 65z Bg+ 1149--�B6� o f 9 v n 1045 n 1677 0 173 v 72 v 1754 a 2119 v 13 W 4-40 14 - 4-319 W. �709 1� 4-JB7 IS o 4 203 ar •+ 4-I103 - 16 "3J - 7 4-202 dbb�JB 4 dbbs2D7 4 dbb 1 4 dbba371 a dbbb5 4 D 229- 1 Y! D 915 -D R=a 2D0-9 Y 813-4 D 14" 1 Y 1' 1420- D "1 774-D - JBG� -_ - ,-- g Q g 537z n e 14 c I J .35114 t f11L.. 7th Street' 26th Street • �� • Weshl neton • _ • _ Street y`^ tl4ulevar 37th Street Bandlnl E a _ 41st 38th Street -Boulevard •�., Streetc I ' Vernon Avenue •�. • \ Vernon Avenue g •� � P 46th Street E4ohen a Avenue c o .. 48lh Street $ a Leonls P o5 49th Street tlou evartl d e p y ,y o Yp Fruitland a ¢ e a �5 crBo ore • _ Avenue � a oay SSth Street' 54th Street g i rc S �° � •' `k "g � 4e Slauson Avenue a o : •.�� '•\ I I s"3 Barsdolph Street It I NTS KUNZMAN AssocIATES, INC. Intersection reference numbers are in upper 5031/6 left corner of turning movement boxes. OVER 35 YEARS OF EXCFI I FAR glnF Ir'i 267= 850-0G=� � Y ID D �IOIJ�Q�7e 40 s' � Y ID D IJ6-9 327-D 56� 41 Y ID '1 F'� = D 59� JB7�m8_ 16� 41 Y � D 3J6� J25-D 124�'=- g,g� C � 27.9 31B-D^�� 106�' 4l Y � D G 32�" 27�..�3 B� � Y ID - � 1559 n 406 0 1 n 1 a 14 12 Figure 8 City of Vernon General Plan Roadway Cross -Sections 80' to 120' 64'to 104' . 32' - 52' 32' - 52' i i Arlerlal 80' Minimum 64' 32' 32' i i Collector Streets 60' to 65' 42' to 49' 20.5' - 24.5'20.5' - 24.5' i i Local Streets KUNZMAN ASSOCIATES Source: Clty of Vemon-5031/8 14 III. Current General Plan Year 2035 Traffic Conditions In this section, Current General Plan Year 2035 traffic conditions are discussed. Figures 9 and 11 illustrate the Current General Plan Year 2035 traffic conditions. A. Method of Proiectlon Based upon the 2007 City of Vernon General Plan Updated, an ambient annual growth rate of 0.5 percent is used in this analysis. This produces a growth factor of 1.12 for Year 2035 conditions. B. Current General Plan Year 2035 Average Daily Traffic Volumes Current General Plan Year 2035 average daily traffic volumes are depicted on Figure 9. C. Current General Plan Year 2035 Intersection Capacity Utilization and Level of Service The technique used to assess the capacity needs of an intersection is known as Intersection Capacity Utilization (see Appendix D). To calculate Intersection Capacity Utilization, the volume of traffic using the intersection is compared with the capacity of the intersection. The Current General Plan Year 2035 morning and evening peak hour turning movement volumes are provided on Figures 10 and 11, respectively. For the Current General Plan Year 2035 traffic conditions, the study area intersections are projected to operate at Level of Service E to F during the peak hours, without improvements (see Table 2). Current General Plan Year 2035 Intersection Capacity Utilization worksheets are provided in Appendix D. 15 Table 2 Current General Plan Year 2035 Intersection Capacity Utilization and Level of Service Intersection A proach Lanes' Peak Hour Northbound Souhbound Eastbound Westbound Trafflc ICU-LOS' L T R L T R L T R L T R Morning Evening Intersection Control' Alameda Street (NS) at: Vernon Avenue - West IEW]-g1a TS 1 1.5 0.5 1 1.5 0.5 0.5 1 0.5 0.5 1 0.5 1.617-F 1.671-F Vernon Avenue - East IEW) - gab TS 0 1 0 0 1 0 . 0.5 1 0.5 0.5 1.5 1 1.2174 1.317-F 55th Street - West JEW)-N29 TS 1 1.5 0.5 1 1.5 0.5 0.5 0.5 d 0 1 0 1.482-F 1.692-F 551h Street - East EW -g2b TS 0 1 0 0 1 0 0 1 0 0.5 0.5 d 0.811-D 1.153-F Santa Fe Avenue INS) at: 25th/26th Street JEW).43 TS 1 2 1>> 1 2 1>> 1 1 d 1 0.5 0.5 0.986-E 1.124-F 38th Street JEW)-g4 TS 1 1.5 0.5 1 1.5 0.5 0.5 0.5 d 0 0 0 1.059-F 1.121-F Vernon Avenue JEW)-#5 TS 1 1.5 0.5 1 1.5 0.5 0 1 0 0.5 1 0.5 1.077-F 1.022-F Vernon Avenue Pacific Boulevard EW -06 TS 1 1.5 0.5 1 1.5 0.5 1 2.5 0.5 1 2 2 1.0174 1.061-F Soto Street INS) at: 76th Street JEW)-#7 TS 1 2 1>> 1 2 1 1 0.5 0.5 1 0.5 0.5 1.1184 1.311-F Bandlnl Boulevard JEW)-88 TS 1 1.5 0.5 1 1.5 0.5 1 2.5 0.5 1 2.5 0.5 1.0534 1.111-F Vernon Avenue JEW)-N9 TS 1 1.5 0.5 1 1.5 0.5 0.5 1 0.5 0.5 1 0.5 0.953-E 1.050-F Leonts Boulevard JEW)-#20 TS 1 1.5 0.5 1 1.5 0.5 1 1.5 0.5 1 1.5 0.5 0.960-E 0.899-D Fruitland Avenue EW -#11 TS 1 1.5 0.5 1 1.5 0.5 1 0.5 0.5 1 0.5 0.5 0.891-D 0.973-E Boyle Avenue INS) at Slauson Avenue EW -#12 TS 1 1.5 0.5 1 1.5 0.5 1 1.5 0.5 1 1.5 0.5 1.199-F 1353-F Downey Road INS) at Washington Boulevard JEW)-#23 TS 1 2 1 1 2 1 1 2 1> 1 2 d 0.960-E 1.019-F Bandlnl Boulevard JEW)-#14 TS 1 2 1 1 2 1 1 2 1 2 1.5 0.5 0.998-E 1.043-F Slauson Avenue EW -815 TS 1 1 1 1 0.5 0.5 1 1.5 0.5 0.5 1 0.5 1.079-F 1.0754 Atlantic Boulevard INS) at: Bandlnl Boulevard (EW)-016 TS 1 4 1 1 3.5 1.5>> 1.5 2 0.5 1 1 2>> 1.717-F 1.594-F District Boulevard(EWI-g17 TS 1 2.5 0.5 1 3 1» 2 1 1 0.5 1.5 1>> 0.949-E 1.081-F ' When a right turn lane Is deelgntled, the lene can either be striped or umtrlped. To function as a right turn lane them must be sufficient width for right turning vehiclo to (revel oubidethethmughbnes. L= Left T•Through; R, Right; d=Dehcto Turn Lane; >a Right Turn Overlay;»=Free Right Turn ' ICWLOS c Intemedlon CapeeitT Utlllmnon-bvel of Serviu TS=Traf cslgnel 16 Ar P N �d 0 '^ N aka v c � ni o ry m m �6 0 fV ° � a N °p ✓� aoe/d a�1Jp N N r /ours C o oo l0 oa�a �a u � � i` w m O�9 L anueAy ? - - up1Pu/ euwo:) ro p w= anuany c c elsl^ euwo7 m 0 Q anuany N �o aAan uan(3 0) > ^ N Q p.-MAekV c ^' N V1 3 m m mtko � -M ^' Peoa eumoo eM h O e o6 o An91elm .c LL N ro ry `oa L N N O N ,^� anuany eooltl } N anuany ^ Nauld eLal C anU2ny c al oS 'y N PI:p 9 i W C > m C W d N eim OI 75 1- Q% p lD M ry ry N N m = aaaAjS Uja$ Ol O O > V C N H p� anuany Q N C � a alllnaS 8, 7 c c Prenalnog N _ V t �e aldloed Z ^ a N N h n m ry N u m H m ni m anuany F S d e ue5 d a m w U ` Iv N k G ro 9 Q N N ^ ^ m W m Z O c Ol N m < > aaa��S ePauaeltl m < z m Figure 10 Current General Plan Year 2035 Morning Peak Hour Intersection Turning Movement Volumes 16 J'L7 12J6 BJ I 6 > 1006 0 1557 14-J59 I 5 4-110 2 _1329 Y a e_97 '255 2 r Q19 3 4-289 .. n Q15J 4 �. B =0 4-ZJB __ 4-0 0 5 W 4-6 d b b r1827 4 d b b a d b b r16 4 dbbrJ a dbbr212 4 dbbrB 4 dbbrzl2 a D 1779 954-0>;3 4 t A D 66� 939�gg; y A D 1n� 559--07,F °I Y A > 187� 38J-Dgq Y A A D 92-5' Y A D J� A = 161�. 90� J6� L34 - 24B-D 91Z. ZFE 15 -670� 4� `'2 20 < e 242 c 113a 4 1159_ o-92 0 �r3tJ59 0 g12Je 267 Ll = 0 �39 dbb r2+s 4 d16b01 ba 4 dbb dbbr42 4 lr br27B B05�11+J o-1236 412- D 4B5B1-+ 7B— 124-4qR A 113127 2�7 8- " 58� 316 31 209--0 34 1025 192z 41 ^ 11051✓a 2 317 I21314 0 2 J jge_6798D 16 217 4—J5 4z3N70 —1 .rne 4 r249 4 b16 rl dbbr29e 4 r4 q 7yA q150 qp 265301 g A D 760 A q167�� 1047DIBS- _ 30� nJ�g�� - 92 e 419B-� 6 v 149E n . z5135it �L .. 7t Street 26th Street ••`• �.. Washington Street gq� Boulevard 37th Street Bantllnl 8 a �, .43st 38thst,.t Boulevartl •�., street', I ' Vernon Avenue "� Vernon Avenue � � a EN¢hen \ 46th Street eAv¢nue 4k .! 48th Street Q < 1en11I5 _ `@q FGA 49th Street � an evard y fmltl0nd a aw ¢ i wra r.._. _Avenue 591h Street S 51ausoa Avenue I ' I �3 � flandolph Street NTS 5031/10 KUNZMAN ASSOCIATES, INC. Intersection reference numbers are In upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT JFRVICE 1g Figure 11 Current General Plan Year 2035 Evening Peak Hour Intersection Turning Movement Volumes 178E o 395 e 2 .� p4-794 2050 2 R v^{ 24 d-•767 3 r+- "' 4-206. 