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Appendix H Traffic Impact Assessment
Appendix H —Traffic Impact Assessment La Quinta Village Build -out Plan EIR City of La Quinta LA QUINTA VILLAGE BUILD -OUT PLAN TRAFFIC IMPACT ANALYSIS May 27, 2016 Traffic Engineering I Transportation Planning I Parking I Noise/Vibration I Expert Witness Air Quality I Global Climate Change I Health Risk Assessment I K KUNZMAN ASSOCIATES, INC. LA QUINTA VILLAGE BUILD -OUT PLAN TRAFFIC IMPACT ANALYSIS May 27, 2016 Prepared by: Giancarlo Ganddini, T.E. Carl Ballard, LEED GA �OpRpFESSIJ. pNgI 4 z L TR 2663 z OF CAO� 1111 Town & Country Road, Suite 34 Orange, California 92868 (714) 973-8383 www.traffic-engineer.com 6115 TABLE OF CONTENTS EXECUTIVESUMMARY.................................................................................................................I A. Project Description........................................................................................................... i B. Project Trip Generation.................................................................................................... i C. Mitigation Measures......................................................................................................... i D. Summary of Traffic Conditions....................................................................................... iii I. INTRODUCTION.................................................................................................................1 A. Purpose and Objectives...................................................................................................1 B. Project Description..........................................................................................................1 C. Study Area........................................................................................................................2 D. Analysis Scenarios............................................................................................................3 II. METHODOLOGY.................................................................................................................6 A. Intersection Analysis Methodology.................................................................................6 B. Performance Standards...................................................................................................6 C. Thresholds of Significance...............................................................................................7 III. EXISTING CONDITIONS.......................................................................................................8 A. Existing Traffic Controls & Intersection Geometry..........................................................8 B. Existing Traffic Volumes...................................................................................................9 C. Existing Roadway Segment and Intersection Levels of Service.......................................9 D. City of La Quinta General Plan Circulation Element......................................................10 E. Bicycle and Pedestrian Facilities....................................................................................10 F. Transit Service................................................................................................................10 IV. PROPOSED PROJECT TRIPS...............................................................................................23 A. Trip Generation..............................................................................................................23 B. Trip Distribution.............................................................................................................23 C. Trip Assignment.............................................................................................................23 V. FUTURE TRAFFIC VOLUMES..............................................................................................34 A. Method of Projection.....................................................................................................34 B. Future Traffic Volumes...................................................................................................35 1. Existing Plus Project Traffic Volumes................................................................... 35 2. Interim Year Without Project Traffic Volumes ..................................................... 35 4. Interim Year With Project Traffic Volumes.......................................................... 35 5. General Plan Buildout Without Project Traffic Volumes.....................................35 6. General Plan Buildout With Project Traffic Volumes...........................................36 VI. FUTURE LEVELS OF SERVICE............................................................................................. 53 A. Future Intersection Delay and Level of Service.............................................................53 1. Existing Plus Project Levels of Service..................................................................53 2. Interim Year Without Project Levels of Service...................................................53 3. Interim Year With Project Levels of Service......................................................... 53 4. General Plan Buildout Without Project Levels of Service (With Current General Plan Circulation Network)......................................................................54 APPENDICES Appendix A — Glossary of Transportation Terms Appendix B — Scoping Agreement Appendix C—Traffic Count Worksheets Appendix D — Existing Intersection Delay and Level of Service Worksheets Appendix E — Internal Trip Capture Worksheets Appendix F —Cumulative Project Data Appendix G — City of La Quinta Traffic Model Data Appendix H —Traffic Model Growth Increment Calculation & Post -Processing Worksheets Appendix I — Future Intersection Delay and Level of Service Worksheets S. General Plan Buildout With Project Level of Service (With Current General Plan Circulation Network).................................................................................... 55 B. Exclusive Turn Lane Recommendations.........................................................................56 VII. PREFERRED VILLAGE BUILDOUT CIRCULATION PLAN........................................................67 A. Village Buildout Circulation Plan....................................................................................67 B. Level of Service With Village Buildout Circulation Plan.................................................68 1. General Plan Buildout With Project With Village Buildout Circulation Plan Roadway Segments Levels of Service................................................................... 68 2. General Plan Buildout With Project With Village Buildout Circulation Plan Intersection Delay and Levels of Service.............................................................. 70 VIII. CONCLUSIONS..................................................................................................................75 A. Project Trip Generation................................................................................................. 75 B. Mitigation Measures......................................................................................................75 C. Summary of Traffic Conditions......................................................................................76 APPENDICES Appendix A — Glossary of Transportation Terms Appendix B — Scoping Agreement Appendix C—Traffic Count Worksheets Appendix D — Existing Intersection Delay and Level of Service Worksheets Appendix E — Internal Trip Capture Worksheets Appendix F —Cumulative Project Data Appendix G — City of La Quinta Traffic Model Data Appendix H —Traffic Model Growth Increment Calculation & Post -Processing Worksheets Appendix I — Future Intersection Delay and Level of Service Worksheets LIST OF TABLES Table 1. Existing Roadway Segment Capacity Analysis............................................................11 Table 2. Existing Intersection Delay and Level of Service........................................................12 Table 3. Project Trip Generation.............................................................................................. 24 Table 4. Net Project Trip Generation for General Plan Buildout Analysis................................37 Table 5. Existing Plus Project Roadway Segment Capacity Analysis........................................57 Table 6. Existing Plus Project Intersection Delay and Level of Service....................................58 Table 7. Interim Year Without Project Roadway Segment Capacity Analysis ..........................59 Table 8. Interim Year Without Project Intersection Delay and Level of Service......................60 Table 9. Interim Year With Project Roadway Segment Capacity Analysis...............................61 Table 10. Interim Year With Project Intersection Delay and Level of Service ...........................62 Table 11. General Plan Buildout Without Project Roadway Segment Capacity Analysis (Current General Plan Circulation Plan).....................................................................63 Table 12. General Plan Buildout Without Project Intersection Delay and Level of Service (Current General Plan Circulation Plan).....................................................................64 Table 13. General Plan Buildout With Project Roadway Segment Capacity Analysis (Current General Plan Circulation Plan).....................................................................65 Table 14. General Plan Buildout With Project Intersection Delay and Level of Service (Current General Plan Circulation Plan).....................................................................66 Table 15. General Plan Buildout With Project Roadway Segment Capacity Analysis (Village Buildout Circulation Plan)..............................................................................71 Table 16. General Plan Buildout With Project Intersection Delay and Level of Service (Village Buildout Circulation Plan)..............................................................................72 LIST OF FIGURES Figure 1. Project Location Map....................................................................................................4 Figure2. Land Use Plan...............................................................................................................5 Figure 3. Existing Through Travel Lanes and Intersection Controls..........................................13 Figure 4. Existing Average Daily Traffic Volumes......................................................................14 Figure 5. Existing Morning Peak Hour Intersection Turning Movement Volumes....................15 Figure 6. Existing Evening Peak Hour Intersection Turning Movement Volumes.....................16 Figure 7. City of La Quinta General Plan Roadway Classifications............................................17 Figure 8. City of La Quinta General Plan Roadway Cross-Sections............................................18 Figure 9. City of La Quinta General Plan Golf Cart/NEV Paths..................................................19 Figure 10. City of La Quinta Bike Paths Master Plan...................................................................20 Figure 11. Existing Pedestrian Facilities.......................................................................................21 Figure 12. Existing SunLine Bus Routes.......................................................................................22 Figure 13. Project Trip Distribution - Zone A Retail Land Uses...................................................25 Figure 14. Project Trip Distribution - Zone B Retail Land Uses...................................................26 Figure 15. Project Trip Distribution -Zone C Retail Land Uses...................................................27 Figure 16. Project Trip Distribution - Zone A Residential Land Uses..........................................28 Figure 17. Project Trip Distribution - Zone B Residential Land Uses..........................................29 Figure 18. Project Trip Distribution - Zone C Residential Land Uses..........................................30 Figure 19. Project Average Daily Traffic Volumes.......................................................................31 Figure 20. Project Morning Peak Hour Intersection Turning Movement Volumes.....................32 Figure 21. Project Evening Peak Hour Intersection Turning Movement Volumes......................33 Figure 22. Existing Plus Project Average Daily Traffic Volumes...................................................38 Figure 23. Existing Plus Project Morning Peak Hour Intersection Turning Movement Volumes...................................................................................................................... 39 Figure 24. Existing Plus Project Evening Peak Hour Intersection Turning Movement Volumes...................................................................................................................... 40 Figure 25. Interim Year Without Project Average Daily Traffic Volumes....................................41 Figure 26. Interim Year Without Project Morning Peak Hour Intersection Turning MovementVolumes...................................................................................................42 Figure 27. Interim Year Without Project Evening Peak Hour Intersection Turning MovementVolumes...................................................................................................43 Figure 28. Interim Year With Project Average Daily Traffic Volumes..........................................44 Figure 29. Interim Year With Project Morning Peak Hour Intersection Turning Movement Volumes...................................................................................................................... 45 Figure 30. Interim Year With Project Evening Peak Hour Intersection Turning Movement Volumes...................................................................................................................... 