4dbb,�72 4 dbb,-1 4 4b 174 4D2090 E37 M 0 25IWB o 229gg1 a 2171 e -Mp 666v1294 0 6 �^ 4-925 7 K R 4-167 � 5 R 4-562 �92B �.9 it 4-I� 4-419 4-152 10 8t Y9 12g 4 ddbss4 4 el4b4-10s 4 4dbbs92 4 d1bsJ7 4 d1b�J7o 4_I274dlb�+s D 533 �' 53J-0g�gg % A D N53' r.574-D� A � D 25J-s 855-033,Fi A J94��F A D 1AD - 45-r' 4 p A 97� 09� N 113�64 572 -D� R �' 499-D roy 12BI-9ITI�`�^^ a �, e 73� e B411141 -12210eIB2 e v 065 e 1%5 2373 4-JSB14 4_44�122�'154-12J5 16 N �ZO9 I7a 4 dlbrz32 4 dbbst 4 7J4bs43 dbb4416 4 dbb 6D 256 �" f A D 224- `� AD 157-5'��A 1591� D 659-s q ie 1527-r' � t rz 2I 6�, 867 --D� ®JB5� 602-a = J2526th ]ih Street Street StreetDVashinon37th StreetB4ndlnl 42st 3Bth Street Bou evardStreet Vernon AvenueVernon Avenue �tsehe 46th Street �� neAvenue4Bth Street J4 a leonls49th Street . @ Bou evartlnultlendAvenue55th Street 54th StreetL...aSleuson Avenue It Street TS5031/11 KUNZMAN ASSOCIATES, INC. Intersection reference numbers are In upper left corner of turning movement boxes. OVER 35 YEARS of EXIF11 PJ SSvnVv'e 199D i52D66s'��ADq��K'B9��J67--0g�,+„_+2g��•6p 6J„ - IBA 1J9� 9Z. e 174 ^B a 19N a1852 19 IV. Proposed General Plan Year 2035 Traffic Conditions In this section, Proposed General Plan Year 2035 traffic conditions are discussed. Figures 12 and 31 illustrate the Current General Plan Year 2035 traffic conditions. A. Method of Prolectlon Based upon the 2007 City of Vernon General Plan Update, an ambient annual growth rate of 0.5 percent is used in this analysis. This produces a growth factor of 1,12 for Year 2035 conditions. The potential development trip generation and trip distribution are then applied to analyze the Proposed General Plan. B. Potential Development 1. Potential Development Locations The City of Vernon has provided the potential locations for residential developments, industrial developments, and an emergency shelter within the residential and trucking overlay districts. Figure 12 provides the location of each potential development site. 2. Trip Generation The trips generated by the potential development is determined by multiplying an appropriate trip generation, rate by the quantity of land use. Trip generation rates are predicated on the assumption that energy costs, the availability of roadway capacity, the availability of vehicles to drive, and our life styles remain similar to what we know today. A major change in these variables may affect trip generation rates. Trip generation rates were determined for daily traffic and morning peak hour inbound and outbound traffic, and evening peak hour inbound and outbound traffic for the proposed land uses. By multiplying the trip generation rates by the land use quantities, the traffic volumes are determined. The difference in vehicle trips between the previously proposed land uses and the proposed land uses are used as the trip generation for each potential development site. Table 3 shows the trip generation based upon rates obtained from the Institute of Transportation Engineers, Trio Generation. 9th Edition, 2012. Trip Distribution To determine the trip distribution for the potential developments, peak hour traffic counts of the existing directional distribution of traffic for existing areas in the vicinity of the site, and other additional information on future development 20 and traffic impacts in the area were reviewed. The trip distributions for the potential developments are provided on Figures 13 to 25. 4. Trip Assignment Based on the identified trip generation and distributions, potential development average daily traffic volumes have been calculated and shown on Figure 26. Morning and evening peak hour intersection turning movement volumes expected from the. potential developments are shown on Figures 27 and 28, respectively. C. Proposed General Plan Year 2035 Average Daily Traffic Volumes Proposed General Plan Year 2035 average daily traffic volumes are depicted on Figure 29. D. Proposed General Plan Year 2035 Intersection Capacity Utilization and Level of Service The technique used to assess the capacity needs of an intersection is known as Intersection Capacity Utilization (see Appendix D). To calculate Intersection Capacity Utilization, the volume of traffic using the intersection is compared with the capacity of the intersection. The Proposed General Plan Year 2035 morning and evening peak hour turning movement volumes are provided in Figures 30 and 31, respectively. For the Proposed General Plan Year 2035 traffic conditions, the study area intersections are projected to operate at Level of Service E to F during the peak hours, without improvements (see Table 4). Proposed General Plan Year 2035 Intersection Capacity Utilization worksheets are provided in Appendix D. E. Significant Impact Based on the Los Angeles Department of Transportation Policies and Procedures, an impact is considered significant If the project -related increase in the volume -to -capacity ratio equals or exceeds the thresholds shown below: Significant Impact Threshold for Intersections Level of Service Volume/Capacity Incremental increase C 0.70-0.79 0.04 or more D 0.80-0.89 0.02 or more Table 5 depicts the Proposed General Plan Year 2035 traffic conditions at the study area intersections. The study area intersections are not significantly Impacted by the proposed housing and trucking overlay districts. 21 Table 3 Potential Proposed Development Trip Generation' Morning Evening Inbound Outbound Total Inbound Outbound Total Site Land Use Quantity Unit' Daily Trip Gt on Rates - Warehousing AC 7.22 2.81 10,03 3.04 5.65 8.69 57.23 Manufacturing AC 6.92 0.52 7.44 4.43 3.92 8.35 38.90 Emergency Shelter' Site 1.D0 1.00 2.00 1.00 1.00 2.00 10.00 Apartments DU 0.2 0.42 0.51 0.4 0.22 0.62 - 6.65 16". nerated Warehousing 2.7 AC - 19 8 27 8 15 23 155 Manufacturing 2.7 AC .19 -1 .20 -22 -11 -23 -105 1 Subtotal C 71 7 4 9 O so Emergency Shelter 1 Site 1 1 2 1 1 2 30 Manufacturing 2.1 AC -15 -1 -16 -9 -8 -17 -81 2 Subtotal -14 0 44 -8 -7 -15 -72 Warehousing 5.0 AC 36 14 50 15 28 43 286 Manufacturing 5 AC -35 -3 -38 -22 -20 -42 -194 3 Subtotal 1 11 12 -7 8 1 92 Warehousing 3.6 AC 26 10 36 11 20 31 206 Manufacturing 3.6 AC -25 -2 -27 -16 -14 -30 -140 4 Subtotal 1 81 9 -5 6 11 66 Warehousing 3.1 AC 22 9 31 9 38 27 177 Manufacturing 3.1 AC -21 -2 m23 .14 -12 -26 -120 5 Subtotal 1 1 1 7 8 -5 6 1 57 Warehousing 2.9 AC 21 8 29 9 16 25 266 Manufacturing 2.9 AC -20 -2 -22 -13 -11 .24 .113 6 Subtotal 1 6 7 4 5 1 53 Warehousing 10.5 AC 76 30 106. 32 '59 91 603 Manufacturing 10.5 AC -73 -5 .78 47 -01 -88 407 7 Subtotal 3 251 28 -15 18 31 194 Warehousing 2.0 AC 19 6 20 6 11 17 124 Manufacturing 2 AC -14 4 -15 -9 -8 -17 .78 8 Subtotal I 1 0 5 - 5 -3 3 0 36 Warehousing 2.7 AC 19 8 27 8 15 23 155 Manufacturing 2.7 AC -19 -1 -20 - -12 -11 -23 -105 9 Subtotal 0 7 7 4 4 0 50 Apartments 10 DU 1 4 5 4 2 6 67 Manufacturing 0.5 AC -3 0 �3 -2 -2 . -4 -19 10 Subtotal -2 41 21 2 0 21 40 Warehousing 8.6 AC 62 24 B6 26 49 75 492 Manufacturing 8.6 AC -60 4 -64 -38 -34 -72 -334 11 Subtotal 1 1 2 20 22 -12 35 3 158 Apartments 45 DU 5 18 23 18 10 28 299 Manufacturing 2.9 AC -20 -2 -22 -13 -12 -24 -113 12 Subtotal -15 16 1 - 5 -1 4 186 Warehousing 3.0 AC 22 8 30 9 17 26 172 Manufacturing 3.0 AC -21 -2 -23 -13 -12 -25 -116 13 Subtotal 11 61 7 -41 5 21 56 2 snorts: Institute 0 Tronspoitellun Engineers, Trio Generation. Rh ENflnn, 201; Land Use Categmles 140, 150, end 220. 2AC eAose; Site a she, DU a Owelllry Unit ' The emergenq shelter he projected to generate Role to knew nears. Ah nsumnlon W ]Inbound end 1 outhound "hide his been msde for the morning and even tonal o410 vable etrips perdry. 22 Table 4 Proposed General Plan Year 2035 Intersection Capacity Utilization and Level of Service Intersection A roach Lanes' Peak Hour Northbound Southbound Eastbound Westbound Traffic ICU,LOS2 Intersection Control e. L T R L T R L T R L T R Morning Evening Alameda Street (NS) at: Vernon Avenue - West(EW) - On TS 1 1.5 0.5 1 1.5 0.5 0.5 1 0.5 0.5 1 0.5 1.617-F 1.671-F Vernon Avenue - East(EW) - gib TS 0 1 0 0 1 0 0.5 1 0.5 0.5 1.5 1 1.217-F 1.317-F 55th Street - West (EW) - 112a TS 1 1.5 0.5 1 1.5 0.5 0.5 0.5 d 0; 1 0 1.482-F 1.6924 55th Street - East EW -g2b TS 0 1 0 0 1 0 0 1 0 0.5 0.5 d 0.811-D 1.153-F Santa Fe Avenue (NS) at: 25t661th Street (EW) - 43 TS 1 2 1» 1 2 1» 1 1 d 1 0.5 0.5 0.988-E 1.125-F 38th Street (EW) - 04 TS 1 1.5 0.5 1 1.5 0.5 0.5 0.5 d 0 0 0 1.055-F 1.119-F Vernon Avenue (EW) - #5 TS - 1 1.5 0.5 1 1.5 0.5 0. 1 0 0.5 1 0.5 1.076-F 1.0184 Vernon Avenu Paclllc Boulevard EW -#6 TS 1 1.5 0.5 1 1.5 0.5 1 2.5 0.5 1 2 2 1.017-F 1.062-F Soto Street (NS) at: 26th Street (EW) - 07 TS 1 2 1» 1 2 1 1 0.5 0.5 1 0.5 0.5 1.1274 1.3144 Bandlnl Boulevard (EW)-#8 TS 1 1.5 0.5 1 1.5 0.5 1 2.5 0.5 1 2.5 0.5 1.060-F 1.1114 Vernon Avenue (EW) - #9 TS 1 1.5 0.5 1 1.5 0.5. 0.5 1 0.5 0.5 1 0.5 0.953-E 1.050-F Leonis Boulevard (EW) - #10 TS 1 1.5 0.5 1 1.5 0.5 1 1.5 0.5 1 1.5 0.5 0.969-E 0.899-D Fruitland Avenue EW -#11 TS -1 1.5 0.5 1 1.5 0.5 1 0.5 0.5 1 0.5 0.5 0.891-D 0.973-E Boyle Avenue (NS) at: Slauson Avenue EW -N12 TS 1 1.5 0.5 1 1.5 0.5 1 1.5 0.5 1 1.5 0.5 1.199-F I 1.334-F Downey Road (NS) at: _ Washington Boulevard (EW) - #13 TS 1 2 1 1 2 1 1 2 1> 1 2 d 0.963-E 1.019-F - Bandlnl Boulevard (EW) - #14 TS 1 2 1 1 2 1 1 2 1 2 1.5 0.5 1.002-F 1.0484 Slauson Avenue EW -N15 TS 1 1 1 1 0.5 0.5 1 1.5 0.5 0.5 1 0.5 1.081-F 1.073-F Atlantic Boulevard (NS) at: Bandlnl Boulevard (EW) - 036 TS 1 4 1 1 3.5 1.5>> 1.5 2 Of 1 1 2» 1.725-F 1.598-F District Boulevard (EW) .017 TS 1 2.5 0.5 1 3 1» 2 1 1 0.5 15 1» 0.952-E 1.080-F ' When a right tum Lana Is des4asted, the Lane am either be striped or unstriped. To function as a right turn Lane there must be suglclent width for right turning vehicles to travel outside the through le nos. L= Left; T=Through; R = Right: d= Deheto Turn Lane,> = Right Tum Ovedep;>> a Free Right Turn ' ICU.LOS -I nt.rmetan bpdty i tRiratlomlevel of Serelce ' TS. TraMc Signal 23 Table 5 ProJeCt TFaffIC Contribution vear2035 Proposed General Plan Without Mlllgation With Mitigation Current General Plan Volume to Level of Volume to Level of Project Significant Volume to Level of Pro)ect Significant Peak Intersection Hour Ce clty Service Upacltv Service Impact Impact) Criacity Service Impact Impact Alameda Street (NS) at: Vernon Avenue - West JEW)-p1a Morning 1.617 F 1.617 F 0.000 No Evening 1.671 F 1.671 F 0.000 No Vernon Avenue - East JEW) - fill, Morning 1.217 F 1.217 F O.GDO No Evening 1.317 F 1.317 F 0.000 No 55th Street - West JEW). 02a Morning 2.482 F 1.482 F 0.000 No Evening 1.692 F 1.692 F O.ODD No 55th Street - East JEW)-g21, ,. Morning 0.811 D 0.813 D O.DDO No Evenin 1.153 D 1.253 D 0.000 No Santa Fe Avenue INS) at; 25th/26th Street (EWj-83 Morning 0.986 E 0.988 E 0.002 No Evening 1.124 F 1.225 F 0.001 No 33th Street JEW)-94 Morning 1.059 F 1.055 F -0.OD4 No Evening 1.121 F 1.119 F -0.002 No Vernon Avenue JEW)-05 Morning 1.077 F 1.076 F .0.001 No Evening 1.022 F 1.018 F -0.004 No Vernon Avenue/Pacific Boulevard JEW)-INS Morning 1.017 F 1.017 F 0.000 No Evenin 1.061 F 1 1.0621 F 0.0101 Na Soto Street (INS) at: 260, Street JEW)-87 Morning 1.118 F 1.127 F 0.009 No Evening 1.311 F 2.134 F -0.177 No Bandlnl Boulevard JEW)-48 Morning 1.053 F 1.060 F 0.007 No Evening 1.121 F 1.111 F 0.000 No Vernon Avenue JEW)-49 Morning 0.953 E 0.953 F 0.0D0 No Evening 1.050 F 1.050 F 0.000 No La ird, Boulevard JEW)-BID Morning 0.969 E 0.969 E 0.000 No Evening 0.899 D 0.819 D 0.000 No Fruitland Avenue JEW)-g11 Morning 0.891 D 0.812 D 0.000 No Evermant 0.973 E 0.973 E 0.000 No Boyle Avenue (NSj at; Stepson Avenue JEW)-012 Morning 1.199 F 1.199 F 0.000 No Evenin 1.335 F 2.334 F -OAD1 No Downey Road INS) at: Washington Boulevard JEW)-813 Morning 0.960 E 0.963 E 0.003 No Evening 1.019 F 1.019 F 0.000 No Bandlnl Boulevard JEW)-814 Morning 0.998 E 2.002 F 0.G04 No Evening 2.043 F ' 1.048 F 0.005 No Slauson Avenue JEW)-915 Morning - 1.079 F 1.081 F 0.002 No Evenino 1.075 F 1.073 F -0.002 No Atlantic Boulevard INS) at; Bandlnl Boulevard JEW)-016 Morning 1.717 F 2.725 F 0.008 No Evening- 1.594 F 1.598 F 0.004 No District Boulevard JEW).417 Morning 0.949 E 0.952 E 0.003 No Evening 1.081 F 2.000 F -0.001 No r 0.sed on the imaeelas n... proem ,rrasee.m..n Polid-1 and pmcedn hm.o Is nmld... dri,rin.ht lllhe project misted Increase In the volume to opacity m oequals or emntlr the thm.hold, A., below: pionllm ad"maholdforintenerl[gns hue[ofservin volume/Gp cift Innemenlel[.,mass E6 0.70.0.79 us[ts.r mterlhm0.040ormme D aic-0.69 equal to or nslerthan 0.020 or mom equtl la manelerlheno.OfO.rmerc 0.9V-mae 24 Ay � a N 0 n a �`ead In y E n 0 O � m c C � 4Jea loon 8 S o n a14U °8 J eaa 3 0° y anuany aVaaJ;.i P/py1 euo"D c D O v w anuany ro eISIA ewol U m° Q anuany J 0 JeA C a uaA? 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E 3 W Ae m � 7 peoy Aaumop Z ,ng1ew 0=p LL o v° 01 c ^ d anuany eooly C Q anuany o 0 ould en a anuany c v E w gal Oeo Q > d H n c j N W y o L '2> 2 a N L _ m D m a V N v" laal75 oloS a anuany a d v alllnaS $ plenalnog 0 � L ol)IOed � N L a 2 IL N N anuany w � j elueS Q h L L v L a h L 0 L L N Ln x 4 W ry N T T V V VI z 0 > Q - mom laalls epatueltl 5 N r w m e N �Z 7 O ro m .0„ P J/�GP d70 0 N �a d ee F� m 0 .y c o � c m I i a a aye/d aa/�p o " z _ c O L c .3 E L 4�ea8 /oUnS C > > Ln a lUU0 Z° a C 0 �J J CAc z M O y�g p Vp'aa�aS anuany euoJo, m p w anuany c o' No w eMA ewol o a a anuany w 7 a� Up 2 aA poomAeyy N m 3 z O peoy aumop AeM 7 to 9 Q '" o ln91elN t y LL o m z b v o anuany eoeiy - m` o . E anuany cw z >Z auld e�Ial ¢ anuany o 0 -p al og CU 0 CAM ix 0o w O« L Za Z^5 �' f'm i L NN •-� .� Sa O v 0 O v �n i C 1aai oao5 R c v i N a- z z anuany C z w a111ABS d a pJenalnog - N z r DIJ13ed2 rvz LN z LZ)anuaAV 2 zl) ma 45 Fz j eaue5 4 N O w VI O VI{.. Q O NL YW m W o v p 4 o; Z z c ' 1aaAS epawely Z m e ` O m Figure 27 Potential Development Morning Peak Hour Intersection Turning Movement Volumes Tv pe Te 0e 1 �p 2 ap T 2p e y zU o 6a-o-D lbs-p 4s-D 409 1 10 6 Egg q �° N o� o� o� � 0-I � 0 Ie 6 4_0 e 7 43 ^ 8 Lq 4.p a �y n Q'p o e.p 9 10 II IT dbb�o 4 ddb�o 4 ddbsi 4 dlb�0 a—p 4 dbbs-D ao 4 dlbso 40 4 dlb • 4-4 0 4 0--D ° D� 1 J � o 0 0 Ie y, 90 po _60 IJ �1 h 14 �p 16 4_p o 16 ap + 17 •„ 4_14 4 J a J coo 4 drib 1 4 dlbrp 4 a�db dlbsi dbb4-2 q --0oec T4�e o 4 sl 4 T� 0� I p St J�l_r1r .. 7th Street 16th Street ' • `• • I28th street _ � _ Washington Boulevay E 87th Street - Bentllnl a 415t 38th Street Boulevard •�.•` Street � •�, Vernon Avenue iNN�' •\ Vernon Avenue 461h street Exvhen -Avenue �4i y�'� � p 48th Street a leonls otFV• J P Jv� 491h Street Bou everd a c Era c @" a Y Avenue Avenue k4 a aro. sslh Street - 54th Street S Simon Avenue I f � Randolph Street NITS 5031/27 KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 40 Figure 28 Potential Development Evening Peak Hour Intersection Turning Movement Volumes Ie 0v ,v pe a a �0 ao o-o ao db�.>-o 4 ddbso 9 dbb.�o 4 ddb.�p 9 Yea-1 aD ao dlbz-�-7 9 dbb.:-o 4 aldb•�s 4 D Je -90 -20 1v -te 0e Oo 7 4_p ^' 3 �a �p a 41 �0 0 �p 9 ID 11 17 ddb�o 4 dlbso 4 dlbs° 4 el bso 4 dlbso 4 dbbso a ddbo-0 4 4 P D-8 4I Y I° P 3- 41 Y� P 0'3 4i Y Ih P -1'9 4 Y r ^ D-4 4 p D 0� 4i y I` P "I" o� 0z U- S i 0- 0� 0 0-4 Dz a e _ o� e ee n -hv Oe 7v 4 Qp15 �p o I7 4-110 ' 4-04--0 a0 4 a�Jbso 4 ailpso E)6�2 P -U-�-0 YI 4 -2'--0OZ. 0� a 0_2 7th Street I6th Street ••`„�.. $ M •• 1 N Wash"""" buleva Street a 37th Street Bantlinl a �, 41s1 3ath Slreel 8¢u evartl �. Sheet Vernon Avenue • e \ Vernon Avenue Y i< 46th Street Euhen eAvenue °% `& ••\ 48th Street Li< ea t �. Ee¢nis evar 49th StreetBou e4' Yes do nultland a mY ¢ eS nra 5 �..