46 Figure 31. General Plan Buildout Without Project Average Daily Traffic Volumes.....................47 Figure 32. General Plan Buildout Without Project Morning Peak Hour Intersection Turning Movement Volumes......................................................................................48 Figure 33. General Plan Buildout Without Project Evening Peak Hour Intersection Turning MovementVolumes...................................................................................................49 Figure 34. General Plan Buildout With Project Average Daily Traffic Volumes ..........................50 Figure 35. General Plan Buildout With Project Morning Peak Hour Intersection Turning MovementVolumes...................................................................................................51 Figure 36. General Plan Buildout With Project Evening Peak Hour Intersection Turning MovementVolumes...................................................................................................52 Figure 37. Village Buildout Circulation Plan................................................................................73 Figure 38. Example of Multi -Modal Street..................................................................................74 EXECUTIVE SUMMARY A. Project Description The proposed project consists of developing a build -out plan for the Village in the City of La Quinta. The project area consists of approximately 137 acres of land generally located south of Calle Tampico, north of Avenue 52, east of Eisenhower Drive, and west of Washington Street. The build -out plan includes several multi -modal enhancements to the circulation network as discussed in Section VII. The proposed project consists of the following General Plan land use designations: Village Commercial (VC), General Commercial (CG), Major Community Facilities (MC), and Open Space -Recreation (OS -R). Future development in the project area assumes development of the remaining vacant properties as well as redevelopment of underutilized properties with more intensive uses. This would include residential development at densities of 20-30 dwelling units per acre and potential mixed-use retail and residential developments. The proposed build -out plan would allow up to 1,230 residential dwelling units, 290 hotel/casitas, and 960,711 square feet of commercial development. Compared to existing conditions, development of the proposed project at its ultimate potential could result in up to approximately 1,230 dwelling units of additional multi -family attached residential and up to approximately 800,000 square feet of additional commercial development. The City's General Plan was adopted in 2013 and focused on the next 20+ years, through 2035. It is the City's intent to allow the Village area to continue to develop through market forces including demand for additional housing, commercial uses, and professional office space. A 20 year build -out scenario, similar to what was assumed in the General Plan would also apply to the Village area. B. Proiect Trio Generation At Interim Year (2021) conditions, the proposed project is forecast to generate a total of approximately 5,688 daily vehicle trips, 212 trips of which will occur during the morning peak hour and 352 trips of which will occur during the evening peak hour. As also shown in Table 3, at project buildout, the proposed project is forecast to generate a total of approximately 37,964 daily vehicle trips, 1,381 trips of which will occur during the morning peak hour and 2,329 trips of which will occur during the evening peak hour. C. Mitigation Measures The following mitigation measures are recommended for Interim Year With Project traffic conditions: Mitigation Measure 1 Washington Street/Avenida La Fonda (#13): Construct a raised "worm" median to allow northbound left -turns and restrict eastbound left -turns. Mitigation Measure 2 Jefferson Street/Avenue 52 (#16): Reconstruct the existing roundabout to provide two circulating lanes and two entry lanes at the northbound and southbound approaches. The new two lane roundabout should be constructed with consideration for conversion to a three lane roundabout by General Plan Buildout conditions. The following mitigation measures are recommended for General Plan Buildout With Pro traffic conditions: Mitigation Measure 3 Eisenhower Drive/Avenida Montezuma (#3): Convert Eisenhower Drive/Avenida Montezuma from an all -way stop control to a yield -controlled roundabout [this improvement is assumed in the Village Buildout Circulation Plan]. Mitigation Measure 4 Washington Street/Avenue 48 (#9): Construct the northbound approach to consist of three through lanes and one right -turn lane. Remove the pedestrian crosswalk at the north leg of the intersection. Based on the City's traffic study guidelines, the following circulation improvements are recommended for the current General Plan Circulation Network in addition to the roadway improvements identified in the current General Plan Circulation Element: ■ Eisenhower Drive/Calle Tampico (#2): Construct one additional westbound left -turn lane to provide dual left -turn lanes. ■ Avenida Bermudas/Calle Tampico (#5): Construct one additional westbound left -turn lane. ■ Desert Club Drive/Calle Tampico (#7): Construct one exclusive northbound right -turn lane and one additional westbound left -turn lane. ■ Washington Street/Avenue 48 (#9): Construct one exclusive northbound right -turn lane. ■ Washington Street/Avenue 52 (#14): Construct one additional eastbound left -turn lane to provide triple left -turn lanes. Provide one additional southbound left -turn lane to provide triple left -turn lanes. These recommendations are not required based on the City's Level of Service and Thresholds of Significance criteria, but are recommended in accordance with the City's traffic study guidelines. It should be noted, exclusive lane improvements may not be feasible at the following intersections due to right-of-way constraints: Eisenhower Drive/Calle Tampico (#2), Eisenhower Drive/Avenida Montezuma (#3), Avenida Bermudas/Calle Tampico (#5), Desert Club Drive/Calle Tampico (#7). The proposed Village Buildout Circulation Plan provides alternative traffic controls at these locations that would eliminate the need for exclusive lanes. D. Summary of Traffic Conditions The study roadway segments and intersections currently operate within acceptable Levels of Service for Existing traffic conditions. The study area roadway segments are projected to operate within acceptable Levels of Service for Existing Plus Prosect traffic conditions. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study area roadway segments for Existing Plus Prosect traffic conditions. The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for Existing Plus Prosect traffic conditions. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study intersections for Existing Plus Prosect traffic conditions. The study area roadway segments are projected to operate within acceptable Levels of Service for Interim Year Without Proiect traffic conditions. The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for Interim Year Without Project traffic conditions, with the exception of the following study intersections: ■ Washington Street/Avenida La Fonda (#13) (Level of Service E during the evening peak hour); and ■ Jefferson Street/Avenue 52 (#16) (Level of Service F during both morning and evening peak hours). The study area roadway segments are projected to operate within acceptable Levels of Service for Interim Year With Project traffic conditions. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study area roadway segments for Interim Year With Project traffic conditions. The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for Interim Year With Project traffic conditions, with the exception of the following study intersections: ■ Washington Street/Avenida La Fonda (#13) (Level of Service E during the evening peak hour); and ■ Jefferson Street/Avenue 52 (#16) (Level of Service F during both morning and evening peak hours). The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for Interim Year With Project traffic conditions with implementation of Mitigation Measures #1 and #2. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study intersections for Interim Year With Project traffic conditions with implementation of Mitigation Measures #1 and #2. The study area roadway segments are projected to operate within acceptable Levels of Service for General Plan Buildout Without Project traffic conditions, with the exception of Washington Street between Avenue 48 and Eisenhower Drive which is forecast to operate at Level of Service E. The forecast roadway segment deficiency at Washington Street between Avenue 48 and Eisenhower Drive is identified as a special focus area in the City's General Plan Circulation Element. The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for General Plan Buildout Without Project traffic conditions. The study area roadway segments are projected to operate within acceptable Levels of Service for General Plan Buildout With Proiect traffic conditions, with the exception of the following roadway segments: ■ Washington Street between Avenue 48 and Eisenhower Drive (Level of Service F); and ■ Calle Tampico between Desert Club Drive and Washington Street (Level of Service E). Implementation of Mitigation Measure #4 and Citywide Transportation Demand Management and Transportation Systems Management measures would help reduce, but not fully mitigate, the identified roadway segment impacts. Since the roadway segment impacts would not be fully mitigated, the proposed project is forecast to result in a potentially significant and unavoidable traffic impact at Washington Street between Avenue 48 and Eisenhower Drive and Calle Tampico between Desert Club Drive and Washington Street for General Plan Buildout With Project conditions. The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for General Plan Buildout With Project traffic conditions, with the exception of the Eisenhower Drive/Avenida Montezuma intersection which is forecast to operate at Level of Service F during the evening peak hour. The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for General Plan Buildout With Project traffic conditions with implementation of Mitigation Measure #3. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study intersections for General Plan Buildout With Proiect traffic conditions with implementation of Mitigation Measure #3. The study area roadway segments are projected to operate within acceptable Levels of Service for General Plan Buildout With Proiect With Village Buildout Circulation Plan traffic conditions, with the exception of the following roadway segments: ■ Washington Street between Avenue 48 and Eisenhower Drive (Level of Service F); ■ Calle Tampico between Avenida Bermudas and Desert Club Drive (Level of Service E); iv ■ Calle Tampico between Desert Club Drive and Washington Street (Level of Service E). Although Mitigation Measure #4 and additional Citywide Transportation Demand Management and Transportation Systems Management measures would effectively reduce traffic volumes and improve operations, the significantly impacted roadway segments may still operate at a deficient Level of Service. Therefore, the proposed project is forecast to result in a potentially significant and unavoidable traffic impact at the following roadway segments for General Plan Buildout With Prosect With Village Buildout Circulation Plan conditions: ■ Washington Street between Avenue 48 and Eisenhower Drive; ■ Calle Tampico between Avenida Bermudas and Desert Club Drive; and ■ Calle Tampico between Desert Club Drive and Washington Street. It should be noted, Level of Service E at Calle Tampico roadway segments between Avenida Bermudas and Washington Street indicate the roadway is forecast to operate within capacity. Although Level of Service E indicates typically undesirable levels of congestion, the resulting decrease in vehicle speeds could be considered a benefit to other modes of travel. The City may want to consider allowing Level of Service E as an acceptable automobile performance measure for roadway segments within the Village boundary as a means of discouraging cut -through traffic and promoting alternative modes of transportation. The City may also consider adopting performance measures for bicycles and pedestrians as a means of quantifying performance for alternative modes of transportation within the Village boundary. The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for General Plan Buildout With Prosect With Village Buildout Circulation Plan traffic conditions. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study intersections for General Plan Buildout With Proiect With Villaee Buildout Circulation Plan traffic conditions. v I. INTRODUCTION The scope of this traffic impact analysis is based on the guidance provided in the City of La Quinta Engineering Bulletin #06-13 (Revised December 8, 2014). A. Purpose and Objectives The purpose of this report is to provide an assessment of potential traffic impacts resulting from development of the proposed La Quinta Village Build -Out Plan and to identify the traffic mitigation measures necessary to maintain the established level of service standards for the elements of the impacted roadway system. The traffic issues related to the proposed land use and development have been evaluated in the context of the California Environmental Quality Act (CEQA). The City of La Quinta is the lead agency responsible for preparation of the traffic impact analysis, in accordance with California Environmental Quality Act authorizing legislation. The proposed project is expected to be built out over the next 20 years (approximately). This report analyzes traffic impacts for an interim year of 2021, at which time approximately three years of development is assumed. This report also analyzes potential project traffic impacts for General Plan Buildout traffic conditions, which coincides with the anticipated build out of the proposed La Quinta Village Build -Out Plan. 