�. � Avenue 59th Slleet ' c I SSth Streee Y '� i A 9a `~Oo Slauson Avenue ' f 3 Aantl4lPh Slrpel NTS KUNZMAN ASSOCIATES, INC. Intersection reference numbers 5031/28 are in upper left corner of turning movement boxes. OVER 35 YEARS or Exm 1 r, SFS V,, e n� o� D-3 � Y I° P of 0—Pe ie 0--0eeo 1-0i<.. 0—Do� , 0—D eTT -7� 41 101 J✓G��b�om m _ m n n' 0 '^ N C; 11 w 0 N T � a `v a h N/y v d E 4oea /opn S > J �oJ ry V_ p4004/S - anuany Up, PQ eupjo' A v w anuany o md T NM ewoI O ¢' anuany c ` a ftaA a uaA? n N Q ; poomAeyi, m Ql Ln 3 d ry m iu 0 ^ fiery,e e w M peoy umod O N cq o n W .mac OO N N N N l.L N OCL ro anuany eo3ly m N w n K anuany auld Wia1 a anuany ° r (0 c a aIog NC _- > Oi N J rlm Iwo ri x eid J �•2 > o a at.+ in C � N O m N LL piNv 6 � V � W ry J laa]]5 0105 ao d o w v v ry � r� anuany > u1 - 0111na5 ao N o pRnaInog N �v ogloed U m �' m N V) m ^' T T T anuany W > 0;14 e ues Q N o « M ++ O y y W O Fz i d i '+ N v"'i n vi vi in a � in in GO N t t L � Q u ]aaAS epaweIV m V N ry o a Figure 30 Proposed General Plan Year 2035 Morning Peak Hour Intersection Turning Movement Volumes 1694 v [27 1230 a BJ [34 161 =358 �1182 297 A 2419 4-15J 4+. e 5 �m 206 F4"DI 4--IJ2s - �- 6-25s F`�� d-299 4-235� a a� b b o-sdbbs127 4slJdlbsl6 a dlbsJ 4s211 d�b vr214 41149 a 1923 a 1717 a IW2 1158 a 1098 0 3W6 94=e a s72 11) �7 R � �' 3 6� � 9229��A +-250 u dl b s736 d b s350 d d b 4-12&4411 b 4 J9 4 d d b s+9 a d l b r248 4 d b b s279 a D 212-�' % q D 62� q ID D 152-" q D 793 q D 113-6' dl q 1D D 1273 q q IDD10 350--0 q g5 w 13B-D >a w 452-+ - 124 -D a n g y 316-4 m � e 2W'-0 '.i � R � 102"93 �134 �. 64� -- 88- 58� - 31� - Jd�'- - 192� �ee155 e 1 1340 a 154 - 401 a 2027 553 v13 4_131 14 4210 IS 4_678 I6 , —255 ^ 17 n -154 4-794 4-1106 Y�' R � F 4-1690 ' 4-353 =1 a 4-373 lbsn9 4 dbbs249 4 alb-1 4 dbb�299 4 dbbs597—r' 4I q 1D D 79s dl q D 150� dl q D 271— 41 q D 764—"266 4P4�=70 �7F� 717�g4Bz`E. o]th Street 16th5treet1oh'"Sto. aouleveryt �'37ih Street. BentlinlBoulevard41st 38th StreetStreet Vernon Avenue e 'Vernon Avenue461h Street Exahan egyenue48th St. r leonis49th5treee4ulevartle54th Street SSth Street c0 SimonAvenue6andolph Street NTS 5031/30 KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in upper left corner of turning movement boxes. m1nB�q297954Y�q5J9-Dx�JB3�s��15707 40� J6� 4� tJ e 4J2 a 11J e 2 a 24 5 .OVER dS YEARS OF EXCELLENT SERVICE 43 Figure 31 Proposed General Plan Year 2035 Evening. Peak Hour Intersection Turning Movement Volumes v 17S9 1916 a 395 a 16J4 a 29BB 3J $up s 1 B �67 a 2 g b 4-1573 - ti� $21B 2 _ 4-794 - ,� 4=12 3 Y g 4_191 p2 4 r_ �0 4 767 __ 4-205 v E N e 5 4-174 4 IO d b si0 4 d 1 a-1 4 d1br72 4 414 bs1 4 411-s172 4 d1b s0 4 p 1 b a-248 4 952-D � B D ^ 45- 1135--0 q � D 152 -s' 367--0 q � D P 66'3' 429--0 4l I a D 377 -" J65 -D ?� q D 30- 41 q D 28 +� q iD ^ 139�. � 37� ,g A 6J� g 7C ,+„ = 10�119�'_ 6 _ 6 = C 36B--0 .«. .r o g v 812 n 1916 9� e l e 1 46 n 455 n- BJ 180 8 ]�162 a D 253� d y D 148-s' 575--0g+Kg dl p I0 D 253f 855-D D 157 -9 JW --0�F, d yD 125� 572 --0r� q D w 212� 499�+ p D /5-" 1279--097�, dl p 10 6911J� 6/�. 7J�326141 1964 a 23144464=122 15 - 4-/23 Q22B 16 R 4-1235 N 2711 17G Y3 413J4-357 _ - 4-225 - 4-734a 4 ddbs232 4 dbbal 4 dlbs417 a d1bs6 4 D 227- p D 165-" p10 D 674-5' 4I qiDD 1525857-4 s' q 1305�92"�Y3 1561F76 614'�� T 5325-g u.1631 4 n 11 88 7th Street 26th Streett WazhlnStreet37th5tre4 Oantlinl41at 38th5tret BoulevantStreet Vernon AvenueVernon Avenue46th Street Eathan461h Streetteens49th ruitland a ¢ 9ue04thStreetSSthStreet a 9L9SlauaonAvh Street NTS 03'13KUNZMAN AssocIATES, INC. Intersection reference numbers are in upper left corner of turning movement boxes. 2/97 0 2292 a7��6B�R®F1461USS� =IIg�4-25212�1276 .�544 dlbs3J 4 dbbs92 dlbsJro 4 •dlb4-37 4 44 V. Conclusions The purpose of this report is to provide an assessment of the traffic impacts resulting from proposed residential and trucking overlay districts in the City of Vernon, and to identify the traffic mitigation measures necessary to maintain the established Level of Service standard for the elements of the impacted roadway system. The study area Intersections were determined by selecting the intersections that were projected to operate at unacceptable Levels of Service in the 2007 Circulation Plan Update for the City of Vernon. Alameda Street (NS) at: . Vernon Avenue (EW) -#1 55th Street (EW) - #2 Santa Fe Avenue (NS) at: 25th/26th Street (EW) - #3 38th Street (EW) - #4 Vernon Avenue (EW) - #5 Vernon Avenue/Pacific Boulevard (EW) - #6 Soto Street (NS) at: 26th Street (EW) - #7 Bandini Boulevard (EW) - #8 Vernon Avenue (EW) - #9 Leonis Boulevard (EW) -#10 Fruitland Avenue (EW) -#11 Boyle Avenue (NS) at: Slauson Avenue (EW) - #12 Downey Road (NS) at: Washington Boulevard (EW) - #13 Bandini Boulevard (EW) -#14 Slauson Avenue (EW) - #15 Atlantic Boulevard (NS) at: Bandini Boulevard (EW) - #16 District Boulevard (EW)-#17. Existing Level of Service: For Existing traffic conditions, the study area intersections currently operate within acceptable Levels of Service during the peak hours, except for the following study area intersections that operate at Levels of Service E to F during the peak hours (see, Table 1): 45 Alameda Street (NS) at: Vernon Avenue (EW) - #1 55th Street (EW) - 412 Santa Fe Avenue (NS) at: 25th/26th Street (EW) - #3 38t h Street (EW) - #4 Vernon Avenue (EW) - #5 Vernon Avenue/Pacific Boulevard (EW) - #6 Soto Street (NS) at: 26th Street (EW) - #7 Bandini Boulevard (EW) - #8 Vernon Avenue (EW) - #9 Boyle Avenue (NS) at: Slauson Avenue (EW) - #12 Downey Road (NS) at: Washington Boulevard (EW) - 413 Bandini Boulevard (EW) - #14 Slauson Avenue (EW) - #15 Atlantic Boulevard (NS) at: Bandini Boulevard (EW) - #16 District Boulevard (EW)-#17 Current General Plan Year 2035 Level of Service: For the Current General Plan Year 2035 traffic conditions, the study area intersections are projected to operate at Level of Service E to F during the peak hours, without improvements (see Table 2). All potential developments within the proposed housing and trucking overlay districts have been individually accounted for by an appropriate trip generation and trip distribution. Proposed General Plan Year 2035 Level of Service: For the Proposed General Plan Year 2035 traffic conditions, the study area intersections are projected to operate at Level of Service E to F during the peak hours, without improvements (see Table 4). Table 5 depicts the Proposed General Plan Year 2035 traffic conditions at the study area Intersections. The study area intersections are not significantly impacted by the proposed housing and trucking overlay districts. The 1-710 widening project is projected to add an additional two northbound and two souhbound travel lanes. These travel lanes proposed to be dedicated to trucks. The additional lane modifications are not projected to alter the traffic patterns within the City of Vernon. There Is also a potential for additional interchanges and modification the existing interchanges along the 1- 710 Freeway. These potential improvements will potentially significantly improve the function of Atlantic Boulevard/Bandini Boulevard. 46 The Orange Rail Line might align through the City of Vernon and provide access to the City of Vernon. At this point there is no preferred alignment and no proposed stations. Traffic patterns within the City of Vernon are not anticipated to significantly change if and when this Orange Rail Line is completed. It should be noted that the City of Vernon is virtually built out and that physical lane addition as a means of traffic mitigation provides limited opportunities. It is recommended that the City of Vernon implement an Intelligent Transportation System, The City of Los Angeles has implemented a number of Los Angeles County Automated Traffic Surveillance and Control systems and these systems provide an approximate 10 percent increase in capacity. 47 Appendices Appendix A — Glossary of Transportation Terms Appendix B —Traffic Count Worksheets Appendix C — Truck Percentage Calculations Appendix D — Explanation and Calculation of Intersection Capacity Utilization APPENDIX A Glossary of Transportation Terms GLOSSARY OF TRANSPORTATION TERMS COMMON ABBREVIATIONS AC: Acres ADT: Average Daily Traffic Caltrans: California Department of Transportation DU: Dwelling Unit ICU: Intersection Capacity Utilization LOS: Level of Service TSF: Thousand Square Feet V/C: Volume/Capacity VMT: Vehicle Miles Traveled TERMS AVERAGE DAILY TRAFFIC: The total volume during a year divided by the number of days in a year. Usually only weekdays are included. BANDWIDTH: The number of seconds of green time available for through traffic in a signal progression. BOTTLENECK: A constriction along a travelway that limits the amount of traffic that can proceed downstream from its location. CAPACITY: The maximum number of vehicles that can be reasonably expected to pass over a given section of a lane or a roadway in a given time period. CHANNELIZATION: The separation or regulation of conflicting traffic movements into definite paths of travel by the use of pavement markings, raised islands, or other suitable means to facilitate the safe and orderly movements of both vehicles and pedestrians. CLEARANCE INTERVAL: Nearly same as yellow time. If there is an all red interval after the end of a yellow, then that is also added into the clearance interval. CORDON: An imaginary line around an area across which vehicles, persons, or other items are counted (in and out). CYCLE LENGTH: The time period in seconds required for one complete signal cycle. CUL-DE-SAC STREET: A local street open at one end only, and with special provisions for turning around. tr DAILY CAPACITY: The daily volume of traffic that will result in a volume during the peak hour equal to the capacity of the roadway. DELAY: The time consumed while traffic is impeded in its movement by some element over which it has no control, usually expressed in seconds per vehicle. DEMAND RESPONSIVE SIGNAL: Same as traffic -actuated signal. DENSITY: The number of vehicles occupying in a unit length of the through traffic lanes of a roadway at any given instant. Usually expressed in vehicles per mile. DETECTOR: A device that responds to a physical stimulus and transmits a resulting impulse to the signal controller. DESIGN SPEED: A speed selected for purposes of design. Features of a highway, such as curvature, superelevation, and sight distance (upon which the safe operation of vehicles is dependent) are correlated to design speed. DIRECTIONAL SPLIT: The percent of traffic in the peak direction at any point in time. DIVERSION: The rerouting of peak hour traffic to avoid congestion. FORCED FLOW: Opposite of free flow. FREE FLOW: Volumes are well below capacity. Vehicles can maneuver freely and travel is unimpeded by other traffic. , GAP: Time or distance between successive vehicles in a traffic stream, rear bumper to front bumper. HEADWAY: Time or distance spacing between successive vehicles in a traffic stream, front bumper to front bumper. INTERCONNECTED SIGNAL SYSTEM: A number of intersections that are connected to achieve signal progression. LEVEL OF SERVICE: A qualitative measure of a number of factors, which include speed and travel time, traffic interruptions, freedom to maneuver, safety, driving comfort and convenience, and operating costs. LOOP DETECTOR: A vehicle detector consisting of a loop of wire embedded in the roadway, energized :by alternating current and producing an output circuit closure when passed over by a vehicle. MINIMUM ACCEPTABLE GAP: Smallest time headway between successive vehicles in a traffic stream into which another vehicle is willing and able to cross or merge. MULTI -MODAL: More than one mode; such as automobile, bus transit, rail rapid transit, and bicycle transportation modes. OFFSET: The time interval in seconds between the beginning of green at one intersection and the beginning of green at an adjacent intersection. PLATOON: A closely grouped component of traffic that is composed of several vehicles moving, or standing ready to move, with clear spaces ahead and behind. ORIGIN -DESTINATION SURVEY: A survey to determine the point of origin and the point of destination for a given vehicle trip. PASSENGER CAR EQUIVALENTS: One car is one Passenger Car Equivalent. A truck is equal to 2 or 3 Passenger Car Equivalents in that a truck requires longer to start, goes slower, and accelerates slower. Loaded trucks have a higher Passenger Car Equivalent than empty trucks. PEAK HOUR: The 60 consecutive minutes with the highest number of vehicles. PRETIMED SIGNAL: A type of traffic signal that directs traffic to stop and go on a predetermined time schedule without regard to traffic conditions. Also, fixed time signal. PROGRESSION: A term used to describe the progressive movement of traffic through several signalized intersections. SCREEN -LINE: An imaginary line or physical feature across which all trips are counted, normally to verify thevalidity of mathematical traffic models. SIGNAL CYCLE: The time period in seconds required for one complete sequence of signal indications. SIGNAL PHASE: The part of the signal cycle allocated to one or more traffic movements. STARTING DELAY: The delay experienced in initiating the movement of queued traffic from a stop to an average running speed through a signalized intersection. TRAFFIC -ACTUATED SIGNAL: A type of traffic signal that directs traffic to stop and go in accordance with the demands of traffic, as registered by the actuation of detectors. TRIP: The movement of a person or vehicle from one location (origin) to another (destination). For example, from home to store to home is two trips, not one. TRIP -END: One end of a trip at either the origin or destination; i.e. each trip has two trip -ends. A trip -end occurs when a person, object, or message is transferred to or from a vehicle. TRIP GENERATION RATE: The quality of trips produced and/or attracted by a specific land use stated in terms of units such as per dwelling, per acre, and per 1,000 square feet of floor space. TRUCK: A vehicle having dual tires on one or more axles, or haying more than two axles. UNBALANCED FLOW: Heavier traffic flow in one direction than the other. On a daily basis, most facilities have balanced flow. During the peak hours, flow is seldom balanced in an urban area. VEHICLE MILES OF TRAVEL: A measure of the amount of usage of a section of highway, obtained by multiplying the average daily traffic by length of facility in miles. APPENDIX B Traffic Count Worksheets Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA12 5403_001 Day: TUESDAY City: City of Vernon - Date: 10/16/2012 Ni- NT NR SL ST SR EL ET ER WL Wf WR TOTAL - LANES; 1 2 0 1 2 0 0 2 0 0 2 1 7:00 AM 9 151 2 12 117 5 30 76 3 6 85 30 506. 7:15 AM 2 155 10 12 124 7 12 82 1 10 81 26 522 7:30 AM 5 172 8 12 130 4 19 89 5 9 93 39 585 7:45 AM 4 149 9 16 152 4 15 63 3 . 