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. Project Description The proposed project consists of developing a build -out plan for the Village in the City of La Quinta. The project area consists of approximately 137 acres of land generally located south of Calle Tampico, north of Avenue 52, east of Eisenhower Drive, and west of Washington Street. The build -out plan includes several multi -modal enhancements to the circulation network as discussed in Section VII. Figure 1 shows the project location map and study area. The proposed project consists of the following General Plan land use designations: Village Commercial (VC), General Commercial (CG), Major Community Facilities (MC), and Open Space -Recreation (OS -R). Future development in the project area assumes development of the remaining vacant properties as well as redevelopment of underutilized properties with more intensive uses. This would include residential development at densities of 20-30 dwelling units per acre and potential mixed-use retail and residential developments. The proposed build -out plan would allow up to 1,230 residential dwelling units, 290 hotel/casitas, and 960,711 square feet of commercial development. Compared to existing conditions, development of the proposed project at its ultimate potential could result in up to approximately 1,230 dwelling units of additional multi -family attached residential and up to approximately 800,000 square feet of additional commercial development. Figure 2 illustrates the proposed project land use plan. 1 The City's General Plan was adopted in 2013 and focused on the next 20+ years, through 2035. It is the City's intent to allow the Village area to continue to develop through market forces including demand for additional housing, commercial uses, and professional office space. A 20 year build -out scenario, similar to what was assumed in the General Plan would also apply to the Village area. C. Study Area Based on the City -approved scoping agreement contained in Appendix B, the study area consists of the following 16 study intersections and 22 study roadway segments primarily located in the City of La Quinta: 1 NS = North-South; EW = East-West Study Intersections ID Intersection Jurisdiction 1 Eisenhower Drive (NS) at Avenue 50 (EW)1 La Quinta 2 Eisenhower Drive (NS) at Calle Tampico (EW) La Quinta 3 Eisenhower Drive (NS) at Avenida Montezuma (EW) La Quinta 4 Eisenhower Drive (NS) at Calle Sinaloa (EW) La Quinta 5 Avenida Bermudas (NS) at Calle Tampico (EW) La Quinta 6 Avenida Bermudas (NS) at Calle Sinaloa/Avenue 52 (EW) La Quinta 7 Desert Club Drive (NS) at Calle Tampico (EW) La Quinta 8 Desert Club Drive (NS) at Avenue 52 (EW) La Quinta 9 Washington Street (NS) at Avenue 48 (EW) La Quinta 10 Washington Street (NS) at Eisenhower Drive (EW) La Quinta 11 Washington Street (NS) at Avenue 50 (EW) La Quinta 12 Washington Street (NS) at Calle Tampico (EW) La Quinta 13 Washington Street (NS) at Avenida La Fonda (EW) La Quinta 14 Washington Street (NS) at Avenue 52 (EW) La Quinta 15 Jefferson Street (NS) at Avenue 50 (EW) La Quinta/Indio 16 Jefferson Street (NS) at Avenue 52 (EW) La Quinta 1 NS = North-South; EW = East-West D. Analvsis Scenarios Based on scoping discussions with City staff, this report analyzes the following scenarios: 1) Existing Conditions; 2) Existing Plus Project Conditions2; 3) Interim Year (2021) Without Project Conditions; 4) Interim Year (2021) With Project Conditions; 5) General Plan Buildout (Year 2035) Without Project Conditions; and 6) General Plan Buildout (Year 2035) With Project Conditions. z The existing plus project conditions has been analyzed to comply with the Sunnyvale West Neighborhood Association v. City of Sunnyvale CEQA court case. This scenario assumes the full development of the proposed project and full absorption of the proposed project trips on the circulation system at the present time. Study Roadway Segments Roadway Segment Jurisdiction Eisenhower Drive North of Avenue 50 La Quinta Avenue 50 to Calle Tampico La Quinta Calle Tampico to Avenida Montezuma La Quinta Avenida Montezuma to Calle Sinaloa La Quinta Avenida Bermudas Calle Tampico to Avenue 52 La Quinta Desert Club Drive Calle Tampico to Avenue 52 La Quinta Washington Street I Avenue 48 to Eisenhower Drive La Quinta Eisenhower Drive to Avenue 50 La Quinta Avenue 50 to Calle Tampico La Quinta Calle Tampico to Avenida La Fonda La Quinta Avenida La Fonda to Avenue 52 La Quinta Jefferson Street Avenue 50 to Avenue 52 La Quinta Avenue 50 Eisenhower Drive to Washington Street La Quinta Washington Street to Jefferson Street La Quinta Calle Tampico Eisenhower Drive to Avenida Bermudas La Quinta Avenida Bermudas to Desert Club Drive La Quinta Desert Club Drive to Washington Street La Quinta Avenida La Fonda West of Washington Street La Quinta Calla Sinaloa Eisenhower Drive to Avenida Bermudas La Quinta Avenue 52 Avenida Bermudas to Desert Club Drive La Quinta Desert Club Drive to Washington Street La Quinta Washington Street to Jefferson Street La Quinta D. Analvsis Scenarios Based on scoping discussions with City staff, this report analyzes the following scenarios: 1) Existing Conditions; 2) Existing Plus Project Conditions2; 3) Interim Year (2021) Without Project Conditions; 4) Interim Year (2021) With Project Conditions; 5) General Plan Buildout (Year 2035) Without Project Conditions; and 6) General Plan Buildout (Year 2035) With Project Conditions. z The existing plus project conditions has been analyzed to comply with the Sunnyvale West Neighborhood Association v. City of Sunnyvale CEQA court case. This scenario assumes the full development of the proposed project and full absorption of the proposed project trips on the circulation system at the present time. FR r 1 KUNZMAN AssoctATES, INC. Source: City of La Quinta OVER 40 YEARS OF EXCELLENT SERVICE S --- Figure 2 Land Use Plan O CALLE TAMPIC -i yam:. .=vni�+'� 7 f ..• • AVENIDA ULTWO ..#. - if ,Y: �r'r may.- q' r --- - - - ,. .DESERTFRL .- W pp i`0 4V' r • 1. 7 . r. { r j .`TGA - A 7UJUNGA .._.._- AVENio... _ r {; 3 i- ctp WINTER COVE YtN r ai q - I , -- .- .---.-.._ ...- .. �..' - 4��?-4 ❑ i}; x :-i�•}SP.RINGJlIARF m SC OF SHY q A:'FNfDA.NARANJA m _ n . General Plan �LLE:ESTAf}G:EALLEFpR7(IRjg�- ¢• •p. KUNZMAN AssoctATES, INC. Source: City of La Quinta OVER 40 YEARS OF EXCELLENT SERVICE S --- O CALLE TAMPIC .PINA . q' r Legend A w a� La Quinta Village Build -out `'<<q ❑ Project Boundary General Plan �LLE:ESTAf}G:EALLEFpR7(IRjg�- ¢• •p. o Designations f•i C,q��. Gy'q.- 0�� :D'� ¢' $ 'I CG General Commercial a� r w - -,w' .a: LU LDR Low Density Z j¢; Residential z - Tv' .Oil AVENIDANLIESTR W A- - — — MC Major Community - CALLS HIDALGO . _ � � AVENUE 52 AVENUE 5 Facilities - C ACLC BARCELONA - - = l = - MWDR Medium/High Density Residential z . OS -R Open Space - ®� CALI.EAMIGo � Recreation CAI r F SINAI OA Right -of -Way F t; VC Village Commercial KUNZMAN AssoctATES, INC. Source: City of La Quinta OVER 40 YEARS OF EXCELLENT SERVICE S II. METHODOLOGY This study has been prepared in accordance with the traffic study guidelines provided in the City of La Quinta Engineering Bulletin #06-13 (Revised December 8, 2014) and the City -approved scoping agreement contained in Appendix B. A. Intersection Analysis Methodology In accordance with the City's traffic study guidelines, the technique used to assess the performance of an intersection is known as the intersection delay method based on the procedures contained in the Highway Capacity Manual (Transportation Research Board, 2000). The methodology compares the volume of traffic using the intersection to the capacity of the intersection to calculate the delay associated with the traffic control at the intersection. The intersection delay is then correlated to a performance measure known as Level of Service based on the following thresholds: Level Intersection Control Delay (Seconds/ Vehicle) of Signalized Unsignalized Service Intersection Intersection A S 10.0 !_ 10.0 B >10.Otol520.0 >10.Oto:515.0 C >20.Oto!_35.0 >15.Oto:_25.0 D > 35.0 to:5 55.0 > 25.0 to :_ 35.0 E > 55.0 to:5 80.0 > 35.0 to :_ 50.0 F >80.0 >50.0 Level of Service is used to qualitatively describe the performance of a roadway facility, ranging from Level of Service A (free-flow conditions) to Level of Service F (extreme congestion and system failure). Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with traffic signal, all way stop, and roundabout yield controls. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. Intersection analysis input parameters for delay calculations were used in accordance with Attachment 2 of the Eneineerina Bulletin #06-13 (Revised December 8. 2014). B. Performance Standards The City of La Quinta has established Level of Service D as the minimum acceptable Level of Service for its signalized intersections and roadway segments. Therefore, any signalized intersection operating at Level of Service E or F will be considered deficient. R For unsignalized intersections, the City of La Quinta has established a minimum acceptable Level of Service D at an all way stop controlled intersection and Level of Service E for a side street at a two-way stop controlled intersection (i.e., cross street stop). C. Thresholds of Significance A potentially significant project traffic impact is defined to occur at any signalized intersection if the addition of project trips would result in the Level of Service for a given intersection to exceed the criteria below: Significant Impact Criteria for Signalized Intersections Post -Project Level of Service Change in Level of Service E Either an increase in delay of 2 seconds or more (HCM) or 30 peak hour trips or more (ICU) on critical movements per lane F Either an increase in delay of 1 second or more (HCM) or 15 peak hour trips or more (ICU) on critical movements per lane A potentially significant project traffic impact at an unsignalized study intersection is defined to occur when, with the addition of project traffic, an intersection has a projected Level of Service F on a side street for two-way stop control or Level of Service E or worse for the intersection at an all -way stop controlled intersection and the addition of project traffic results in an addition of 3 seconds or more of delay for any movement. Roadway segment impacts are those defined to occur on any roadway segment if the segment is projected to be operating at Level of Service E or F with project traffic included and the peak hour V/C in the peak direction is increased by 0.02 or more by addition of project traffic at existing plus project or at project opening years. If the proposed project is forecast to result in a significant impact at a particular study intersection or roadway segment, feasible mitigation measures will be identified that to reduce the impact to a less than significant level. Mitigation measures can be in many forms, including addition of lanes, traffic control modification, or demand management measures. If no feasible mitigation measures can be identified for a significantly impacted facility, the impact will remain significant and unavoidable. 7 III. EXISTING CONDITIONS A. Existing Traffic Controls & Intersection Geometry Figure 3 identifies the existing number of through lanes, intersection traffic controls, and intersection geometry based on a field survey of the study area. Highway 111 and the 1-10 Freeway to the north provide regional access for the City of La Quinta. North -south roadways that provide local circulation for the project area include Eisenhower Drive, Avenida Bermudas, Desert Club Drive, Washington Street, and Jefferson Street. East -west roadways that provide local circulation for the project area include Avenue 50, Calle Tampico, and Avenue 52. Eisenhower Drive: This north -south four lane divided roadway is classified as a Primary Arterial (108 foot right-of-way) in the study area in the City of La Quinta General Plan Circulation Element. It currently carries approximately 9,500 to 15,500 vehicles per day in the study area. Avenida Bermudas: This north -south two lane divided to four lane undivided roadway is classified as a Secondary Arterial (102 foot right-of-way) in the study area in the City of La Quinta General Plan Circulation Element. It currently carries approximately 3,400 vehicles per day in the study area. Desert Club Drive: This north -south two lane undivided roadway is not classified in the City of La Quinta General Plan Circulation Element. It currently carries approximately 1,900 vehicles per day in the study area. Washington Street: This north -south six lane divided roadway is classified as a Major Arterial (128 foot right-of-way) in the study area in the City of La Quinta General Plan Circulation Element. It currently carries approximately 12,500 to 40,500 vehicles per day in the study area. Jefferson Street: This north -south six lane divided roadway is classified as a Major Arterial (128 foot right-of-way) in the study area in the City of La Quinta General Plan Circulation Element. It currently carries approximately 19,500 vehicles per day in the study area. Avenue 50: This east -west four lane divided roadway is classified as a Primary Arterial (108 foot right-of-way) in the study area in the City of La Quinta General Plan Circulation Element. It currently carries approximately 2,900 to 10,700 vehicles per day in the study area. Calle Tampico: This east -west two lane undivided to four lane divided roadway is classified as a Primary Arterial (108 foot right-of-way) in the study area in the City of La Quinta General Plan Circulation Element. It currently carries approximately 4,300 to 16,600 vehicles per day in the study area. Avenue 52: This east -west four lane divided roadway is classified as a Primary Arterial (108 foot right-of-way) in the study area in the City of La Quinta General Plan Circulation 8 Element. It currently carries approximately 5,800 to 15,600 vehicles per day in the study area. B. Existing Traffic Volumes Initial existing peak hour traffic volumes were determined based upon morning peak period and evening peak period intersection turning movement counts conducted in December 2015 during typical weekday conditions. Typically, there are two peak periods in a weekday; the morning peak period was counted between 7:00 AM and 9:00 AM and the evening peak period was counted between 2:30 PM and 4:30 PM. The actual peak hour within the peak period is the four consecutive 15 -minute periods with the highest total volume when all movements are added together. Thus, the weekday evening peak hour at one intersection may be 2:45 PM to 3:45 PM if those four consecutive 15 minute periods have the highest combined volume. Traffic count worksheets are provided in Appendix C. Initial peak hour traffic volumes were compared to the seasonally adjusted "existing" traffic volumes contained in the traffic impact analysis for the City of La Quinta General Plan Circulation Element Update (Iteris, May 2012) ["General Plan Update Analysis"]. The existing seasonally adjusted traffic volumes from the General Plan Update Analysis were used for this study at locations that showed higher traffic volumes compared to the turning movement counts collected in 2015. It was observed that the traffic volumes in the General Plan Update Analysis at study intersections near the Village area were approximately 1.19 times greater in the morning peak hour and approximately 1.12 times greater in the evening peak hour. Therefore, at study intersections near the Village area for which traffic volumes were not included in the General Plan Update Analysis, the existing 2015 traffic counts were increased accordingly and adjusted for reasonable flow conservation between intersections. The result of this process is a highly conservative set of baseline traffic volumes which in no case are less than recently collected traffic data or less than historical traffic data from the General Plan Update Analysis. The existing average daily traffic volumes were obtained from the 2015 Traffic Census Report prepared by the Coachella Valley Association of Governments (CVAG) and from new traffic counts collected over a 24-hour period in December 2015. Similarly, daily traffic volumes collected in December 2015 were compared to the General Plan Update Analysis. The only two locations in which daily traffic volumes shown in the General Plan Update Analysis were greater were based on estimates derived from the peak hour counts. Since the 2015 daily traffic counts were greater at all other locations, the 2015 daily traffic counts were used for this analysis. Figure 4 shows existing average daily traffic volumes. Figure 5 and Figure 6 depict the existing (seasonally adjusted) morning peak hour and evening peak hour intersection turning movement volumes used as the baseline existing conditions for this analysis. C. Existing Roadway Segment and Intersection Levels of Service Table 1 shows the roadway segment capacity analysis for existing conditions. As shown in Table 1, the study roadway segments currently operate within acceptable Levels of Service. The morning and evening peak hour Levels of Service for Existing traffic conditions have E been calculated and are shown in Table 2. As shown in Table 2, the study area intersections currently operate within acceptable Levels of Service during the peak hours for Existing traffic conditions. Existing Level of Service worksheets are provided in Appendix D. D. Citv of La Quinta General Plan Circulation Element Figure 7 shows the City of La Quinta General Plan Roadway Classifications. This figure shows the nature and extent of arterial and collector roadways that are needed to adequately serve the ultimate development designated by the Land Use Element of the General Plan. The City of La Quinta General Plan roadway cross-sections are illustrated on Figure 8. The City of La Quinta General Plan golf cart/NEV paths are illustrated on Figure 9. E. Bicvcle and Pedestrian Facilities The City of La Quinta bike paths master plan is shown on Figure 10. Existing pedestrian facilities in the project vicinity are shown on Figure 11. F. Transit Service The study area is currently served by the SunLine Transit Agency Route 70 along Washington Street. Figure 12 shows the existing SunLine bus routes in the project vicinity. 10 Table 1 Existing Roadway Segment Capacity Analysis 11 Average Volume to Maximum Daily Capacity Level Roadway Daily Traffic (V/C) of Roadway Segment Section Capacity Volume Ratio Service North of Avenue 50 4D 42,600 15,500 0.36 A Eisenhower Drive Avenue 50 to Calle Tampico 4D 42,600 12,500 0.29 A Calle Tampico to Avenida Montezuma 4D 42,600 12,200 0.29 A Avenida Montezuma to Calle Sinaloa 4D 42,600 9,500 0.22 A Avenida Bermudas Calle Tampico to Avenue 52 2D 19,000 3,400 0.18 A Desert Club Drive Calle Tampico to Avenue 52 2U 14,000 1,900 0.14 A Avenue 48 to Eisenhower Drive 6D 61,100 40,500 0.66 B Eisenhower Drive to Avenue 50 6D 61,100 26,900 0.44 A Washington Street Avenue 50 to Calle Tampico 6D 61,100 23,100 0.38 A Calle Tampico to Avenida La Fonda 6D 61,100 14,600 0.24 A Avenida La Fonda to Avenue 52 6D 61,100 12,500 0.20 A Jefferson Street Avenue 50 to Avenue 52 6D 61,100 19,500 0.32 A Eisenhower Drive to Washington Street 4D 42,600 2,900 0.07 A Avenue 50 Washington Street to Jefferson Street 4D 42,600 10,700 0.25 A Eisenhower Drive to Avenida Bermudas 4D 42,600 4,300 0.10 A Calle Tampico Avenida Bermudas to Desert Club Drive 4D 42,600 7,100 0.17 A Desert Club Drive to Washington Street 4D 42,600 16,600 0.39 A Avenida La Fonda West of Washington Street 2U 14,000 1,400 0.10 A Calle Sinaloa Eisenhower Drive to Avenida Bermudas 4D 42,600 5,800 0.14 A Avenida Bermudas to Desert Club Drive 4D 42,600 14,600 0.34 A Avenue 52 Desert Club Drive to Washington Street 4D 42,600 15,600 0.37 A Washington Street to Jefferson Street 4D 42,600 11,500 0.27 A 11 Table 2 Existing Intersection Delay and Level of Service 1 LQ = City of La Quinta; I = City of Indio Z TS = Traffic Signal; AWS = All Way Stop; RBT = Roundabout; CSS = Cross Street Stop 3 When a right turn lane is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; d = De Facto Right Turn; > = Right Turn Overlap; >> = Free Right Turn 4 Intersection delay and Level of Service (LOS) has been calculated using the following analysis software: Traffix, Version 7.9.0215. Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with traffic signal, all way stop, and roundabout yield controls. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. 12 �o Intersection Approach Lanes3 Peak Hour Northbound Southbound Eastbound Westbound 0 Traffic Delay -1-054 Intersection Contro12 L T R L T R L I T R L T R Morning Evening Eisenhower Drive (NS) at: Avenue 50 (EW) - #1 LQ TS 1 2 d 1 2 d 1 0.5 0.5 1 1 1 17.6-B 21.2-C Calle Tampico (EW) - #2 LQ TS 1 1.5 0.5 1 1.5 0.5 0 1 0 0.5 0.5 1> 22.1-C 28.3-C Avenida Montezuma (EW) - #3 LQ AWS 1 2 1>> 1 1.5 0.5 0 1 0 0.5 0.5 1 20.5-C 14.7-B Calle Sinaloa (EW) - #4 LQ I RBT 0 1 0 0 1 0 0 1 0 0 1 0 8.1-A 6.1-A Avenida Bermudas (NS) at: Calle Tampico (EW) - #5 LQ TS 1 1 1 1 0.5 0.5 1 2 d 1 2 d 27.2-C 26.7-C Calle Sinaloa/Avenue 52 (EW) - #6 LQ TS 0.5 0.5 1> 1 0.5 0.5 1 2 d 2 2 d 43.7-D 29.6-C Desert Club Drive (NS) at: Calle Tampico (EW) - #7 LQ TS 1 0.5 0.5 1.3 0.3 0.3 1 2 d 1 2 d 34.1-C 31.7-C Avenue 52 (EW) - #8 LQ TS 1 0 1 0 0.5 0.5 d 1 2 d 1 2 d 10.3-B 14.5-B Washington Street (NS) at: Avenue 48 (EW) - #9 LQ TS 0 2.5 0.5 2 3 0 0 0 0 3 0 1 23.9-C 20.1-C Eisenhower Drive (EW) - #10 LQ TS 1 3 1 1 3 1> 2.3 0.3 0.3 0 1 0 24.2-C 21.0-C Avenue 50 (EW) - #11 LQ TS 1 2.5 0.5 2 2.5 0.5 1 1.5 0.5 2 1 1> 28.6-C 23.2-C Calle Tampico (EW) - #12 LQ TS 1 2.5 0.5 1 2 1> 2.5 0.5 1 1 0.5 0.5 25.5-C 26.3-C Avenida La Fonda (EW) - #13 LQ CSS 1 3 0 1 2.5 0.5 0.5 0 0.5 0 0 0 19.4-C 18.4-C Avenue 52 (EW) - #14 LQ TS 0 1 0 1.5 0.5 2> 2 2 d 1 2 1> 22.0-C 25.0-C Jefferson Street (NS) at: Avenue 50 (EW) - #15 LQ/1 TS 1 3 1 2 3 1 1 2 1 1 1 1 32.9-C 33.4-C Avenue 52 (EW) - #16 LQ RBT 1 0 1 1>> 1 0 1 1>> 1 0 1 1>> 1 0 1 1>> I 6.5-A 7.1-A 1 LQ = City of La Quinta; I = City of Indio Z TS = Traffic Signal; AWS = All Way Stop; RBT = Roundabout; CSS = Cross Street Stop 3 When a right turn lane is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; d = De Facto Right Turn; > = Right Turn Overlap; >> = Free Right Turn 4 Intersection delay and Level of Service (LOS) has been calculated using the following analysis software: Traffix, Version 7.9.0215. Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with traffic signal, all way stop, and roundabout yield controls. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. 12 Figure 3 Existing Through Travel Lanes and Intersection Controls 0 6 e: 4D i S <-Z 4D Calle e Sinaloa 4D 4D Eisenhower Dr (NS) at Ave Montezuma (EW) 4D i Desert Club Drive I D t1 Inrn td Avenue 48 mmm td 2U. t1 0rir1 X0.5 Legend *__0 00.1 F --2 = Traffic Signal 4-2 00r-1 I` -coo 8 = All Way Stop omN 4-0 - SO P = Stop Sign 4) x " e = Yield -Control Roundabout Eisenhower Dr (NS) at Eisenhower Dr (NS) at 4 = Through Travel Lanes Avenue 50 (EW) Calle Tampico (EW) D = Divided 4) t1 Ln Lr! t1> U = Undivided -0 r4r-I 4) l ► ~1 j1 0-1� X0.5 4) j0.5 > = Right Turn Overlap 11 4)T 11 >> = Free Right Turn 11 T �► 01 T �► d = De Facto turn 0.5� cIN� 0.5� 1� nrn 0� ri0 = Intersection Reference No. 1� IN n — ---= La Quinta Village Build -Out 2� �� 2� Project Boundary 21 rI nut 2� orlo - olnLn 0� R / Avenue 50 1� d� 4D -� 00-1 d- 6D Calle Tampic 6 2U D Avenida o' La Fonda �� 6D Eisenhower Dr (NS) at Calle Sinaloa (EW) v Ave Bermudas (NS) at Ave Bermudas (NS) at Desert Club Dr (NS) at Desert Club Dr (NS) at Washington St (NS) at Calle Tampico (EW) CII Sinaloa/Ave 52 (EW) Calle Tampico (EW) I Avenue 52 (EW) I Avenue 48 (EW) Inln t1 t1 Inrn td Inrn td mmm td ruin td t1 0rir1 X0.5 rloo *__0 00.1 F --2 00-1 4-2 00r-1 4-2 -coo 4-2 omN 4-0 4) jo.5 4) jo 41'* 4-1 4) l j2 4) l j1 4) j1 4) l j3 01 �T� 01 �T� 11 4)T 11 hi 11 �1r� 11 �1r� 01 �1r� 1� IN n 0� oo -I 2� �� 2� n n n 21 rI nut 2� orlo 01 olnLn 0� r1 1� d� d� 00-1 d- oo d� 0� ni0 Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Jefferson St (NS) at Jefferson St (NS) at Eisenhower Dr (EW) Avenue 50 (EW) Calle Tampico (EW) Avenida La Fonda (EW) Avenue 52 (EW) Avenue 50 (EW) Avenue 52 (EW) t 0 rn In t 1> t 0.5 ui In t 0 n n t 1> t 1 n t 1>> riMr-I ONN 1 r-INr-I X0.5 ONr-I F0 N0r-I 2 r rnN F1 c-Ir-IOFA F1 .� 1 �► jo .� 1 4 j 2 .� 1 4 j 1 .� 1 4 jo .� 1 4 j 1 .� 1 4 j 1 .� 1 4 jo 2.31 T 11 4 T (11 2.51 T 0.51 4 T (11 21 T 11 4) T 01 4) T 0.3-♦ rl en rl 1.5 -In rn 0.5 Ln rn 0-♦ rlmo 2-♦ orlo 2-♦ rlmrl 1 or-1 A 0.3 0.5 No 1 No 0.5--,,, d 1-;?, 1»� r1 KUNZMAN ASSOCIATES, INC. OVER 40 YEARS OF EXCELLENT SERVICE 13 JN 6115 "Mom !Leo& f —5 fg 4 4'*A ZZ 9: 1440* wV9 wr IiW4 pf Avenu 50 '40 1L 11 1 W, q, Desert '�12.5 Club Drive F- - - - - - - - - - pre, 4d' 'I to Figure 5 Existing Morning Peak Hour Intersection Turning Movement Volumes ti Avenue 48 Legend O= Intersection Reference No. --- = La Quinta Village Build-Out Project Boundary Eisenhower Dr (NS) at Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) COW NmN 4-19 oa, - 4 C14 4-22 atw 20 3 20—* pro) 0� Nro c s 7� No^000 0� ^� a M WrF Avenue 50 Desert f�J Club Drive r Y i a { - `r Calle Tampico 0 Cui Avenid v Niontezum Avenida La Fonda Avenue 52 - Sinaloa a m� Eisenhower Dr (NS) at Eisenhower Dr (NS) at Ave Bermudas (NS) at Ave Bermudas (NS) at Desert Club Dr (NS) at Desert Club Dr (NS) at Washington St (NS) at Ave Montezuma (EW) Calle Sinaloa (EW) Calle Tampico (EW) CII Sinaloa/Ave 52 (EW) Calle Tampico (EW) Avenue 52 (EW) Avenue 48 (EW) o'In t10 O t33 t36 t19 M 1107 t34 ^I 1277 om r`0 � �rn cl�no 000In Om ANO 4-5 (14Nr-I 4-63 r-IOr-I *--187 0)NN 4-188 V) C14 4232 mr-I r-I 4-351 or`rn FO 4) 4-14 4) 4-112 4) 1'* 4-118 4) l 4-183 l 1* 4-61 4) 1 1* 4-15 4) l 4-451 AIA2531 T 11 � T 221 t � 261 � T (• 961 � T (• 68J .4l T (• O1 •� T (• 0� orno 191 000-1 123 o�rn 318 �mrn 131 mNrn 1147 moo 0� aNm 1m Dov v rn -''o-mv -1 001, 23� n 0� In r, 12� 3� "1a) 2� 1� 0� ,n ,D Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Jefferson St (NS) at Jefferson St (NS) at Eisenhower Dr (EW) Avenue 50 (EW) Calle Tampico (EW) Avenida La Fonda (EW) Avenue 52 (EW) Avenue 50 (EW) Avenue 52 (EW) oMv t14 00mN 1339 �Ntt t59 Nr-I t0 v 0000 1182 MNo 1189 oor` 1169 CY11,N 4-2 VLDL 4-132 NaN 4-73 toaN 4-p N0O-1 4-157 Nam 4-276 Wrn00 4-239 �l�► 4-3 ► 4-91 ► 4-41 ► 4-0 j 4-22 j l FA 4-19 7031 4, T (► 411 4) T (► 195? 4) T (► 391 4) 730? 183441 or 4) 4-♦ ocnoo 116-♦ oor-ioi 70-♦ oir-irn 0-♦ X000 384-♦ mom 196-♦ o)Nrn 191 aNN r4tO r-INr, NLnN �nW a-i Nr,N Ln 000 8� 15 --j, � r`-1 14� 00 1� 29� v165 1m-i ® KUNZMAN ASSOCIATES, INC. 1N 6115 OVER 40 YEARS OF EXCELLENT SERVICE 15 Figure 6 Existing Evening Peak Hour Intersection Turning Movement Volumes Avenue 48 Legend O= Intersection Reference No. --- = La Quinta Village Build -Out Project Boundary Eisenhower Dr (NS) at Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) o t40 r- t92 Al V Lr ... 1:TLnen 4-16 OMv 4-0 O Ln 19 � 1 "► 4-74 4 1 4 4-271 a 48 16— ,00 ,N 0� ry c s 12� r1�Ln 4.mw a WrF Avenue 50 Desert f�J Club Drive r Y i a { - `r Calle Tampico p Cui Avenid - - - v MontezumAvenida LZ La Fonda Avenue 52 1ka,Ile f `' Sinaloa m� Eisenhower Dr (NS) at Eisenhower Dr (NS) at Ave Bermudas (NS) at Ave Bermudas (NS) at Desert Club Dr (NS) at Desert Club Dr (NS) at Washington St (NS) at Ave Montezuma (EW) Calle Sinaloa (EW) Calle Tampico (EW) CII Sinaloa/Ave 52 (EW) Calle Tampico (EW) Avenue 52 (EW) Avenue 48 (EW) fiO0o rn N t43 40 00 t22 t50 r" 12051t35 O1 t39 1 r1 N v 1-11*N 4-24 LnvN 4-83 Mr`m 4-259 R*rnM 4-362 LnNr1 4-385 r`ov 4-675 0rIr1 4-0 4) 4-46 4) 4-285 4) 1'* 4-188 4) l 4-344 � l I* 4-114 4) 1 1* 02k ah J%4-7 4) l 4-530 AIA1351 � T � 01 4) 91 ) T � 201 -4) 46-0"'11 T (• 36--# -4) • 01 -4) 0� NO1N 73� 0 M 133 -100) 132 vv0 223 r`00N 431 0mN 0, 0v.� N00 1�w r-10 w0 MN0) 0)Ln 24� N 0� N 31� r1 4 M 12� 0� 0� Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Jefferson St (NS) at Jefferson St (NS) at Eisenhower Dr (EW) Avenue 50 (EW) Calle Tampico (EW) Avenida La Fonda (EW) Avenue 52 (EW) Avenue 50 (EW) Avenue 52 (EW) co t45 `"v 1218 NN t43 N t0 w M 1153 wr10) 1161 ww t178 O 1-11, MOO Nm Ln SON ONN _im000 Lnr1M 4-215 -4Moo 4-217 4-7 000) N 4-85 MLnM 4-59 awrl 4- 0 ac-IN 4-320 4) l ► 4-3 4) l ► 4-114 4) l ► 4-29 4) l 4-0 4) l 4-13 j� 4-94 4) l 4-12 5191 T �► 441 T �► 3091 T �► 721 T �► 2411 T �► 1621 T �► 371 � T �► 1-♦ MMN 95-* tDVN 110—* 0)MtD 0-♦ Ln vo 226-♦ LoLno 252-♦ I,vw 221 r`r`o) ri N r-1 00 r\ m Ol � i --I 0) r -I i--1 R* c-1 w m o0 r\ 10--j, -10 r` 46� M 39 --j, m 0� 40� w 179 1mr1 ® KUNZMAN ASSOCIATES, INC. 1N 6115 OVER 40 YEARS OF EXCELLENT SERVICE 16 Figure 7 City of La Quinta General Plan Roadway Classifications .