17 77 49 578 6:00 AM 7 156 7 12 130 11 15 Be 6 15 76 31 554 8:15 AM 7 163 1 9 113 6 24 77 11 10 68 30 519 8:30 AM 9 169 3 17 100 8 10 58 6 10 65 20 475 8:45 AM 10 164 2 30 118 7 - 14 87 12 8 60 16 506 en WL WI W-TA TOTAL VOLUMES : 1279 42 11'90 47 BS 605 24R 3.06% %1u 79 APPROACH Wa : 3.86% 93.09% 8........T7 CONTROL : Signalized - Intersection Turning Movement Prepared by: . National Data & Surveying Services Project ID: CA12 5403 001 _ Day: TUESDAY City: Clty of Vernon Date: 10/16/2012 NL NT NR SL ST SR EL ET ER - WL WT WR TOTAL LANES: 1 2 0 1 2 0 0 2 0 0 2 1 4:00 PM 7 129 9 16 92 4 - 33 56 15 16 63 43 483 4:15 PM 7 . 145 6 16 112 5 48 76 16 20 97 26 571 4:30 PM 12 126 9 13 123 6 43 91 2 15 86 27 553 4:45 PM 3 134 7 18 136 6 17 75 16 8 99 32 553 5:00 PM 4 116 6 11 109 7 19 79 ]5 17 104 42 529 5:15 PM 5 126 3 13 138 17 11 88 5 16 104 21 517 5:30 PM 4 150 14 24 148 16 20 87 14 21 97 21 616 5:45 PM 8 137 5 8 148 13 10 87 10, 15 68 23 532 nn ar ni sn tL EI ER WL WT WR TOTA TOTAL VOLUMES : 50 3063 59 119 1008 79 201 639 93 128 718 235 4387 APPROACH Ws : 4.27% 90.70% 5.03% 9.91% 83.93% 6.16% 21.54% 68.49% 9.97% 11.84% 66.42% 21.74% CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services PrOJeot ID: CA12 5403 001 Day: TUESDAY City: City of Vernon Date: 10/16/2012 NS/EW Streets: NL NT NR SL ST SR EL ET ER WL. Wi WR TOTAL LANES: 1 2 0 1 2 0 0 2 0. 0 2 1 7:00 AM 5 24 5 10 13 0 5 16 0 14 92 7:15 AM 7 22 B 9 24 2 10 32 1 - 8 123 7:30 AM 4 26 11 7 14 1 7 6 5 12 . 93 7:45 AM 5 38 5 8 22 0 9 10 0 9 106 8:00 AM 3- 26 30 5 19 3 5 13 0 2 86 8:15 AM 0 2B 5 7 18 2 4 14 2 - 16 96 6:30 AM 1 23 11 10 17 2 1 6 1 11 83 8:45 AM 3 15 5 12 14 1 3 11 0 7 -71 TOTAL APPROACH % s • I 9.66% 69.66% 20.69%I 30.91% 69 09% 5100%I 28.95% 0,00% 7105%I 10 23% 0.00% 89'77%I 750 CONTROL : Slgnalbed NL NT NR SL ST SR EL ET ER WL WT WR TOTAL - LANES: 1 2 0 1 2 0 0 2 0 0 2 1 4:00 PM 3 35 10 - 10 17 2 3 5 0 30 95 . 4:15 PM 1 32 9 8 24 1 5 6 - 0 3 89 4:30 PM 0 33 8 11 20 - 0 3 1 0 6 82 4:45 PM 1 28 4 3 17 1 3 1 0 4 62 5:00 PM 0 32 6 6 20 2 4 5 0 5 80 5:15 PM 4 28 2 9 19 1 6 3 0 2 74 5:30 PM 1 37 5 10 25 2 4 1 0 8 93. 5:45 PM 5 19 2. - 8 19 - 1 2 3 1 7 67 NL NT NR SL ST. SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 15 244 46 65 161 30 30 U 25 1 0 45 642 APPROACH %'s : 4.92% 80.00% 15.08% 27.54% 68.22% 9.24% 54.55% 0.00% 45.95% 2.17% 0.00% 97.83% CONTROL : Signalized _N Q n oo rn t M Y L F v punoglsaM co Lo a Lo_o > > *+ t 0 m $ N ea y N 0 t i vO O Z V Y 00 J N C o v 'Lu o N ,a > > to m O O L t G N r f O tn Z Y N L Ln m M J Ln Lo Ln Ln O r to Y 7 t O OD C , K F J punoq;saM Ln w C C 's to 7 7 = to0 0 e O F 0O O F vi Z Y 'a. J Eastbound 00 N e-I N rl J � C t m in � L CO O f O O Z F Y t n Ln J m Eastbound o 2oom Eastbound > > v V 7 Y 00 m d J O K N Ll J `O K W f0 C to H LY O j N i V a O M ChiW e-I tD W N LO K GO l.7 Intersection Turning Movement Prepared by: National Data & Surveying Services ProjectID: 612 5403 002 Day: TUESDAY City; City of Vernon Date: 10/16/2012 NSIEW Streets: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: - 1 2 0 1 2 0 0 1 0 0 1 0 7:00 AM 4 141 4 12 75 13 10 46 4 3 16 6 331 7:15 AM 4 165 8 14 81 15 17 77 0 - 5 22 9 417 7:30 AM 4 198 8 6 83 13 16 54 2 0 31 8 423 7:45 AM 4 176 4 11 83 18 15 57 3 1 31 7 410 8:00 AM 5 173 4 12 75 10 13 46 4 1 25 11 379 8:15 AM 5 155 2 12 91 8 16 25 1 0 15 3 333 8:30 AM 5 160 5 3 76 4 16 32 3 0 16 9 329 8:45 AM 5 147 3 10 96 9 16 25 10 1 15 12 349 NL NT NR SL ST SR EL ET ER WL Wi WR TOTAL TOTAL VOLUMES : 36 1315 38 BO 660 90 119 362 27 11 171 b5- 2974 APPROACH Ws : 2.59% 94.67% 2.74% 9.64% 79.52% 10.84% 23.43% 71.26% 5.31% 4.45% 69.23% 26.32% CONTROL : Signalized NL NT NR SL ST SR EL ET ER WI. WT WR TOTAL LANES: 1 2 0 1 2 0 0 1 0 0 1 0 . 4:00 PM 5 116 4 9 112 24 IS - 26 B 8 90 29 446 4:15 PM 5 122 1 9 118 21 12 34 6 7 62 11 408 4:30 PM 4 130 1 9 144 17 6 32 5 4 72 13 439 4:45 PM 3 118 1 4 125 14 12 33 4 2 50 IS 381 5:00 PM 3 105 1 14 146 13 11 31 8 9 69 27 437 5:15 PM 6 - 130 - 3 16 132 12 13 26 4 4 56 23 425 5:30 PM 3 120 1 10 147 15 15 37 3 9 69 16 445 5:45 PM 3 116 4 11 142 23 16 27 4 5 65 12 428 NL NT NR SL - ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 32 957 16 82 1066 139 102 246 42 48 533 -146 3409 APPROACH Ws : 3.18% 95.22% 1.59% 6.37% 82.83% 10.80% 26.15% 63.08% 10.77% 6.60% 73.31% 20.OB% CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA12 5403_002 - Day; TUESDAY City; City of Vernon Date: 10/16/2012 NS/EW Streets: NL NT NR SL ST SR EL ET ER. WL WT WR TOTAL. LANES: 1 2 0 1 2 0 0 1 0 0 1 0 7:00 AM 2 4 1 0 1 9 31 2 0 1 51 7:15 AM 2 7 4 1 0 4 39 3 0 0 60 7:30 AM 0 10 0 0 2 3 27 2 1 0 45 7:15 AM 0 4 1 1 3 2 39 3 0 3 56 8:00 AM 0 9 4 2 3 7 24 6 0 0 55 8:15 AM 0 8 0 1 2 4 9 5 0 5 34 8:30 AM 1 9 2 0 1 4 18 1 1 3 40 8AS AM 3 3 2 0 1 5 12 2 0 1 29 nL Ni NR SL ST SR EL ET - ER I WL WT WR I TOTI TOTAL VOLUMES t 6 54 14 S 13 38 199 0 24 2 0 13 370 APPROACH 46'a : 10.53% 71.05% 18.42% 8.93% 23.21% 67.86% 89.24% 0.00% 10.76% 13.33% 0.00% 86.67% CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project TD: CA12 5403_002 Day: TUESDAY City: City of Vernon - Date: 10/16/2012 NL NT NR SL ST SR EL ET ER - WL Wi WR TOTAL LANES: 1 2 0 1 2 0 0 1 0 0 1 0 4.00 PM 1 8 0 2 2 33 6 0 4 56 4:15 PM 0 7 2 3 6 25 8 2 2 55 4:30 PM 1 4 1 5 4 31 7 1 0 -54 4:45 PM 1 6 0 4 5 27 5 5 0 53 5:00 PM 2 5 1 1 2 34 3 2 0 50 5:15 PM 0 3 2 1 1 23 7 0 0 37 5:30 PM D 3 3 7 3 18 5 0 0 39 5:45 PM 1 5 0 1 12 15 3 2 2 41 of on u u - CR WL Wr WR TDTA TOTAL VOLUMES : 6 41 9 24 35 2D6 49 0 12 0 0 8 385 APPROACH : 10.71% 73.21% 16.07% 9,06% 13.21% 77.74% 78.57% 0.00% 21.43% 0.00% 0.00% 100.004'a CONTROL : Signalized C m O L m Y � L O to punogasaM IA ir w 'O C Y pQ z L m O p m H- LO L t 0 Ln F V) Z00 ~ Y L m m J 00 Eastbound w w m v0 m L 0 Lou O 7 LnO H 0 y L OLrn L Y F 0 0 0 ZCD . Y L 01 00 J m L 00 vl O c m L Cc F punoq;saM N v Y m m = 7 7 m 00 0 W Ln O D H m Q= L o v 0 Ln O Z F Y ID O to y 0 Eastbou tT ei oryo w m 'z Lto m O O F 0 I— N o Z Y m J N 'I Ccm L m Eastbound L'o 0 m. Eastbound c c a > > m u u w L m Y m y Loo L o w m C - H m f W I I W C t�rl N N l0 N N a e~-I m tD Intersection Turning Movement Proparod by: _ National Data & Surveying Services Project ID: CA12_5403_003 Day: TUESDAY City: City of Vernon - Date: 10/16/2012 . NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 1 1.5 .5 1 _ 1.5 .5 1 1 0 1 1 0 7.00AM 16 262 16 7 250 4 8. 26 24 23 31 27 694 7:15 AM 25 242 21 15 222 30 4 10 21 28 34 23 655 7:30 AM 19 329 24 15 234 12 4 17 21 36 45 22 778 7:45 AM 27 305 36 22 236 6 9 24 22 96 42 22 789 6:00 AM 16 269 30 22 301 10 6 21 15 34 37 28 789 8:15 AM 15 274 23 18 245 15 4 9 12- 36 36 31 718 - 8:30 AM 17 273 16 20 247 12 - 13 16 14 35 30 26 719 6:45 AM 15 205 20 26 216 10 9 20 15 34 26 28 626 NL UT NR I SL - _ ST SR I EL ET ER WL V WR TOTAL TOTAL VOLUMES : 150 2159 186 145 1951 81 57 143 144 262 283 207 5768 APPROACH %'a : 6.01% 86.53% 7.45% 6.66% 89.62% 3.72% 16.57% 41.57% 41.86% 34.84% 37.63% 27.53% CONTROL : Signalized NL NT NR SL ST SR EL ET ER WL Wi WR TOTAL LANES: 1 1.5 .5 1 1.5 .5 1 1 0 1 1 0 4:00 PM 20 275 32 28 257 5 26 49 42 24 35 19 812 4:15 PM 26 267 30 18 241 6 12 54 26 20 27 12 739 4:30 PM 26 312 40 24 182 13 19 - 48 33 33 24 11 765 4:45 PM 21 270 32 28 242 9 11 33 34 19 34 22 755 5:00 PM 15 255 48 23 261 9 16 69 30 25 30 17 798 5:15 PM 16 325 29 17 290 5 12 51 is 32 44 21 860 5:30 PM 17 262 25 31 292 5 - 14 51 20 38 33 17 805 5:45 PM 32 230 31 34 265 2 11 73 25 22 31 13 769 TOTAL VOLUM8 173 APPRO CH Ws `I 656% 83131% 1013%I 888% 88,76% 2536%I 1557% 5508% 2934%I 35.32% 42.79% 21.69%I G303 CONTROL : Signalized l Intersection Turning Movement Prepared by: National Data & Surveying Services PmjectlD: CA32_5403 004 - - - Day: TUESDAY City: City of Vemon Date: 10/16/2012 NS/EW Streets: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 1 2 - 0 1 2 0 0 1 0 0 1 0 7:00 AM 22 279 35 16 266 34 14 27 21 714 7:15 AM 27 290 42 20 249 Al 1 33 20 723 7:30 AM 25 364 - 42 19. 212 40 6 44 15 767 - 7:45 AM 34 336 48 27 242 39 14 53 10 803 8:00 AM 16 314 46 28 264 31 7 37 16 759 8:15 AM 14 255 34 26 255 26 7 32 8 657 6:30 AM 21 278 24 - 24 255 25 5 23 20 675 6:45 AM 13 212 39 21 243 32 7 30 17 614 m Ni - NH a ST SR EL ET ER WL WT WR TOTA TOTALVOLUMES : 172 L218 310 . 181 1986 268 61 279 127 0 0 0 5712 APPROACH Ws : 6.12% 82.85%' 11.03% 7.43% 81.56% 11.01% 13.06% 59.74% 27.19% #DIV/01 #DIV/0! #DN/01 CONTROL : Signalized Intersection Turning Movement PrePared by: National Data & Surveying Services Project ID: CA12 5403_00q - Day: TUESDAY cite City of Vernon Date: 10/16/2012 NL NT NR SL ST SR EL ET ER WL Wi WR TOTAL LANES 1 2 0 1 2 0 0 1 0 0 1 0 4:00 PM 35 268 67 41 295 22 7 59 18 812 4:15 PM 30 265 46 39 290 17 8 55 17 . 767 4:30 PM 27 263 53 40 286 30 10 47 22 778 R:45 PM 20 231 65 33 296 29 1 - 62 19 - 756 5:00 PM 22 297 54 45 349 43 7 69 27 913 5:15 PM 34 222 51 36 329 31 8 57 20 788 5:30 PM 19 228 49 37 372 19 4 59 14 801 5:45 PM .15 196 42 44 300 20 7 52 18 694 rvi nn SL S1 SR EL ET ER WL W7 WR TDTA TOTAL VOLUMES : 202 1970 927 315 2517 211 52 460 155 0 0 0 6309 APPROACH Ws-: 7.77% 75.80% 16.43% 10.35% 82.71% 6.9346 7580°7a 68.97% 23.24% NDN/01 ADIV/0! #DN/01 CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA12 503 005 Day: TUESDAY City: CRy of Vernon Date: 10/16/2012 NL NT NR SL ST SR EL ET ER WL W1 WR TOTAL LANES: 1- 2 0 1 2 0 0 1 0 .5 1 .5 7:00 AM 2 344 21 14 281 2 0 2 0 37 1 23 727 7:15 AM 0 358 41 - 25 241 2 0 4 2 34 0 37 744 7:30 AM 0 408 20 16 215 0 2 1 1 41 2 36 742 7;95 AM 0 407 27 24 225 0 0 3 0 30 1 42 759 8:00 AM 1 353 22 20 257 0 0 2 1 37 1 26 720 8:15 AM 1 295 20 23 218 1 0 2 0 - 36 3 27 626 8:30 AM 0 293 15 17 271 2 0 3 0 16 1 28 646 8:45 AM 6 265 16 21 207 1 1 . 1 2 35 2 20 577 NL NT NR SL ST SR EL ET ER WL WT - WR TOTAL TOTALVOLUMES : 10 2723 182 160 1915 8 3 18 6 266 11 239 5541 APPROACH %'a : 0.34% 93.41% 6.24% 7.68% 91.93% 0.38% 11.11% 66.67°/u 22.22% 51.55% 2.13% 45.32% CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA12 5403 005 Day: TUESDAY City: City of Vernon Date: 10/16/2012 NL NT NR SL ST SR EL -ET ER WL WT WR TOTAL LANES: 1 2 0 1 2 0 0 1 0 .5 1 .5 4:00 PM 0 310 25 22 286 6 1 3. 1 . 49 2 31 736 4:15 PM 3 320 29 36 310 1 1 3 3 35 2 18 761 4:30 PM 0 296 25 27 316 0 2 4 1 37 0 32 740 4:45 PM. 0 262 25 25 291 0 12 6 1 44 2 29 697 5:00 PM 0 321 29 34 328 0 9 7 1 49 3 38 819 5:15 PM 0 252 17 27 365 0 3 30 1 25 0 30 730 5:30 PM 2 266 18 22 344 0 10 19 4 - 26 1 33 745 5:45 PM 1 245 17 22 313 0 1 5 1 30 2 6 645 " of z' I L [I CK wL WI wn IVIA TOTAL VOLUMES : 6 2272 165 215 2553 7 39 57 13 295 -1; 219 5873 APPROACX %'s : 0.24% 92.25% 7.51% 7.75% 92.00% 0.25%1 35.78% 52.29% 11.93% 56.089''. 2.26% 41.63% CONTROL : Signalized 9 Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA12_5403 OD6 - pay: TUESDAY City: City of Vernon Date: 10/16/2012 NS/EW Streets; NL NT NR SL Sf SR EL ET ER WL WT WR TOTAL LANES: 1 - 2 0 1 2 0 1 2 1 1 . 2 2 7:00 AM 27 236 3 23 219 79 24 66 24 . 5 89 111 906 7:15 AM 21 248 4 16 195 60 45 57 20 5 94 .105 870 7:30 AM 24 243 7 28 179 52 40 62 31 9 106 160 941 7:45 AM 17 270 5 27 177 49 33 50 15 7 95 106 851 8:00 AM 16 258 1 26 212 61 44 60 12 2 80 94 -86B 8:15 AM 22 191 3 28 176 47 28 60 9 1 82 76 725 8:30 AM 20 2D9 5 29 201 57 29 52 11 3 69 81 766 8:45 AM 15 183 8 29 - 169 43 28 54 13 6 58 66 672 NL NT NR SL ST SR EC ET ER WL WT WR TOTAI TOTAL VOLUMES : 162 1838 36 208 1530 498 271 461 135 38 673 799 6599 APPROACH We : 7.964b 90.28% 1.77% 9.52% 69.99% 2D.49% 31.260/0 53.17% 15.57% 2.52% 44.57% 52.91% CONTROL ; Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID:. CA32_5403 006 - Day: TUESDAY _ City: City of Vernon Date: 10/16/2012 NL NT NR SL ST SR EL ET ' ER WL WT WR TOTAL . LANES: 1 2 0 1 2 0 1 2 1 1 2 2 4:00 PM 27 224 6 35 251 47 53 98 19 7 82 58 907 4:15 PM 27 237 8 46 271 29 57 69 8 8 66 '57 903 4:30 PM 14 208 7 38 281 37 .37 110 24 15 80 74 925 4:45 PM 27 183 3 s0 234 44 32 67 16 1 56 62 775 5:D0 PM 32 235 8 36 297 45 44 92 16 6 83 74 966 5:15 PM 18 163 3 31 328 30 36 76 16 2 72 79 854 5:30 PM 31 166 3 43 - 299 37 50 87 IS 4 55 58 851 5:45 PM 7 164 - 1 36 286 21 35 98 21 4 58 63 794 Di Jlt tL Ll M WL W1, Wn TOTAL VOLUMES t 183 158D 39 315 2247 290 344 717 138 47 552 $25 APPROACH%a 7 10.16% 87.68% 2.16% 11.04% 78.79% 10.17% 28.69% 59.89% 11.51% 4.18% 49.11% 46.71 CONTROL : Signallted North/South Street: Sato Street East/West Street: 26th Street' Counter: Counts Unlimited RUNZMAN ASSOCIATES, INC. TRAFFIC COUNT Deal W.— Time Classification Northbound- Southbound Eastbound Westbound Left Through Right Left ThroughThroughl Right Leh Through Right Left Through Right 7:DD AM Cars 29 258 3 20 258 12 5 10 8 3 . 29 - 27 2-Ax1e Truck 2 13 0 1 9 0 0 1 0 0 5 2 . 3-Axle Truck 1 15 1 2 6 1 1 2 1 0 3 2 4-Anle Truck 1 2 0 1 0 0 0 0 D 0 1 0 5-Axle Truck+ 0 3 0 0 1 0 0 0 0 0 0 1 7:25 AM Cars 20 288 3 IB 231 17 9 12 9 6 43 14 2-Axle Truck 1 10 1 0 9 0 0 1 2 2 3 1 - 3-Axle Truck 1 4 0 0 6 4 0 0 0 0 2 2 4-Axle Truck 0 1 1 0 0 0 0 0 0 0 0 1 5-Axle Truck+ 3 0 0 0 2 0 0 0 0 D 4 1 7:30AM Cars 25 297 8 27 250 28 6 18 8 7 49 - 12 2-Axle Truck 4 17 - 2 1 12 1 0 6 D 3 1 2 ' 3-Axle Truck 1 6 1 1 6 0 2 3 '0 1 4 4 4-Axle Truck 0 2 0 0 1 0 0 0 0 D 0 0 SAWS Truck+ 1 2 0 1 1 0 1 1 0 0 3 1 7:45 AM Cars 34 269 19 31 252. 18 5 14 3 3 56 24 2-Axle Truck 2 18 3 a 13 1 4 4 4 0 7 5 - 3-Anle Truck 1 8 0 1 6 1 0 5 0 1 4 2 4-Axle Truck 0 0 0 0 0 0 0 0 0 0 0 0 S-Axle Truck+ 1 3 0 1 i 0 0 3 D D 2 1 8:00 AM Cars 24 256 8 23 259 28 10 17 - 11 7 42 17 2-Axle Truck 1 15 2 1 13 1 2 0 - 3 1 12 3 3-Axle7ruck 0 6 0 0 6 0 3 3 0 0 1 1 4-Axle Truck 0 0 0 1 1 0 0 0 0 0 0. 1 5-Axle Truck+ 0 1 1 0 A 1 0 0 0' 1 1 D 8:15 AM .2-Axle Cars 21 271 8 26 221 22 5 13 13 3 48 - 18 Truck 2 17 3 1 14 2 1 1 0 0 8 4 3-Axle Truck 2- 13 0 1 7 1 0 2 1 0 2 1 4-Axle Truck 0 0 0 0 0 -0 0 0 0 0 D. 0 5-Axle Truck + 2 2 1 1 1 0 0 2 0 0 0- 0 8:30 AM Cars 17 207 4 22 253 32 5 17 9 4 45 IS 2-Axle Truck 5 26 2 2 17 0 1 4 1 1 6 3 3-Axle Truck 0 10 2 0 8 1 0 1 0 0 2 1 4-Axle Truck 0 0 0 0 0 0 0 0 0 0 0 D S-Axle Truck+ 1 3 0 1 1 2 0 0 2 .0 1 1 2 8:45 AM Cars 12. 226 3 12 233 28 7 - 9 1 2 1 6 41 13 2-Axle Truck 0 I6 1 3 9 1 2 5 4 2 10 2 - 3-Axle Truck 0 4 0 1 . 9 2 2 3 1 0 4 1 4-Axle Truck 0 0 0 0 0 0 0 0 0 0 0 0 5-Axle Truck+- 1 2 0 1 3 0 0 2 0 0 3 0 Total Cara 172 2.02 56 179 1,957 IRS 52 110 63 39 353 240 2-Axle Truck 17 132 13 8 96 6 10 22 14 9 52 22 - 3-Axle Truck 6 66 4 6 54 10 8 19 - 3 2 22 14 - 4-Ax1e Truck 1 5 1 2 2 0 0 0 0 0 1 2 5-Axle Truck+ 9 16 2 5 - 36 1 1 _ SO 0 2 14 6 Total 205 2291 76 200 2125 2D2 71 161 BD 53 442 184 KUNZMAN ASSOCIATES, INC. TRAFFIC COUNT North/South Street: Soto Street - East/West Street: 26th Street Counter: Counts Unlimited Fuwnino Cer,k Hoer Time Classification Northbound - VSouthbound Eastbound Westbound Leh Throu h Right Leh ThrDuRhl Right Leh Through Right Leh Throulthl Right 4:00 PM Cars 11 150 12 32 249 71 24 96 11 8 26 22 2-Axle Truck 1 7 2 3 11 3 1 4 1 4 2 1 3-Axle Truck 0 1 1 2 3 2 0 1 0 0 1 0 4-Axle Truck 0 0 0 0 2 0 0 1 0. 