-� Legend r r . ■ City Boundary N it YL 1 Sphere of hifllleme I -9 ccKxcs Highway 111 i r " , s �: Major Arterial (6D) Primary Arterial (41)j • A , Secondary ArtmW (4UD) awn`' Modified Secondary (21)) '•� — •■•. Collector (2UD) ar.rw '• dppa Urban Arterial (8D) _ � w a e' .e�tsss3�sfxx<�s # f i � � _ ♦ stn � r�u C 1 to 1 g e €I ' a. ka AYenuo 54 • 1 VF c r v � 2 1 iyYQl,144 S� . mrrmssm r KUNZMAN ASSOCIATES, INC. Source: City of La Quinta OVER 40 YEARS OF EXCELLENT SERVICE 17 Figure 8 City of La Quinta General Plan Roadway Cross -Sections *A, YW 80' C ollector 102' Secondary Arterial 128' Major Arterial 84' Modified Secondary Arterial 108' Primary Arterial 146' State Highway 111 1JJ lxt&g IICl14CLl ivIUJVI pJW M KUNZMAN AssocIATES, INC. Source: City of La Quinta 1N 6115 OVER 40 YEARS OF EXCELLENT SERVICE 18 sn� YW 80' C ollector 102' Secondary Arterial 128' Major Arterial 84' Modified Secondary Arterial 108' Primary Arterial 146' State Highway 111 1JJ lxt&g IICl14CLl ivIUJVI pJW M KUNZMAN AssocIATES, INC. Source: City of La Quinta 1N 6115 OVER 40 YEARS OF EXCELLENT SERVICE 18 OVER 40 YEARS OF EXCELLENT SERVICE 19 Figure 9 City of La Quinta General Plan Golf Cart/NEV Paths La Quinta Sports Complex Avenue 50 Cane Tampir—,OF IIIII�1� ��uluur.uw: ELL Avenue 52 iiuuooiumSilver RockResort nuuuu:uw �uuuw uw �mmnuum mummmi .numumuu �uuwuuuw Goff Cart/ NEV Paths nnnnuuunn Class 1 Class 2 �mumumu J Class 3 unnunmu uuuuuun wmnw� Not Permitted KLINZMANAssocIATES, INC. Source: City of La Quinta J N 6115 OVER 40 YEARS OF EXCELLENT SERVICE 19 Figure 10 City of La Quinta Bike Paths Master Plan r Legend D Class I Bicycle Paths (EmhusiveBic3v1wPedeshianLam) -I r Class II Bicycle Paths Fn-rtwmp1 Dir 41 (OnRnadBicycheLane) +■ ■ . Class III Bicycle Paths r.rwa _ (Shared FaciSofleca•) 4 pdfttpiwd tic a t ■ City Boundary r # Lv ■. ■ ■ Splhere of Infhience r # r — dp i W 44 F 1 I � Y I r i r n r r ; r + I w 7G Annwe 66 Aran • r r Y # Avonue 64 ® KUNZMAN ASSOCIATES, INC. Source: City of La Quinta 1N 6115 )VER 40 YEARS OF EXCELLENT SERVICE 20 r' P... i ' ' - - ..a :;� ' •i. ice" s.*` = � . �- �'�' r � rte. l, Imo- �►�':-tiS]I'., ^*. �K`�h.+�•� ►' ?ter. • ' f s= Rr IL it � Y VAw� •r- Ah.t. z Mif114•�' Y' zr� •hri'&"' •+r1 t. r.i 1i 1S4! #1 ` AI R`- - '! r H l.+1 •i ., �:.. _ .�., .r WWI ki. t a rw� 1w + ■� Figure 12 Existing SunLine Bus Routes Legend ■ ■ a 0 a City Boundary 0--m- Sphere of Influence SunLine Rus Route t• ■ ■ is Bus Line 111 ■ = I Bus Line 70 r_- ■ * � ' ■ Y' Vestward fin i' * ■ ■ ■ i 7 ■' r ■ Avenue 46 1 ■ ___AVghuC 44 Il 1 + 1 Fit Avenue 52 F — r r .. � t<_>trr�r r ■ I��--� �..�....� 1 � mcs 1 1 Avenue 54 1 1 ■ r — — 1 � - 1 1 y 1 c Airport Blvd j l i 1 1 1 Avenue 56 r r r �1 L Avenue 60 1_ 1 1 1 1 a 1 1 N 1 1 1 1 1 Avenue 64 . KUNZMAN ASSOCIATES, INC. Source: City of La Quinta 1N 6115 OVER 40 YEARS OF EXCELLENT SERVICE 22 IV. PROPOSED PROJECT TRIPS A. Trip Generation Trip generation rates were determined for daily trips, morning peak hour inbound and outbound trips, and evening peak hour inbound and outbound trips for the proposed land uses. The number of trips forecast to be generated by the proposed project are determined by multiplying the trip generation rates by the land use quantities. Table 3 shows the project trip generation based upon rates obtained from the Institute of Transportation Engineers, Trip Generation Manual, 9th Edition, 2012. The project trip generation shown in Table 3 accounts for the effect of internal trips resulting from the proposed mix of retail and residential land uses within the Village boundary. For example, a future resident may decide to walk to a future retail land use within the Village boundary. In this case, two vehicular trips would be reduced; one outbound trip from the residential land use and one inbound trip to the restaurant. Internal trips during the morning and evening peak hours were calculated in accordance with procedures contained in the National Cooperative Highway Research Program, Report 684, 2011. Internal daily trips were calculated in accordance with procedures contained in the Institute of Transportation Engineers, Trip Generation Manual, 9th Edition, 2012. Both the NCHRP Report 684 and Trip Generation Manual procedures take into account inbound and outbound trips forecast to be generated by the proposed land uses to determine interaction percentages, which are then discounted from the trips generated by each individual land use. Internal trip capture worksheets are provided in Appendix E. As shown in Table 3, at Interim Year (2021) conditions, the proposed project is forecast to generate a total of approximately 5,688 daily vehicle trips, 212 trips of which will occur during the morning peak hour and 352 trips of which will occur during the evening peak hour. As also shown in Table 3, at project buildout, the proposed project is forecast to generate a total of approximately 37,964 daily vehicle trips, 1,381 trips of which will occur during the morning peak hour and 2,329 trips of which will occur during the evening peak hour. B. Trip Distribution Figure 13 through Figure 18 show the retail and residential project trip distribution patterns for each of the project zones. The forecast project trip distributions were developed in consultation with City staff and based on review of existing traffic data, surrounding land uses, and the local and regional roadway facilities in the project vicinity. C. Trip Assignment Based on the identified trip generation and distributions, project average daily traffic have been calculated and shown on Figure 19. Project morning peak hour and evening peak hour intersection turning movement volumes and shown on Figure 20 and Figure 21. 23 Table 3 Project Trip Generation 1 Source: Institute of Transportation Engineers,Trip Generation Manual, 9th Edition, 2012, Land Use Categories 220 and 826/820. Z TSF = Thousand Square Feet; DU = Dwelling Units. 3 The Institute of Transportation Engineers Trip Generation Manual does not provide a morning peak hour trip generation rate for Specialty Retail land use; therefore, the morning peak hour trip generation rate the Shopping Center land use (820) was utilized ° Internal trips during the AM and PM peak hour were calculated in accordance with procedures contained in the National Cooperative Highway Research Program, Report 684, 2011. Internal daily trips were calculated in accordance with procedures contained in the Institute of Transportation Engineers, Trip Generation Manual, 9th Edition, 2012. 24 Peak Hour' Morning Evening Inbound Outbound Total Inbound Outbound I Total Land Use Quantity Unitsz Daily Trip Generation Rates Specialty Retail3 TSF 0.60 0.36 0.96 1.19 1.52 2.71 44.32 Multi -Family Residential DU 0.10 0.41 0.51 0.40 0.22 0.62 6.65 Trips Generated at Interim 120.0 TSF 72 43 115 143 182 325 5,318 Specialty Retail Internal Trips° -1 0 -1 -11 -36 -47 -745 Subtotal 1 1 71 43 114 132 146 278 4,573 Multi -Family Residential 195 DU 20 79 99 78 43 121 1,297 Internal Trips° 0 -1 -1 -36 -11 -47 -182 Subtotal 20 78 98 42 32 74 1,115 Percent Internal 1% 1% 1% 21% 21% 21% 14% Total Interim Year Trip Generation 91 121 212 174 178 352 5,688 Trips Generated at Buildout 800.0 TSF 480 288 768 952 1,216 2,168 35,456 Specialty Retail Internal Trips -5 -2 -7 -75 -226 -301 -4,609 Subtotal 1 475 286 761 8771 990 1,867 30,847 Multi -Family Residential 1,230 DU 123 504 627 492 271 763 8,180 Internal Trips° -2 -5 -7 -226 -75 -301 -1,063 Subtotal 121 499 620 266 196 462 7,117 Percent Internal 100 1% 1% 21% 20% 21% 130o Total Buildout Trip Generation 596 7851 1,381 1,1431 1,1861 2,3291 37,964 1 Source: Institute of Transportation Engineers,Trip Generation Manual, 9th Edition, 2012, Land Use Categories 220 and 826/820. Z TSF = Thousand Square Feet; DU = Dwelling Units. 3 The Institute of Transportation Engineers Trip Generation Manual does not provide a morning peak hour trip generation rate for Specialty Retail land use; therefore, the morning peak hour trip generation rate the Shopping Center land use (820) was utilized ° Internal trips during the AM and PM peak hour were calculated in accordance with procedures contained in the National Cooperative Highway Research Program, Report 684, 2011. Internal daily trips were calculated in accordance with procedures contained in the Institute of Transportation Engineers, Trip Generation Manual, 9th Edition, 2012. 24 . s [�3 a.ww�► Z'. •I,TI. raw•`+ %Z-4.. f i1r rw� yK� �a �aa3 '741ra.a�p('t Atkwv Im --.--- •ter-�.-- .—.,,.._ _;__.. _ . 1 ' . . Jv:%iise''ifi� ��^�: s sry .• ...�,=`.-`=r_ _ s 1 �` 4-•''�"W+, �- 'cs,'nl ��i�1i' - �_��lg',l+yAi%Y"'94e� , yah � '• :' OIL h3�y *"ra x Z '>t-7 'e iy J• - art �p .: � �f r .fir c m •- ., .: :+• h • i i T •M!r a_A Lt r•• rrrwr►r yA1 i•� H'l it�w . s e .t,��� L E i Desert Club Drive :..Fri/+1�ya .- Ii �.: ►jltp �i?y�GGi+L6f: • ril ga t;r• e+ q »%K$Iazur.a1;::1RY.7uPaaYgry .�._.. ... �' t I ti it 2L.Mr -I • AV, w V -;- ro'vEii ti} o� J! k VAL Aft ir Desert Club Drive ti — L� - - - - - - - - - - I 2L �Mr -I AV, V J! k VAL Aft ir De sert c lub Drive e 4 w? ---------- L-4 aas �Sr� ' '�; TT.i. �Vps' urcar�µ ► i`+r�. _ ,�l► w}t�� Iro-.•"r�'# -�. ' � a'r �f'� r� '-ir � ]= r � • �kti k 01, �V ' 1 -• seri - '�34,y� }, ANA • x ;r r cm• -- •- P �Wiy� . t r' 41 :, YrrwNryA1 ■` Desert Club Drive :..Frrwstiya ._ I: FtP,�a,P ���i �GGi+L6+�• rC Sv Vfi I: PF �- n", to t . s �$"'�.wN��----- � MMS. -'_•� - •�Ym-- .—.-,iY-� �•=`-:�i�-��6 =�—y p: siva= i Mw �M}' Jv:%iise''ifi� srr �'�' o♦'ti� �ri cz.n ;��ia1 AijY'94e� ' �"��Vps�' � urcar��µ ► i`+�.� � �r�. _ _r ,�l► w}t�� ��' - �.•"r�'#� -�. a' � �f.� r� '-ir � ]= r � • �kti k � X75., f��t .__ ir Y'JJ�-iar.IF� ;r r cm•-- .... a n -T` r.. =•d::..:..- - 0 A-7— F - t ` f .�� qVI `- !r,-P'k .. •,'.n.► rrrwr►r yr iDesert Club 4R V ,yt -` 5 ..Frrq.,yya ._ � FY►S�+A'r;'�? c�erre�ur.ee,:. C r ` y'Y .*4` t L%K$IaTW:ur.a1;::1RY.7uPaaYgry ..�.PT If19 r�..>i`3 7 ' 9 to t Ar 4A, ov ............ 17 U ir f�ariy Qf. qwl -CIE Desert �z t;v� L Club Drive w ti 41 L ...................... ..... ...... . I ,, A_<t to �4 6 JIM Aw �V, - - 16 All if J! "AAML..r VAL Aft It. )0.2/1.5 LI NOM/0.1 A . . . . . . . . . . all, Desert )0.2jl.6 Club Drive I Figure 20 Project Morning Peak Hour Intersection Turning Movement Volumes Avenue 48 Legend O= Intersection Reference No. --- = La Quinta Village Build -Out Project Boundary Eisenhower Dr (NS) at Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) ONO 4-O omN 4-03 Ln .� 1 4 j2a tw v 0 0� LU Avenue 50 Desert f�J Club Drive i a { - `r Calle Tampico p Cui Avenid - - - 1 - - w v Niontezum Avenida La Fonda Avenue 52 - Sinaloa m� Eisenhower Dr (NS) at Eisenhower Dr (NS) at Ave Bermudas (NS) at Ave Bermudas (NS) at Desert Club Dr (NS) at Desert Club Dr (NS) at Washington St (NS) at Ave Montezuma (EW) Calle Sinaloa (EW) Calle Tampico (EW) CII Sinaloa/Ave 52 (EW) Calle Tampico (EW) Avenue 52 (EW) Avenue 48 (EW) t5Lo t0 vo0N t60 �nmm t9 a m r, m 4-1 t83 �onQ1i 4-94 0�0 4-0 0) -40 4- 25 r-� N �--I 4-46 N V N 4-12 � 0 --i 4-144 4) 4-5 4) 4-12 4 1 '► 4-52 4)j � 4-0 j 1► hk Aft4-79 4 j 1* 4-0 j 1* 4-54 AIA12� �T� 15? 4) 23J 4)T 42J hid 23? 4) 20J �1(• 0J )t(► 2� ou�oo 42� or`o 105 Uor".� 20� opo 285 oo.1 23� o00 0� 000� 0� m 0� NN 10� vo0 0� r` 0� � 0- 0- m`n Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Jefferson St (NS) at Jefferson St (NS) at Eisenhower Dr (EW) Avenue 50 (EW) Calle Tampico (EW) Avenida La Fonda (EW) Avenue 52 (EW) Avenue 50 (EW) Avenue 52 (EW) t0 rn t0 , t0 �, t0 O t35 t0 t0 o�0 4-0 0"10 4-1 Noo 4-48 ono 4-0 00L0 4-33 mN0 4-36 Noo 4-42 '4) l 1► 4-0 4) l ► 4-69 4) l ► 4-0 4) l 1 4-0 4) l 4-0 4) j 4-0 4) l 4-0 0- 4)T(1, 0- �T(� 492? 0- 4)T()- 0? �T(� 56? 8 4)t(* 0-* 0r-40 4-♦ otow 29-* moo 0-* Nrn0 51-♦ 000 64� 0000 89� aoo 0� m 0 mr-i 52� "' 8� `" 0� 0 14� N ® KUNZMAN ASSOCIATES, INC. 1N 6115 OVER 40 YEARS OF EXCELLENT SERVICE 32 Figure 21 Project Evening Peak Hour Intersection Turning Movement Volumes Avenue 48 Legend O= Intersection Reference No. --- = La Quinta Village Build -Out Project Boundary Eisenhower Dr (NS) at Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) .. t0 CD t46 0 C F0 0ID� F0 O �, `• � 1 �► 4- 2 4) ► 4- 97 tw N 00� LU Avenue 50 Desert f�J Club Drive i a { - `r Calle Tampico p Cui Avenid - - - 1 - - w v Niontezum Avenida La Fonda Avenue 52 - Sinaloa m� Eisenhower Dr (NS) at Eisenhower Dr (NS) at Ave Bermudas (NS) at Ave Bermudas (NS) at Desert Club Dr (NS) at Desert Club Dr (NS) at Washington St (NS) at Ave Montezuma (EW) Calle Sinaloa (EW) Calle Tampico (EW) CII Sinaloa/Ave 52 (EW) Calle Tampico (EW) Avenue 52 (EW) Avenue 48 (EW) t6 t0 ``I 1119 O) t18 `-I 1162 t47 00 t0 .Z11rn N tD 0) r, rl 00 -* tD rn � m rn a N I, ID *--4 mrno X88 �orn.1 4-125 00r -I r -I 4-43 vow 4-296 vov 4-18 0N0 4-0 4) 4-16 4) 4-43 4) 4-101 4) l I* 4-0 11* 4-153 4) 11* 4-0 4) l 4-101 ArA ah22294378J� T (• 43? -4) 38_41 4) 0J -4) 4� orna 78� o000 109 IIDN 380No 281 ool" 16� 000 0� ol,rn 0� iD 0� u,m 19� Natio 0--,17.1 0: Ln � 0� 0- N� Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Jefferson St (NS) at Jefferson St (NS) at Eisenhower Dr (EW) Avenue 50 (EW) Calle Tampico (EW) Avenida La Fonda (EW) Avenue 52 (EW) Avenue 50 (EW) Avenue 52 (EW) v t0 t0 rn t0 t0 I� t68 o t0 t0 omo 0 omo +--2 voo egg owo 0 OOLD X64 wao X71 aoo X84 4) l ► 4-0 4) l ► 4-135 4) l ► 4-0 4) l 4 j1* 4-0 4) l 4-0 01 41 t (1, 0- �l T (� 479? T (� 0- �l T (� 0? �l T (� 66? T (� 3� t (� 0OLno 2--► ounm 99-♦ moo 0amo 65 000 69-* omo 79aoo 0� m 0� M.m-i 64� �° 3� `D 0 0 50� v ® KUNZMAN ASSOCIATES, INC. 1N 6115 OVER 40 YEARS OF EXCELLENT SERVICE 33 V. FUTURE TRAFFIC VOLUMES A. Method of Prosection To assess future traffic conditions, existing traffic is combined with project traffic, ambient growth, and other development. The Interim Year for analysis purposes in this report is 2021 and the General Plan buildout year is 2035. The City of La Quinta Traffic Model was used to develop background and General Plan buildout traffic volumes. 1. Other Development A City-wide cumulative project summary report showing currently approved, under construction, and pending developments was provided by City staff. Appendix F contains the cumulative project summary report as well as project location and trip generation data for the other developments. 2. City of La Quinta Traffic Model To derive background and General Plan Buildout traffic volumes, the City of La Quinta Traffic Model was used. The long-range traffic volume forecasts have been determined using the growth increment approach on the Year 2009 and Year 2035 traffic volume forecasts. This difference defines the growth in traffic over the 26 year period. The incremental growth in traffic volume has been factored to reflect the forecast growth between existing traffic volumes (Year 2015) and Year 2035. For this purpose, linear growth between the Year 2009 base condition and the forecast Year 2035 condition was assumed. Since the increment between existing Year 2015 and Year 2035 is 20 years of the 26 year time frame, a factor of 0.77 (i.e., 20/26) was used. The average daily traffic forecasts for General Plan Buildout Without Project were also checked for consistency with the forecasts contained in the City of La Quinta General Plan. To derive morning and evening peak hour intersection turning movement volumes, the traffic growth forecasts were further refined using a spreadsheet program developed by the Federal Highway Administration and consistent with traffic forecasting procedures outlined in the National Cooperative Highway Research Program Report 255. The spreadsheet program uses a linear programming algorithm to calculate future individual turning movements based on the relationship of existing intersection turning movements and forecast model growth by approach. The forecast turning movements developed by the spreadsheet program were reviewed for reasonableness and adjusted as necessary to ensure that traffic growth increased by at least ten percent. The end results of the post -processing procedures described are future traffic volumes typically suitable for analysis. Similar to the comparison process used to establish existing conditions, the initial post - processed traffic volumes were compared to the General Plan Year 2035 forecasts contained in the General Plan Update Analysis. Traffic volumes from the General Plan Update Analysis were used at intersections where the total traffic volume was greater 34 than the post -processed forecasts. Finally, the intersection traffic volumes were adjusted for reasonable flow conservation between intersections. The City of La Quinta Traffic Model data is provided in Appendix G. The growth increment calculations and post -processed intersection turning movement volume worksheets are provided in Appendix H. Since the City of La Quinta Traffic Model assumes buildout of the City in accordance with the General Plan land use designations, the traffic forecasts contained in the traffic model already include some development within the project boundary. Based on the socioeconomic inputs for the project zones, it is estimated that the traffic model accounts for approximately 220,051 square feet of commercial development. Therefore, forecasts for the net project trip generation compared to the traffic model data are used to derive General Plan Buildout With Project traffic volumes. Table 4 shows the net project trip generation compared to the City of La Quinta Traffic Model data based on the currently adopted General Plan. B. Future Traffic Volumes 1. Existine Plus Proiect Traffic Volumes The traffic volumes for Existing Plus Project conditions have been derived by adding the project -generated trips to existing traffic volumes. Existing Plus Project average daily traffic volumes are shown on Figure 22. Existing Plus Project morning peak hour and evening peak hour intersection turning movement volumes are shown on Figure 23 and Figure 24. 2. Interim Year Without Proiect Traffic Volumes The traffic volumes for Interim Year conditions have been derived by prorating the General Plan Buildout traffic volumes to the Interim Year and adding trips generated by other developments. Interim Year Without Project average daily traffic volumes are shown on Figure 25. Interim Year Without Project morning peak hour and evening peak hour intersection turning movement volumes are shown on Figure 26 and Figure 27. 4. Interim Year With Proiect Traffic Volumes The traffic volumes for Interim Year With Project conditions have been derived by adding trips generated by the proposed project to Interim Year Without Project traffic volumes. Interim Year With Project average daily traffic volumes are shown on Figure 28. Interim Year With Project morning peak hour and evening peak hour intersection turning movement volumes are shown on Figure 29 and Figure 30. 5. General Plan Buildout Without Prosect Traffic Volumes To derive General Plan Buildout Without Project traffic volumes, the City of La Quinta Traffic Model was used as previously described. General Plan Buildout Without Project 35 average daily traffic volumes are shown on Figure 31. General Plan Buildout Without Project morning peak hour and evening peak hour intersection turning movement volumes are shown on Figure 32 and Figure 33. 6. General Plan Buildout With Proiect Traffic Volumes To derive General Plan Buildout With Project traffic volumes, project trips were added to General Plan Buildout Without Project traffic volumes. General Plan Buildout With Project average daily traffic volumes are shown on Figure 34. General Plan Buildout With Project morning peak hour and evening peak hour intersection turning movement volumes are shown on Figure 35 and Figure 36. 36 Table 4 Net Project Trip Generation For General Plan Buildout Analysis 1 Source: Institute of Transportation Engineers, Trip Generation Manual, 9th Edition, 2012, Land Use Categories 220 and 826/820. Z TSF = Thousand Square Feet; DU = Dwelling Units. s The Institute of Transportation Engineers Trip Generation Manual does not provide morning peak hour trip generation rates for the specialty retail land use; therefore, the morning peak hour trip generation rate the shopping center land use (820) was utilized. ° Internal trips during the AM and PM peak hour were calculated in accordance with procedures contained in the National Cooperative Highway Research Program, Report 684, 2011. Internal daily trips were calculated in accordance with procedures contained in the Institute of Transportation Engineers, Trip Generation Manual, 9th Edition, 2012. 37 Peak Hour' Morning Evening Inbound Outbound I Total Inbound Outbound Total Land Use Quantity Unitsz Daily Trip Generation Rates Specialty Retail3 TSF 0.60 0.36 0.96 1.19 1.52 2.71 44.32 Multi -Family Residential DU 0.10 0.41 0.51 0.40 0.22 0.62 6.65 Traffic Model/Current General Plan 220.0511 TSF 132 791 211 262 3341 596 9,753 Specialty Retail Proposed Village Build -Out Plan 960.711 TSF 576 346 922 1,143 1,461 2,604 42,579 Specialty Retail Internal Trips° -5 -2 -7 -90 -226 -316 -4,684 Subtotal 571 344 915 1,053 1,235 2,288 37,895 Multi -Family Residential 1,230 DU 123 504 627 492 271 763 8,180 Internal Trips4 -2 -5 -7 -226 -90 -316 -900 Subtotal 121 499 620 266 181 447 7,280 Percent Internal 1% 1% 1% 19% 18% 19% 11% Total per Proposed Village Build -Out Plan 692 843 1,535 1,319 1,416 2,735 45,175 Net Trip Generation for General Plan Build -Out 439 265 704 791 901 1,692 28,142 Specialty Retail Multi -Family Residential 121 4991 6201 266 181 4477,280 Total Net Trip Generation 1 5601 7641 1,3241 1,057 1,082 2,139 35,422 1 Source: Institute of Transportation Engineers, Trip Generation Manual, 9th Edition, 2012, Land Use Categories 220 and 826/820. Z TSF = Thousand Square Feet; DU = Dwelling Units. s The Institute of Transportation Engineers Trip Generation Manual does not provide morning peak hour trip generation rates for the specialty retail land use; therefore, the morning peak hour trip generation rate the shopping center land use (820) was utilized. ° Internal trips during the AM and PM peak hour were calculated in accordance with procedures contained in the National Cooperative Highway Research Program, Report 684, 2011. Internal daily trips were calculated in accordance with procedures contained in the Institute of Transportation Engineers, Trip Generation Manual, 9th Edition, 2012. 37 ci ZN.,;W PIP, I A A n v Desert '14.1 Club Drive 10.3 17.9 �3 9.. Ito. low", to I:: Figure 23 Existing Plus Project Morning Peak Hour Intersection Turning Movement Volumes Avenue 48 �614„S, _A Avenue 50 Legend t0 t33 O= Intersection Reference No. --- = La Quinta Village Build -Out Project Boundary N 1277 Eisenhower Dr (NS) at Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) 1D t43 M t84 ONmN X19 rIO1n 2 4)l► 4-61 ► 4-166 4)l20 4-376 3 20 7 0 0� ^O 4-0 4) 1 �► Desert t : �... t�',,�rrne�i.� . • - ,F I k'Club Drive r.,r yww.p >,4Fy• .ir'iwdo Lii: k nue I/ 31 • �. T aIle _ Sinaloa ' -0 0) m� Eisenhower Dr (NS) at Eisenhower Dr (NS) at Ave Bermudas (NS) at Ave Bermudas (NS) at Desert Club Dr (NS) at Desert Club Dr (NS) at Washington St (NS) at Ave Montezuma (EW) I Calle Sinaloa (EW) Calle Tampico (EW) CII Sinaloa/Ave 52 (EW) Calle Tampico (EW) I Avenue 52 (EW) Avenue 48 (EW) `D`D t15 t0 t33 v t96 t28 0 1190 t58 N 1277 �Nm H6 mN,r—� X88 N�� X233 mLoLn 4-200 O)Lnm 4-376 Ln�� 4-360 000Ln 4-0 4) 1 �► 4-19 4) 1 �► 91h 4-124 4) 1 '► AA 4-170 4) j 4-183 4) j ah 4-140 4) j 1* 4-15 • 4) j 07505 265 T (• 161 � T (• 451 t (• 681 � t (• 1191 T (• 881 � T (• 01 � T (• 2� ovoo 233 oLnr1 228 1000 0 338 rlv0) 416 mN1.O 1170 rloo 0� oon 23� cin Ln 0� 0) l0 In r, 22� V V n r1 3� .--I n .--I r10) 2� rl 01 Ln r1 1� ci 0� r -I N OLD Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Jefferson St (NS) at r1i Jefferson St (NS) at Eisenhower Dr (EW) Avenue 50 (EW) Calle Tampico (EW) Avenida La Fonda (EW) Avenue 52 (EW) Avenue 50 (EW) Avenue 52 (EW) r, (n t14 oLn 1339 N01 t59 O t0 o ZT 1217 `0 1189 I`I t169 o In v MMN +--2 OO M N a00"1 X133 IO N: 1* 1* X121 N 1, to1*N *__0 � N00N F190 10 M "I Nar1 X312 N 0 1, Wmoo F281 4) l ► 4-3 4) l ► 4-160 4) -41 4) l I* 4-0 4) l 4-22 4 11* 4-54 4) l I* 4-19 703 411 4)T(1, 687? 4)T(1, 391 4) (11 730? 4)T(1, 239? 4)T(1, 521 4) 4 o Ln oo 120--* oo r, Ln 99 N r1 0) 0 tD r1 o 435-* mom 260-* moo) 280--* v N N 1 J 15 r1 �1 0) 64 lO Ln N 1,, 22 Ln 0 0) 1 29 N 00 N a 179 n o oo8 rIMr1 KUNZMAN ASSOCIATES, INC. OVER 40 YEARS OF EXCELLENT SERVICE 39 J N 6115 Figure 24 Existing Plus Project Evening Peak Hour Intersection Turning Movement Volumes - i - Avenue 48 Legend O= Intersection Reference No. --- = La Quinta Village Build -Out Project Boundary Desert Eisenhower Dr (NS) at Club �{ Aw Calle Tampico (EW) l�y�ly 1 t40 n i - W, 2 -W X16 4' *__0 4) 1 �► Sinaloa Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) Desert Club Dr (NS) at t40 Ave Montezuma (EW) 1138 �Ln� TTLnM X16 m� _A Avenue 50 Avenue 52'. Eisenhower Dr (NS) at Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) Desert Club Dr (NS) at t40 Ave Montezuma (EW) 1138 �Ln� TTLnM X16 Ln* 0M00 *__0 4) 1 �► 4-76 �► 4) 1481 4-368 ,Dory t39 ro 16� 12� �� 0� 4� LD 0) 1184 TT t97 00 InnN 1205 IL W Eisenhower Dr (NS) at Eisenhower Dr (NS) at Ave Bermudas (NS) at Ave Bermudas (NS) at Desert Club Dr (NS) at Desert Club Dr (NS) at Washington St (NS) at Ave Montezuma (EW) Calle Sinaloa (EW) Calle Tampico (EW) CII Sinaloa/Ave 52 (EW) Calle Tampico (EW) Avenue 52 (EW) Avenue 48 (EW) Myt41 Ln t39 TT00 1162 (n 00 t58 LD 0) 1184 TT t97 00 InnN 1205 io N Ln 00 H 28 TT 000 00 N TT H 171 Dov � ,1 00 ,1* -- 384 NTT]••I c -i N Ln F 405 0^tD � N N *--681 -1 C4 X693 0 -*� �0 4) 4-62 4) ► 4-328 4) 1'* AIA 4-289 4) j 1* 10, 4-344 h 4) j 1* ah 4-267 4) j 1* 4-7 . 4) j I* V631 1571 � T (� 29? � T (� 521 t (• 98--#""4) T (� 891 T (� 741Alk 41 T (� 01 � T (� 4� Nvlo 151 ov.1 242 nto-1 170 vL00 504 r`000) 447 oMN 0� 0"10 24� N Ln r -I m 0� N O M]� 50� l0 0) .1 N 4 , 0) O ]gym 12� M N TT N 0� 0� 1-41.0 1Tt Ln -4 Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Jefferson St (NS) at Jefferson St (NS) at Eisenhower Dr (EW) Avenue 50 (EW) Calle Tampico (EW) Avenida La Fonda (EW) Avenue 52 (EW) Avenue 50 (EW) Avenue 52 (EW) '\000 t45 0)TT1218 `-"" t43 1D t0 `o 0 1221 ^"n 0) 1161 OLD 1178 OTTI- ]� Ln 1-4 +--7]� 7 MNO N 0087 X NMLn 00LnM X 147 TTLDN TTlo"I �0 ONO) TTr -IN F384 OOM 00 Ln �� X �Mpp X301 4) l ► 4-3 4) l ► 4-249 4) l ► 4-29 4) l I* 4-0 4) l 4-13 4) j 4-94 4) l 4-12 4 5191 �T(► IV 441 4)T(► QV 788? 4) T(► 721 4)T(► 241? 4)T(► 228? 4)T(► 401 4)T(► 1-♦ M 0o N 97—* LD o) Ln 209—* N M LD 0—* o) r` o 291-♦ to Ln o 321-♦ r, r` w 300-0- "1 r` o) 10� i TT i J 15 --j, Ln o :1N 110--j,,1M 0 0) TT 42� Ln TT 0� . _I TT"I W 40LD 229 00 00 r` ]1Mr-i KUNZMAN ASSOCIATES, INC. OVER 40 YEARS OF EXCELLENT SERVICE 40 J N 6115 3 4 _-Of �4"6v 6 its Aw, Ar Maas A. 4•6;, zl;� 4 'V 1, 9: 'r '�p 000 LL Desert '14.2 Club Drive to Figure 26 Interim Year Without Project Morning Peak Hour Intersection Turning Movement Volumes Avenue 48 Legend O= Intersection Reference No. --- = La Quinta Village Build -Out Project Boundary Desert Eisenhower Dr (NS) at Club �{ Aw Calle Tampico (EW) l�y�ly 1 t64 n i - W, 2 -W 4-20 4' 4-4 �l�► Sinaloa Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) M t64 Ave Montezuma (EW) t75 r- en RTLn 4-20 m� _A Avenue 50 Avenue 52'. Eisenhower Dr (NS) at Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) M t64 Ave Montezuma (EW) t75 r- en RTLn 4-20 r4 en 4-4 �l�► 4-69 �l�► 4-143 t11 t44 ary 21� 7� NCO 0� 0� ^lD r1i 1285 ]�v ]1 N O 4- 5 W Eisenhower Dr (NS) at Eisenhower Dr (NS) at Ave Bermudas (NS) at Ave Bermudas (NS) at Desert Club Dr (NS) at Desert Club Dr (NS) at Washington St (NS) at Ave Montezuma (EW) Calle Sinaloa (EW) Calle Tampico (EW) CII Sinaloa/Ave 52 (EW) Calle Tampico (EW) Avenue 52 (EW) Avenue 48 (EW) �`^ t11 00 t44 t37 t20 `� t113 t45 r1i 1285 ]�v ]1 N O 4- 5 rnrno N N N *--72 �••I O �••I 4-194 .mm 4-201 00L;N 4-240 ��M 4-395 O LD 4-0 4) 4-16 4) 4-120 4)1'* 4-126 4) l 4-215 4) l 4-71 4) 11* 4-18 . 4) 11 4-476 272 1]1 1 1W 1 23 (1- 32 10 0 (1,0 t 204 LPI 334 MOON 1217 c100 0 OO)N tD 0 V * O 15 3 , 2 1O)W 1 0 0-i24 -1 Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Jefferson St (NS) at Jefferson St (NS) at Eisenhower Dr (EW) Avenue 50 (EW) Calle Tampico (EW) Avenida La Fonda (EW) Avenue 52 (EW) Avenue 50 (EW) Avenue 52 (EW) v"1oo t15 1412 m,t,IN t72 t0 1396 �-4 1296 000000 1373 a0)N 4-2 rnr,o VI,N 4-142 NLoM 4-78 w" wLON 4-0 I0Or1i N -1M 4-189 NQl]••I 4-381 r-inr-I 4-338 � l 1* 4-3 4) l ► 4-107 4) l ► 4-48 4) l I* 4-0 4) j 4-37 4) j 4-108 Al 4) l 4-55 4 8121 �T�► IV 421 4)T(► 244? 