1 0 0 5-Axle Truck+ 0 4 0 2 B 0 0 0 1 0 0 1 4:15 PM Cars B 274 8 32 247 12 17 47 14 6 22 13 2-Axle Truck 1 13 1 7 14 3 2 6 1 0 4 2 3-Axle Truck 0 1 0 1 2 0 0 3 0 1 4 0 4-Axle Truck 0 0 1 0 0 0 0 0 0 0 1 0 5-Axle Truck+ 1 7 1 0 5 1 0 q 1 0 2 3 ,4:30 PM Cars 12 292 7 39 279 7 13 56 1D 24 23 38 _ 2-Axle Truck 3 5 0 3 14 5 1 5 1 2 2 2 3-Axle Truck 0 3 1 1 1 0 1 6 0 0 0 0 4-Axle Truck 0 2 0 0 D 0 0 1 0 0 0- 0 5-Axle Truck+ 1 5 0 2 9 D 0- 0 0 0 3 1 4:45 PM Cars 8 249 10 57 306 5 7 55 14 12 18 40 2-Axle Tmck 1lM72 12 1 1 5 0 2 1 1 3-AxleTruck 0 3 D 0 0 0 0 0 0 4-Axle Truck 0 0 0 D 1 0 0 3 1 5-Axle Truck+ 1 3 0 1 3 0 0 2 2 5:00 PM Cars 10 333 9 28 73 13 9 20 37 2-Axle Truck 1 7 1 0 7 1 0 4 2 3-AxleTruck 0 1 0 0 2 0 0 0 0 4-Axle Truck 0 0 0 0 1 0 0 1 0 5-Axle Truck+0 9 1 0 1 0 0 2 1 5:15 PM Cars 15 292 7 44 310 9 20 - 92 16 10 32 32 2-Axle Truck 3 8 1 2 .9 0 1 5 1 2 0 0 3-Axle Truck 2 3 0 0 2 0 1 0 1 0 0 1 0 4-Axle Truck 0 0 1 0 0 0 0 0 0 0 1 0 5-Axle Truck+ 0 3 D 4 6 2 0 1 0 1 4 1 5:30 PM Cars 14 296 10 51 357 12 29 95 21 7 - IS 37 2-Axle Truck 1 4 1 9 12 3 1 4 D 0 3 0 3-Axle Truck 1 0 . 0 2 D 2 0 1 1 0 0 0 4-Axle Truck 0 0 0 0 1 0 0 2 0 0 1 0 S-Axle Truck+- 1 8 0 1 2 0 1 3 0 0 0 1 SAS PM Cars 9 236 12 53 348 6 17 91 12 719 37 2-Axle Truck 2 7 2 4 8 3 0 5 0 0 0 1 3-Axle Truck 0 0 0 2 2 0 0 0 0 0 1 0 4-Axle Truck 0 0 0 1 0 1 0 1 0 0 2 0 5-Axle Truck+ .K 5 0 3 5 2 0 0 0 0 6 0 Total Cars 2.193 77 350 2 429 71 155 565 111 83 175 256 2-Axle Truck 58 -10 38 87 19 7 41 5 10 16 9 3-Axle Truck 10 3 13 14 4 1 14 1 1 7 4-Axle Truck 3 2 1 3 1 0 > 0 1 95-Axle Truck+47 1 14 42 6 2 12 2 1 19 g276 Total 2311 93 416 2575 202 265 539 119 96 226 North/South Street. Soto Street East/West Street: Bandlnl Boulevard Counter: Counts Unlimited KUNZMAN ASSOCIATES, INC. TRAFFIC COUNT Mnrnino Pnak 14rov Time Classification Northbound VSouthbound Eastbound Westbound -Left Through 71irght Leh Through Right Leh Through Right Leh Throuzhl Right 7:00 AM 14 253 12 10 202 41 16 66 2 39 134 14 1 12 1 0- 9 0 0 2 2 1 3 2 Truck0 WTTUck 0 0 0 1 0 1 3 2 1 6 2 1 1 - 0 0 0 0 0 1 0 0 0 0 1 ID 3 i 5 2 2 7 2 2 3 2 7:15 AM Cars 20 291 14 4 234 30- 14 54 17 35 223 16 2-Axle Tmck 2 8 1 2 12 0 2 2 0 0 4 0 3-Axle Truck D 2 0 0 3 0 0 6 0 2 1 1 4-Axle Truck 1 1 0 0 0 0 0 D D 0 0 0 5-Axle Truck+ 1 q 5 1 q D 2 9 2 3 3 0 7:30 AM Cars - SB 277 22 9 194 29 20 74 8 34 146 30 2-Axle Truck 2 13 0 2 12 1 7 6 1 1 5 1 3-Axle Truck 2 1 0 0 0 0 1 1 0 2 1 1 4-Axle Truck 0 0 0 0 00 0 1 0 0 i 0 5-Axle Truck + D 4 2 1 6 2 1 3 0 1 10 2 7:45 AM Cars 12 286 25 10 221 31 29 54 11 41 251 17 2-Axle7ruck 1 19 0 1 15 1 3 6 2 1 6 1 3-Axle Truck 0 2 0 0 2 2 1 2 0 0 1- 1 4-Axle Truck - 0 0 0 0 0 0K29 0 1 0 2 0 5-Axle Truck+ 0 6 1 2 4 1 10 2 2 6 3 6:00 AM Cars 7 231 11 19 236 - 28 56 11 42 .132 28 2-Axle Truck 2 17 2 0 17 0 9 - 3 1 12 0 3-Axle Truck 1 0 0 1 2 0 3 0 0 2 1 4-Axle Truck 0 0 0 0 1 D 0 0 -0 2 0 5-Axle Truck+ 0 3 1 q 3 2 7 1 0 11 1 8:35 AM Cars 16 270 20 8 204 28 51 30- 35 I31 25 2-Axle Truck 4 16 1 0 12 2 5 3 0 2 5 3 3-Axle Truck 1 5 0 0 2 0 0 3 0 0 2 0 4-Axle Truck 0 0 0 0 0 D 0 0 0 1 0 0 5-Axle Truck + 3 9 3 1 6 3 3 3 2 1 -9 4 8:30 AM Cars S. 195 13 6 233 25 13 42 7 35 108 22 2-Axle Truck 1 22 2 3 13 1 4 10 3 2 6 5 3-Axle Truck 0 1 1 0 0 1 0 4 1 0 4 4 4-Axle Truck 0 0 0 0 0 0 D 0 D 0 0 0 5-Axle Truck + 2 8 D 2 2 2 0 5 D 2 6 1 8:45 AM Icon 12 1 208 13 - 7 194 19 17 % 42 8 33 88 18 2-Axle Truck 2 12 2 2 8 4 1 4 4 2 8 5 3-Axle Truck 0 1 1 0 1 0 1 1 D 1 1 0 4-Axle7ruck 0 0 0 0 0 0 0 0 0 0 0 1 0 5-Axle Truck+ 0 3 2 1 S 4 0 5 1 3 13 1 Total Cara 104 2031 130 73 2,718 291 156 439 74 294 993 270 2-Axle Truck 15 d19 9 10 98 9 23 42 15 10 49 17 . 3-Axle Truck 4 33 2 1 - 31 3 S 23 3 6 18 10 4-Axle Truck 2 2 0 0 1 0 0 2 1 1 5 0 5-Axle7ruck+ 7 47 17 13 35 16 10 49 10 14 61 14 Total 132. 2192 158 97 1863 259 194 555 103 325 1226 211 Peak Hour Volumes 69 1166 84 56 -1 966 1 127 102 1 303 1 59 265 1 619 1103 Peak Hour Factor 0.937 0.916 0.943 0.940 East/West Street: Bandini Boulevard KUNZMAN ASSOCIATES, INC. TRAFFIC COUNT Evenine Peak Hour Time Classification Northbound Southbound Eastbound Westbound ' Left Through Right Left Through Right Left Throu h Right Left. Through Right 4:00 PM Cars 5 299 17 28 261 8 44 123 17 23 43 15 2-Axle Truck 1 - 7 A 3 13 1 5 5 1 2 11 0 3-Axle Truck 0 1 4 0 1 1 1 3 0 0 3 0 4-Axle Truck 0 1 0- 0 0 0 0 1 0 0 0 0 5-Axleiruck+ 1 1 2 3 4 2 1 8 3 3 5 1 4:15 PM Cars 16 251. 19 31 280 18 26 108 20 22 47 22 2-Axle Truck 1 12 1 2 14 1 3 8 1 2 12 0 3-Axle Truck 0 1 0 1 2 0 1 3 0 0 0 0 4-Axle Truck 0 0 . 0 0 0 0 1 a 0 0 0 0 5-Axle Truck+ 3 6 2 0 6 1 2 3 7 2 1 12 1 4:30 PM Cars 13 240 15 22 241 15 39 231 16 33 . 57 20 2-Axle Truck 1 9 1 5 12 1 2 4 4 3 6 0 3-Axle Truck 0 1 0 0 2 0 0 1 0 0 0 0. 4-Axle Truck 0 1 0 0 0 0 1 1 0 0 1 1 5-Axle Truck+ 1 4 2 2 6 0 2 5 1 3 13 1 4:45 PM Cars 5 218 27 28 316 19 38 11B 13 39 92 18 2-Axle Truck 0 7 1 0 14 1 1 2 3 0 9 1 3-Axle Truck 0 2 0 0 3 0 0 1 0 0 3 0 A -Axle Truck 0 0 0 0 0 0 0 2 0 0 0 0 5-Axle Truck+ 0 8 1 0 2 2 1 9 1 0 7 2 5:00 PM Cars 11 245 23 20 306 18 53 161 16 32 80 12 2-Axle Truck 1- 7 2 1 A 2 1 1 2 0 2 0 3-Axle Truck 0 0 1 0 1 0 0 0 0 0 3 0 4-Axle Truck 0 0 0 0 0 0 1 2 1 0 1 0 5-Axle Truck+ 3 3 2 0 3 1 0 4 3 2 5 2 5:15 PM Cars 7 270 36 32 320 11 34 126 11 19 72 10 2-Axle Truck 0 5 0 0 13 2 1 3 0 1 2 1 3-Axle Truck 0 2 1 0 1 0 2 0 0 0 2 1 4-Axle Truck 0 0 1 0 0 1 0 1 0 0 1 0 5-Axle Truck+ 0 3 1 2 A 1 0 3 2 3 5 0 5:30 PM Cars 10 252 2B 31 351 13 35 13B 8 27 80 13 2-Axle Truck 1. 3 3 2 8 1 3 1 0 0 4 1 3-Axle Truck 0 1 1 0 1 1 0 0 0 0 0 -0 4-Axle Truck 0 0 0 0 1 0 0 0 0 0 .3 0 5-Akle Truck+ 1 7 2 0 0 2 0 2 0 1 8 1 5AS PM Cars 11 214 27 37 - 332 19 19 122 14 23 B5 19 2-Axle Trick 1 6 0 - 2 3 1 1 1 2 4 D 0 3 2 3-Axle Truck 0 0 0 1 1 0 0 0 0 0 0 1 0 4-Axle Truck 0 0 0 0 0 0 0 0 0 0 0 0 5-Axle Truck+ 2 3 2 2 2 0 0 3 1 1 2 3 Total Cars 78 1929 292 229 2,407 221 288 1027 115 218 556 219 2-Axle Truck 6 56 12 15 81 10 18 28 11 8 49 5 3-Axle Truck 0 8 7 2 11 2 .4 8 0 0 12 1 4-Axle Truck 0 2 1 0 1 1 3 .7 1 0 4 1 5-Axle Truck+ 11 35 14 9 27 10 7 41 13 14. 57 11 Total 95 203D 226 255 2527 144 320 1111 140 240 678 137 i Intersection Turning Movement. Prepared by: National Data & Surveying Services Project ID: CA12 5193_007 Day: TUESDAY City: CRy of Vernon - Date: 10116/2012 . NS/EW Streets: NL NT. NR SL ST SR EL ET ER WL Wf WR TOTAL LANES: 1 2 0 1 2 0 0 2 0 0 2 0 7:00 AM 10 252 0 19 195 25 14 11 9 6 . 38 47 626 7:15 AM 15 241 1 16 243 26 13 33 11 2 34 55 690 7:30 AM 16 296 10 14 207 32 17 11 9 4 55 54 725 7:45 AM 17 246 4 17 215 27 15 23 10 1 45 67 687 8:00 AM 34 245 5 16 234 •27 8 16 9 2 34 65 675 8:15 AM 15 193 1 23 241 25 11 18 11 1 33 60 632 8:30 AM 10 237 1 20 260 29 11 16 9 4 31 42 670 8:45 AM 17 182 1 20 217 16 12 26 14 1 27 34 567 m ni nn a� m an c� a en w� wi wn wiAL TOTAL VOLUMES : 114 1892 23 145 1812 207 701 154 82 21 I 424 5272 APPROACH Ws : 5.62% 93.25% 1.13% 6.70% 83.73% 9.57% 29.97% 45.70% 24.33% 2.83% 40.03% 57.14% CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA32_5403_007 City: City of Vemon NS/EW Streets: Day: TUESDAY Date: 10116t2012 Nl- NT NR SL ST . SR EL ET ER WL WT WR TOTAL LANES: 1 2 0 1 2 0- 0 2 0 0 2 0 4:00 PM 21 228 4 29 247 SS 23 - 46 18 4 23 55 713 4:15 PM 14 169 10 36 289 18 20 37 27 5 24 41 690 4:30 PM 14 203 2 25 247 14 24 39 25 8 33 29 663 4:45 PM 8 215 2 36 337 15 18 34 23 6 35 33 762 5:00 PM 12 246 0 28 312 20 40 68 18 6 31 31 812 5:15 PM 20 219 7 43 333 2 20 34 18 6 13 32 747 5:30 PM a 192 5 34 286 11 28 68 17 4 19 25 697 5:45 PM 5 168 2 45 305 8 17 32 20 0 14 24 640 rvI.- rvl rvn SL 51 5R tL to tR WL WT WR TOTAI TOTAL VOLUMES : 102 1640 32 276 2356 303 - 190 358 166 39 192 270 5724 APPROACH %Is : 5.75% 92.45% 1.80% 10.09% 86.14% 3.77% 26.61% 50.14% 23.25% 7.78% 38.32% 53.89% CONTROL I Signalized