4) QV T(► 421 4)T(► 787? 4)T(► V T(► 221? 4) 651 4) 4 -♦ o to oo 150 oo o Ln 77--* w to m 0 w o o 443—* to m es 277—* tD rn r` 261 v Lo ti 18--j, N N 2215� to N O 11-1 M c•I M 17--j,9-1 Ln M 14--j, 'i 1� M .•i Ln O Ln 49� m 228 oo,* Ln ciLnN KUNZMAN ASSOCIATES, INC. OVER 40 YEARS OF EXCELLENT SERVICE 42 J N 6115 Figure 27 Interim Year Without Project Evening Peak Hour Intersection Turning Movement Volumes - i - Avenue 48 Legend O= Intersection Reference No. --- = La Quinta Village Build -Out Project Boundary Desert Eisenhower Dr (NS) at Avenue �{ Aw Calle Tampico (EW) l�y�ly 1 Washington St (NS) at n i - W, 2 -W X16 4' *__0 4)l► Sinaloa Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) `ot77 Washington St (NS) at v t98 Ln�r, X16 m� _A Avenue 50 Avenue 52'. Eisenhower Dr (NS) at Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) `ot77 Washington St (NS) at v t98 Ln�r, X16 Oma *__0 4)l► j90 ► 4)l62 j285 `� t42 rnry 2 T 16� 12 mow 0� 8� v� -1aN tomes F408 Q1 ]1 now 4-763 w�T 0r -I r -I 4-0 4) 4- 50 IL W Eisenhower Dr (NS) at Eisenhower Dr (NS) at Ave Bermudas (NS) at Ave Bermudas (NS) at Desert Club Dr (NS) at Desert Club Dr (NS) at Washington St (NS) at Ave Montezuma (EW) Calle Sinaloa (EW) Calle Tampico (EW) CII Sinaloa/Ave 52 (EW) Calle Tampico (EW) Avenue 52 (EW) Avenue 48 (EW) ^'^ t37 `� t50 t44 `� t42 0 t24 t70 0�"D t214 oIn NaN H25 oaw wvN H98 N r- Mr`M 4--276 Ln Lnr-IM F385 -1aN tomes F408 Q1 ]1 now 4-763 w�T 0r -I r -I 4-0 4) 4- 50 4) 4- 300 4) 1'* 4-200 AIA 4) 4- 1 `424 A% 4) j 4-138 Aft 4) 4- 1*L4-10 4) j V612 1431 T ( 11 T (� 91 � T (� 34--,# - T 51? � T ( 421 4) t (11 01 T 0� MOON 84� o �N 139 r`ow 139 uiunm 249 00vm 495 Owl 0� o�_q N ]-i 25� m dt r` 0� N V ]-i .-i 37� 1 r` r` 5rn m M .--I 12� 1 0� a --I M 0� I.,.n r -I Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Jefferson St (NS) at Jefferson St (NS) at Eisenhower Dr (EW) Avenue 50 (EW) Calle Tampico (EW) Avenida La Fonda (EW) Avenue 52 (EW) Avenue 50 (EW) Avenue 52 (EW) o0oo t49 *" t345 coo t56 m t0 0) O 1422 torr`°`-' 1235 011,]1 1354 In r,r-iM +__g ,n 00r-iM X110 Moore X68 0001N a00r-I *__0 h000) aNv F411 w]• -i0 r -i r-iM X379 Owl NOON F363 � l 1* 4-3 4) l ► 4-143 4) l ► 4-33 4) 4- I* j0 4) j 4-42 4) l 4-194 4) l FA 4-50 4 6601 T (► IV 471 41 t (1,358? 4) Ov t (1,761 4) T (► 298? 4) t (0-254? 4) t (► OF 581 4) T (► 1-01 ]••ION 137-* r-o� 120-* o1r-io1 0-* r`No 264-* wr-iM 402-* Na••lo 317 01wLn M OO r 4 21� 7t 01 M 01 15� -, Ln c•I Ln 59� r` c•I N 40� n M N 0� 01 In N 82� rlrl c•I r, r, 309 NhN KUNZMAN ASSOCIATES, INC. OVER 40 YEARS OF EXCELLENT SERVICE 43 J N 6115 XP - _410 H 3 604- oeS 4 i-ga, -Afta" 0 Ar ' mm -W �Ixm kNacYllul t - f k, 4"k L j i. PIP k 4,4w: Ir L .......... Desert '14.4 Club Drive F---------- ", WgIlt Lit Figure 29 Interim Year With Project Morning Peak Hour Intersection Turning Movement Volumes Avenue 48 Legend O= Intersection Reference No. --- = La Quinta Village Build -Out Project Boundary Desert Eisenhower Dr (NS) at Club �{ Aw Calle Tampico (EW) l�y�ly 1 t64 n i - W, 2 -W X20 4' *--4 � 1 �► Sinaloa Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) ID t64 cT t77 mor-MVLn X20 m� _A Avenue 50 Avenue 52'. Eisenhower Dr (NS) at Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) ID t64 cT t77 mor-MVLn X20 r4 *--4 � 1 �► 4- 70 � 1 �► 4-147 t12 ,Dory t46 �r 21� 7� Np�pO 0� 0� ^^ v 1285 riZT riNO �6 IL W Eisenhower Dr (NS) at Eisenhower Dr (NS) at Ave Bermudas (NS) at Ave Bermudas (NS) at Desert Club Dr (NS) at Desert Club Dr (NS) at Washington St (NS) at Ave Montezuma (EW) Calle Sinaloa (EW) Calle Tampico (EW) CII Sinaloa/Ave 52 (EW) Calle Tampico (EW) Avenue 52 (EW) Avenue 48 (EW) Ln WD t12 0 t44 t46 t21 1126 t49 v 1285 riZT riNO �6 oa0 mNN X75 M O r•I1*N X201 201 en C4 4-203 0)01M 00LnN 4-263 CO -1 �M X397 00 o-1ID 4-0 4) 4-16 4) 4-121 4) 1 '► 4-135 4) j I* 4-215 4) j I* 4-83 4 j 1* 4-18 4) j I* 4-484 2741 31 271 4) t (1- 381 ) 108? ) 761 ) 01 4) t (1, 0 210 o o I:t r -I oo n 1220 ri o o 0 000 ci lD W L!1 0 V -1 17 � ri 3 00 ri a1 2 -j, -' 0)00 0 IDN24 ri ID Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Jefferson St (NS) at Jefferson St (NS) at Eisenhower Dr (EW) Avenue 50 (EW) Calle Tampico (EW) Avenida La Fonda (EW) Avenue 52 (EW) Avenue 50 (EW) Avenue 52 (EW) I,o t15 000 1412 ID"t t72 N t0 rn 01 1402 ^I ID In 1296 vNv 1373 X000 C riN �2 0100 VOON X142 r, NN NIDM X85 lON ID IDN �0 IDNID NriM F194 I,ri00 N0)r•I X387 00^� X345 � l 1* 4-3 4) l ► 4-118 4) l ► 4-48 4) l I* 4-0 4) j 1 4-37 4) j 4-108 4) l 4-55 8121 � T �► 421 4) T (► 3201 4) 421 4) T (► 7871 4 2301 4) 661 4) 4 -♦ o Ln oo 150—* oo ri m 82--* ri ID m 0 ID ID o 451-♦ Io m ri 287—* 0 o r` 275—* oo ID ri 18� N 00 2Jo W 00 N 15� Jri rim 25� ori 15 --j, Lfl M ri 1� m ri Ln ri Ln 49� m 230--j,riLnN oo,* Ln KUNZMAN ASSOCIATES, INC. OVER 40 YEARS OF EXCELLENT SERVICE 45 J N 6115 Figure 30 Interim Year With Project Evening Peak Hour Intersection Turning Movement Volumes - i - Avenue 48 Legend O= Intersection Reference No. --- = La Quinta Village Build -Out Project Boundary Desert Eisenhower Dr (NS) at Club �{ Aw Calle Tampico (EW) l�y�ly 1 t 77 n i - W, 2 -W X16 4' 0 4)l► Sinaloa Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) Desert Club Dr (NS) at t 77 ` 1105 r`io Ln�0r` X16 m� _A Avenue 50 Avenue 52'. Eisenhower Dr (NS) at Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) Desert Club Dr (NS) at t 77 ` 1105 r`io Ln�0r` X16 00In Orn n 0 4)l► j91 ► 4)l62 j299 t45 rnr� 2 ry 16� 12� rI��D 0� 8� moo oo a v tDM� 4-454 n rn OOOLO 4-765 r` tt 0�� 4-0 4) 1 4- 52 IL W Eisenhower Dr (NS) at Eisenhower Dr (NS) at Ave Bermudas (NS) at Ave Bermudas (NS) at Desert Club Dr (NS) at Desert Club Dr (NS) at Washington St (NS) at Ave Montezuma (EW) Calle Sinaloa (EW) Calle Tampico (EW) CII Sinaloa/Ave 52 (EW) Calle Tampico (EW) Avenue 52 (EW) Avenue 48 (EW) `n 00 t38 `1 t50 t62 t45 `n t49 t77 iVt0 1214 0 WD NaM X26 In In (D %D C4 X112 0) rl T MNLn *--295 OO M 0) 12"1M 4-392 oo a v tDM� 4-454 n rn OOOLO 4-765 r` tt 0�� 4-0 4) 1 4- 52 4) 4- 307 4) 1'* 4-216 AIA 4) 4- 1 `424 0A 4) j 4-162 Aft 4 4- 1* 4-10 4) j V627 J% 51 T 1461 -41 T (� 161 41 T (� 461 41 1 (� 581 � l !� 471 t� 01 � t� 1 __,7 M O0 � 96 � o 0o r` 156 o rn N 144, In In cn 293 oo v n 497 0 tD � 0, o v l-1 NN 25� M dtn 0� N LnNM 40� -I 01P 5� M MMM 12� -I 0� �� 0� r`Ln Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Jefferson St (NS) at Jefferson St (NS) at Eisenhower Dr (EW) Avenue 50 (EW) Calle Tampico (EW) Avenida La Fonda (EW) Avenue 52 (EW) Avenue 50 (EW) Avenue 52 (EW) ZT NLnoo t49 co t345 OOH t56 M t0 0) ]� t433 ^^`-' t235 01-]-I 1354 h rlM +__g �0v oo rlM X110 In r -i *oo rn X82 GOO N a0, r1 *__0 I� 00 0 aN V1 F421 I� "I O r -i -1M X390 "I lD � NOON F376 4) 4-3 4) '* 4-164 4) l ► 4-33 4) 4- I* j0 4) j I* 4-42 4) j I* 4-194 4) l 4-50 6601 4)T �► IV 471 41 t (0, 431? 4) IV t (0, 761 4) IV t (► 298? 4) t (0, 264? 4) IV t (► IF 591 4) T �► 1-4, rl 0 N 137-* r` I, v 134 a) rl o) 0-* oo N o 274-* to rI M 412-* N rl o 329 Ln tD Ln M M ri 21� n moo"i 15� rlrl %D c•I rn 68� n c•I M 41� n M N 0� 0) In N 82� r1 -I N I, r, 317--j,NI�N KUNZMAN ASSOCIATES, INC. OVER 40 YEARS OF EXCELLENT SERVICE 46 J N 6115 Soy= �4"6v 6 its Aw, T. Ar Maas A. 4•6;, zl;� 4 'V 1, 9: 'r '�p 000 .1 PIP, AAL Aft. �,U J. t 1L 11 1 W, 4 Desert 'A5.3 Club Drive to Figure 32 General Plan Buildout Without Project Morning Peak Hour Intersection Turning Movement Volumes Avenue 48 Legend O= Intersection Reference No. --- = La Quinta Village Build-Out Project Boundary Eisenhower Dr (NS) at Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) t87 r- t84 rl Ln rnrn0) 4-21 NNM 4 O ,. �, `• � l �► 4- 66 � l �► 4-152 atw22� oroo 0� ario c s 8� mMrn 0� miD a M WrF Ar Avenue 50 Desert f�J Club Drive i a { - `r Calle Tampico p Cui Avenid - - - v Montezum Avenida La Fonda Avenue 52 /17 �- Ile f `' Sinaloa m� Eisenhower Dr (NS) at Eisenhower Dr (NS) at Ave Bermudas (NS) at Ave Bermudas (NS) at Desert Club Dr (NS) at Desert Club Dr (NS) at Washington St (NS) at Ave Montezuma (EW) Calle Sinaloa (EW) Calle Tampico (EW) CII Sinaloa/Ave 52 (EW) Calle Tampico (EW) Avenue 52 (EW) Avenue 48 (EW) O°' t11 en t48 t40 t29 co 1r1i118 t38 °r' 1279 NLn OrnO N ONM X219 �LON X281 Lnc-Ir^-I X416 0"100 �0 c-INO �6 mNN X70 r10�--I X206 4) 4-123 4) 1'* 4-158 4) l 4- 222 l 1* A% ah4-67 4) 4-18 4 l� V479 h AIA278 T 11 � T 321 T 291 � T (• 1121 - T 791 T (• 01 T (• 0� Amo 216- ornrn 141 m -I n 354 Nm -I 156 nrlo 1323 Arlo 0� om -I .--� 01 N Ln Ln O ci ci r-I c-I O Ln ci Ln O 25� Ln 0� LD r1 22� r1 3� rIo 2� cI 1� 0� m1- Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Jefferson St (NS) at Jefferson St (NS) at Eisenhower Dr (EW) Avenue 50 (EW) Calle Tampico (EW) Avenida La Fonda (EW) Avenue 52 (EW) Avenue 50 (EW) Avenue 52 (EW) In Ln t 14 v r1 1605 ^ m *-91 m t 0 M 00 1916 00 ^ M 1461 W N `° "-568 00Nr1 morn �-iM X31 M�O �0 N00M X245 Mem X534 Mem X565 aorlN �3 Vc-IN X136 4)l ► j-168 4-70 �l1* 4-0 4)l j-293 4-60 11551 8237? 01 ► 7461441031 �T�► 3-* v Ln t D 28-* I, rI o 55 Ln N 01 0-* r -.D o 579-* a Ln 00 321-♦ oo rI m 519-0. Ln x100 N 00 ri w n r-I Ln Ln n N M r., Ln r-I Ln N Ln W 10� 3� n —I 16� ter, 38� 15� 50� N i 621 vLD ® KUNZMAN ASSOCIATES, INC. JIN 6115 OVER 40 YEARS OF EXCELLENT SERVICE 48 Figure 33 General Plan Buildout Without Project Evening Peak Hour Intersection Turning Movement Volumes Avenue 48 Legend O= Intersection Reference No. --- = La Quinta Village Build -Out Project Boundary Desert Eisenhower Dr (NS) at Club �{ Aw Calle Tampico (EW) l�y�ly 1 1126 n i - W, 2 -W *__ 18 4' 0 .) 1 4 Sinaloa Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) Desert Club Dr (NS) at 1126 -1r1 t63 rlLn0 001, ]—I *__ 18 m� _A Avenue 50 Avenue 52'. Eisenhower Dr (NS) at Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) Desert Club Dr (NS) at 1126 -1r1 t63 rlLn0 001, ]—I *__ 18 O 10 N 0 .) 1 4 4-81 4 .) 193 4-2s2 O1 t51 O t25 1 100 18� 13� Orr` N�tfl 0� 4� ^v a 0 N tDMr-i X458 00 0) r,oq X875 M V1 0Nr-I *__0 4) 4-55 IL W Eisenhower Dr (NS) at Eisenhower Dr (NS) at Ave Bermudas (NS) at Ave Bermudas (NS) at Desert Club Dr (NS) at Desert Club Dr (NS) at Washington St (NS) at Ave Montezuma (EW) Calle Sinaloa (EW) Calle Tampico (EW) CII Sinaloa/Ave 52 (EW) Calle Tampico (EW) Avenue 52 (EW) Avenue 48 (EW) 53 en t99 t52 O1 t51 O t25 t65 OM 1D t259 1D M N1DM X27 O Ln O rnun-q X103 V rn00-q *--290 00 r•I O Rt -":1' X463 a 0 N tDMr-i X458 00 0) r,oq X875 M V1 0Nr-I *__0 4) 4-55 � 1 �► 4-314 AN 4 1 '► 4-211 AIA 4) j 4-439 02k 4) 4- 1* 4-125 ah 4) 4- 1*L4-12 4) j 4-860 203 T (• 191 � T (• 101 T (• 231 � T (• 571 � T (• 411 - t (• 01 � T (• 0� -ION 93 . oao0) 161 oorirn 152 1Dmri 287 ��� 492 o1D� 0� ornoo Mri 30� In O1D 0� v r] -IN 34� r,v 6� m -4rno 13� 0- MOl 0� Ln t0 Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Jefferson St (NS) at Jefferson St (NS) at Eisenhower Dr (EW) Avenue 50 (EW) Calle Tampico (EW) Avenida La Fonda (EW) Avenue 52 (EW) Avenue 50 (EW) Avenue 52 (EW) ov t27 cn t632 00 gcnn t47 � t0 r` O 1922 1O0Q) 1285 "i r-4 t567 M 001D ]—Ir -IM +--5 r, r -I r -I r-IrilD X32 I n ]-I Ql MriM X65 r -I N ari0 +-0 C M N a 00 F498 O) 1D M Nr•I q F565 In In N Nr•IM F894 4) l 1► 4-2 4) l ► 4-258 4) l ► 4-51 4) l I* 4-0 4) l 4-107 4) l 4-458 4) j 4-38 FA 11201 281 342?4)T(► 01 4)t(► 266? �T(► 192? �T(► 0 681 �T(► 1--* rnON 111 N1DN 121-* vrn0 0 a0)0 274 r,InN 585 No"1 627 rnr`N M 0)r•I 18� O 00N 8� Z * al-*Ol 90� NN � N 1D lD 5� %.0007OO 122 -1 JM V70)0 636 Ina) -I KUNZMAN ASSOCIATES, INC. OVER 40 YEARS OF EXCELLENT SERVICE 49 J N 6115 I ON 71 ---------- pre, - - - - - Desert Club Drive ,16.8 to Figure 35 General Plan Buildout With Project Morning Peak Hour Intersection Turning Movement Volumes Avenue 48 Legend O= Intersection Reference No. --- = La Quinta Village Build -Out Project Boundary Desert Eisenhower Dr (NS) at Club �{ Aw Calle Tampico (EW) l�y�ly 1 t87 n i - W, 2 -W X21 4' *--4 4)l► Sinaloa Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) Desert Club Dr (NS) at t87 o t 96 0,00^ LnLnrn X21 m� _A Avenue 50 Avenue 52'. Eisenhower Dr (NS) at Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) Desert Club Dr (NS) at t87 o t 96 0,00^ LnLnrn X21 ma NNrn *--4 4)l► _67 ► 4)l33 _178 r- (n t16 3 t48 22 8� m�o 0� 0� arrn �o 1197 t61 ]4 IL W Eisenhower Dr (NS) at Eisenhower Dr (NS) at Ave Bermudas (NS) at Ave Bermudas (NS) at Desert Club Dr (NS) at Desert Club Dr (NS) at Washington St (NS) at Ave Montezuma (EW) Calle Sinaloa (EW) Calle Tampico (EW) CII Sinaloa/Ave 52 (EW) Calle Tampico (EW) Avenue 52 (EW) Avenue 48 (EW) r- (n t16 00 t48 `� t97 t37 1197 t61 ]4 1279 Nn riNm �7 rnrpo mNN X94 Ln(DN ^INS *--249 arno mLD� X230 r`�i�M X418 tD�v X424 0 00 �0 4) 1 1 4-19 4) 4-134 4) 1'* AIAah _ 207 4) j _ 222 4) 4- 1* 4-142 4) j 4-18 L 4) j J% V529 289 ) T (• 151 � T (• 541 t (• 681 " T (• 134? ) T (• 981 T (• 01 � T (• 2� riLn� 255 oov 242 rnvv 373- Nrnri 436 Lnrioo 1345 ririo 0� ornN 25� ci N 0� Ln r, WD 31� Lr1 V 00 ri 3� n ri rio r -I 2� ri O Ln riri .-i 1� 0� r, Ln NIS rn Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Jefferson St (NS) at Jefferson St (NS) at Eisenhower Dr (EW) Avenue 50 (EW) Calle Tampico (EW) Avenida La Fonda (EW) Avenue 52 (EW) Avenue 50 (EW) Avenue 52 (EW) ,.0 t14 r4 co 1605 nm t91 r4 oNo t0 m I� t949 0�m t461 °o'`D"`° t568 rnvri 00 riN +--3 Lr1N ll1 1*r1N X137 IDDM mrim X75 rn0 00 ri0 0 N rn N 00 00 F276 N T n en r -i en X568 Ori00 ^ r-ico X605 4) _2 _233 _70 � l '► _0 1* _39 _293 _60 11551 4, T (0-81 4) T (0-722? 4) 01 �4) 746? 4) T (1,199? 4) 1111 4) 3 vNID 32-+ r`N� 82-+ wNrn 0-+ rnr-0 629 aLnoo 384-* oornm 607-+ r,rioo 10� N lD ao 3� ri Ln 00 -1 r4 67� -1 Ln Ln vri ri 46� I, Ln ci 15� M ri Ln ri Ln 50� Nri ci 634 1* Ln lD vLD KUNZMAN ASSOCIATES, INC. OVER 40 YEARS OF EXCELLENT SERVICE 51 J N 6115 Figure 36 General Plan Buildout With Project Evening Peak Hour Intersection Turning Movement Volumes Avenue 48 Legend O= Intersection Reference No. --- = La Quinta Village Build -Out Project Boundary Desert Eisenhower Dr (NS) at Club �{ Aw Calle Tampico (EW) l�y�ly 1 t126 n i - W, 2 -W 18 4' 0 4) 1 Sinaloa Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) Desert Club Dr (NS) at t126 Nn Calle Sinaloa (EW) r,�o 00 1, ri 18 m� _A Avenue 50 Avenue 52'. Eisenhower Dr (NS) at Eisenhower Dr (NS) at Avenue 50 (EW) Calle Tampico (EW) Desert Club Dr (NS) at t126 Nn Calle Sinaloa (EW) r,�o 00 1, ri 18 1104 O Lo Ln 0 4) 1 52 (EW) �► 4) 193 4-370 0,0 t58 1 T� 18� 13� orrn rN^Ln 0� 4� t68 00 0 1176 ^r t108 IL W Eisenhower Dr (NS) at Eisenhower Dr (NS) at Ave Bermudas (NS) at Ave Bermudas (NS) at Desert Club Dr (NS) at Desert Club Dr (NS) at Washington St (NS) at Ave Montezuma (EW) Calle Sinaloa (EW) Calle Tampico (EW) CII Sinaloa/Ave 52 (EW) Calle Tampico (EW) Avenue 52 (EW) Avenue 48 (EW) 0,0 t58 Ola t99 0 1165 00� t68 00 0 1176 ^r t108 L0O D 1259 000 N�oo X31 ri00 riLov X183 00MLn ��� X406 N1NLn ciN<n X502 OON 4-737 -i 1-10 0) 4-892 Ln 0r-4- FO 4) 1 4-69 � 1 �► 4-353 4) 1'* 4-305 4) 4- 1 4-439 4) 4- 1* Aft. 4-267 4) 4- 1* 4-12 4) j 4-952 451 � T (• 222 � T (• 491 -4l T (• 931 t (• 961 -4l T (• 751 � T (• 01 � T (• 3 ri 00 un 163 o m m 262 r` 0i v 186 LD rV ci 551 ci r -I l0 507 o Lo 4- 0 � o r` oo 30� MLD ci In 0� Ln0 t—I 51- ID OON �, 6� 01� rim 13� SMI N 0� 0� X0) I.I� Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Washington St (NS) at Jefferson St (NS) at Jefferson St (NS) at Eisenhower Dr (EW) Avenue 50 (EW) Calle Tampico (EW) Avenida La Fonda (EW) Avenue 52 (EW) Avenue 50 (EW) Avenue 52 (EW) 0 r,M t27 1632 Nmrn t47 t0 vM00 1986 oom 1285 InInN 1567 1-1 t0 ]•i[Vm +--5 r, Inn r -I riciLD X34 00r1m X144 ciN wci0 F0 a 00 F558 LLnn L00 en iv F631 Nr-iM F974 4) 4-2 4) l ► 4-384 4) l ► 4-51 4) l I* 4-0 4 11* 4-107 4) l 4-458 4) j 4-38 11201 � T (► 281 4) T (► 792? 4) 01 4) 266? 4) T (► 253? 4) T (0, 711 4) 1—+ Lnr,N 113-♦ Noow 211—* mLno 0—* 00000 334—* r,LnN 650 Nmri 701 rnr`N � m0)._I m 8 � end oo Ln 149 Lnarn -1 95 � CN 00 J 5 � LOW 122 %.000 ci J m 681 00)018 LD m ci KUNZMAN ASSOCIATES, INC. OVER 40 YEARS OF EXCELLENT SERVICE 52 J N 6115 VI. FUTURE LEVELS OF SERVICE A. Future Intersection Delay and Level of Service Detailed delay and Level of Service calculation worksheets for each of the following analysis scenarios are provided in Appendix I. 1. Existing Plus Prosect Levels of Service Table 5 shows the roadway segment capacity analysis for Existing Plus Project traffic conditions based on existing lane geometry. As shown in Table 5, the study area roadway segments are projected to operate within acceptable Levels of Service for Existing Plus Project traffic conditions. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study area roadway segments for Existing Plus Project traffic conditions. Table 6 shows intersection delay and Level of Service for Existing Plus Project traffic conditions based on existing lane geometry. As shown in Table 6, the study area intersections are projected to operate within acceptable Levels of Service during the peak hours for Existing Plus Project traffic conditions. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study intersections for Existing Plus Project traffic conditions. 2. Interim Year Without Proiect Levels of Service Table 7 shows the roadway segment capacity analysis for Interim Year Without Project traffic conditions based on existing lane geometry. As shown in Table 7, the study area roadway segments are projected to operate within acceptable Levels of Service for Interim Year Without Project traffic conditions. Table 8 shows intersection delay and Level of Service for Interim Year Without Project traffic conditions based on existing lane geometry. As shown in Table 6, the study area intersections are projected to operate within acceptable Levels of Service during the peak hours for Interim Year Without Project traffic conditions, with the exception of the following study intersections: ■ Washington Street/Avenida La Fonda (#13) (Level of Service E during the evening peak hour); and ■ Jefferson Street/Avenue 52 (#16) (Level of Service F during both morning and evening peak hours). 3. Interim Year With Prosect Levels of Service Table 9 shows the roadway segment capacity analysis for Interim Year With Project traffic conditions based on existing lane geometry. As shown in Table 9, the study area roadway segments are projected to operate within acceptable Levels of Service for 53 Interim Year With Project traffic conditions. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study area roadway segments for Interim Year With Project traffic conditions. Table 10 shows intersection delay and Level of Service for Interim Year With Project traffic conditions based on existing lane geometry. As shown in Table 10, the study area intersections are projected to operate within acceptable Levels of Service during the peak hours for Interim Year With Project traffic conditions with the exception of the following study intersections: ■ Washington Street/Avenida La Fonda (#13) (Level of Service E during the evening peak hour); and ■ Jefferson Street/Avenue 52 (#16) (Level of Service F during both morning and evening peak hours). The following mitigation measures are recommended for Interim Year With Project traffic conditions: Mitigation Measure 1 Washington Street/Avenida La Fonda (#13): Construct a raised "worm" median to allow northbound left -turns and restrict eastbound left -turns. Mitigation Measure 2 Jefferson Street/Avenue 52 (#16): Reconstruct the existing roundabout to provide two circulating lanes and two entry lanes at the northbound and southbound approaches. The new two lane roundabout should be constructed with consideration for conversion to a three lane roundabout by General Plan Buildout conditions. As shown in Table 10, the study area intersections are projected to operate within acceptable Levels of Service during the peak hours for Interim Year With Project traffic conditions with implementation of Mitigation Measures 1 and 2. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study intersections for Interim Year With Project traffic conditions with implementation of Mitigation Measures 1 and 2. 4. General Plan Buildout Without Project Levels of Service (With Current General Plan Circulation Network) In accordance with the City of La Quinta traffic study guidelines, General Plan buildout conditions assumes the roadway network identified in the current General Plan Circulation Element. Table 11 shows the roadway segment capacity analysis for General Plan Buildout Without Project traffic conditions based on the roadway improvements identified in the current General Plan Circulation Element. As shown in Table 11, the study area roadway segments are projected to operate within acceptable Levels of Service for 54 General Plan Buildout Without Project traffic conditions, with the exception of Washington Street between Avenue 48 and Eisenhower Drive which is forecast to operate at Level of Service E. The forecast roadway segment deficiency at Washington Street between Avenue 48 and Eisenhower Drive is identified as a special focus area in the City's General Plan Circulation Element. Table 12 shows intersection delay and Level of Service for General Plan Buildout Without Project traffic conditions based on the roadway improvements identified in the General Plan Circulation Element. As shown in Table 12, the study area intersections are projected to operate within acceptable Levels of Service during the peak hours for General Plan Buildout Without Project traffic conditions. 5. General Plan Buildout With Proiect Level of Service (With Current General Plan Circulation Network) Table 13 shows the roadway segment capacity analysis for General Plan Buildout With Project traffic conditions based on the roadway improvements identified in the current General Plan Circulation Element. As shown in Table 13, the study area roadway segments are projected to operate within acceptable Levels of Service for General Plan Buildout With Project traffic conditions, with the exception of the following roadway segments: ■ Washington Street between Avenue 48 and Eisenhower Drive (Level of Service F); and ■ Calle Tampico between Desert Club Drive and Washington Street (Level of Service Q. Improvements that would help reduce, but not fully mitigate, the identified roadway segment impacts are discussed in the following section regarding the Village Buildout Circulation Plan. Since the roadway segment impacts would not be fully mitigated, the proposed project is forecast to result in a potentially significant and unavoidable traffic impact at Washington Street between Avenue 48 and Eisenhower Drive and Calle Tampico between Desert Club Drive and Washington Street for General Plan Buildout With Project conditions. Table 14 shows intersection delay and Level of Service for General Plan Buildout With Project traffic conditions based on the roadway improvements identified in the current General Plan Circulation Element. As shown in Table 14, the study area intersections are projected to operate within acceptable Levels of Service during the peak hours for General Plan Buildout With Project traffic conditions, with the exception of the Eisenhower Drive/Avenida Montezuma intersection which is forecast to operate at Level of Service F during the evening peak hour. The following mitigation measure is recommended for General Plan Buildout With Project traffic conditions: 55 Mitigation Measure 3 Eisenhower Drive/Avenida Montezuma (#3): Convert Eisenhower Drive/Avenida Montezuma from an all -way stop control to a yield -controlled roundabout. As shown in Table 14, the study area intersections are projected to operate within acceptable Levels of Service during the peak hours for General Plan Buildout With Project traffic conditions with implementation of Mitigation Measure 3. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study intersections for General Plan Buildout With Project traffic conditions with implementation of Mitigation Measure 3. B. Exclusive Turn Lane Recommendations The City's traffic study guidelines recommend dual left -turn lanes where the movement is forecast to exceed 250 vehicles per peak hour and exclusive right -turn lanes where the movement is forecast to exceed 200 vehicles per peak hour. Based on these criteria, the following circulation improvements are recommended for the current General Plan Circulation Network in addition to the roadway improvements identified in the current General Plan Circulation Element: ■ Eisenhower Drive/Calle Tampico (#2): Construct one additional westbound left -turn lane to provide dual left -turn lanes. ■ Avenida Bermudas/Calle Tampico (#5): Construct one additional westbound left -turn lane. ■ Desert Club Drive/Calle Tampico (#7): Construct one exclusive northbound right -turn lane and one additional westbound left -turn lane. ■ Washington Street/Avenue 48 (#9): Construct one exclusive northbound right -turn lane. ■ Washington Street/Avenue 52 (#14): Construct one additional eastbound left -turn lane to provide triple left -turn lanes. Provide one additional southbound left -turn lane to provide triple left -turn lanes. These recommendations are not required based on the City's Level of Service and Thresholds of Significance criteria, but are recommended in accordance with the City's traffic study guidelines. It should be noted, exclusive lane improvements may not be feasible at the following intersections due to right-of-way constraints: Eisenhower Drive/Calle Tampico (#2), Eisenhower Drive/Avenida Montezuma (#3), Avenida Bermudas/Calle Tampico (#5), Desert Club Drive/Calle Tampico (#7). The proposed Village Buildout Circulation Plan shown in the following section provides alternative traffic controls at these locations that would eliminate the need for exclusive lanes. 56 Table 5 Existing Plus Project Roadway Segment Capacity Analysis 57 Average Volume to Maximum Daily Capacity Level Roadway Daily Traffic (V/C) of Roadway Segment Section Capacity Volume Ratio Service North of Avenue 50 4D 42,600 17,000 0.40 A Eisenhower Drive Avenue 50 to Calle Tampico 4D 42,600 14,100 0.33 A Calle Tampico to Avenida Montezuma 4D 42,600 15,400 0.36 A Avenida Montezuma to Calle Sinaloa 4D 42,600 12,300 0.29 A Avenida Bermudas Calle Tampico to Avenue 52 2D 19,000 11,300 0.59 A Desert Club Drive Calle Tampico to Avenue 52 2U 14,000 6,900 0.49 A Avenue 48 to Eisenhower Drive 6D 61,100 51,300 0.84 D Eisenhower Drive to Avenue 50 6D 61,100 39,200 0.64 B Washington Street Avenue 50 to Calle Tampico 6D 61,100 39,800 0.65 B Calle Tampico to Avenida La Fonda 6D 61,100 16,700 0.27 A Avenida La Fonda to Avenue 52 6D 61,100 14,700 0.24 A Jefferson Street Avenue 50 to Avenue 52 6D 61,100 19,600 0.32 A Eisenhower Drive to Washington Street 4D 42,600 3,000 0.07 A Avenue 50 Washington Street to Jefferson Street 4D 42,600 15,100 0.35 A Eisenhower Drive to Avenida Bermudas 4D 42,600 10,300 0.24 A Calle Tampico Avenida Bermudas to Desert Club Drive 4D 42,600 17,900 0.42 A Desert Club Drive to Washington Street 4D 42,600 37,500 0.88 D Avenida La Fonda West of Washington Street 2U 14,000 1,500 0.11 A Calle Sinaloa Eisenhower Drive to Avenida Bermudas 4D 42,600 9,900 0.23 A Avenida Bermudas to Desert Club Drive 4D 42,600 16,500 0.39 A Avenue 52 Desert Club Drive to Washington Street 4D 42,600 17,700 0.42 A Washington Street to Jefferson Street 4D 42,600 15,800 0.37 A 57 Table 6 Existing Plus Project Intersection Delay and Level of Service 1 LQ = City of La Quinta; I = City of Indio Z TS = Traffic Signal; AWS = All Way Stop; RBT = Roundabout; CSS = Cross Street Stop 3 When a right turn lane is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; d = De Facto Right Turn; > = Right Turn Overlap; >> = Free Right Turn 4 Intersection delay and Level of Service (LOS) has been calculated using the following analysis software: Traffix, Version 7.9.0215. Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with traffic signal, all way stop, and roundabout yield controls. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. 58 �o Intersection Approach Lanes3 Peak Hour Northbound Southbound Eastbound Westbound 0 Traffic Delay -1-054 Intersection Contro12 L T R L T R L I T R L T R Morning Evening Eisenhower Drive (NS) at: Avenue 50 (EW) - #1 LQ TS 1 2 d 1 2 d 1 0.5 0.5 1 1 1 17.5-B 20.6-C Calle Tampico (EW) - #2 LQ TS 1 1.5 0.5 1 1.5 0.5 0 1 0 0.5 0.5 1> 23.9-C 30.8-C Avenida Montezuma (EW) - #3 LQ AWS 1 2 1>> 1 1.5 0.5 0 1 0 0.5 0.5 1 24.1-C 19.6-C Calle Sinaloa (EW) - #4 LQ I RBT 0 1 0 0 1 0 0 1 0 0 1 0 10.0-A 8.4-A Avenida Bermudas (NS) at: Calle Tampico (EW) - #5 LQ TS 1 1 1 1 0.5 0.5 1 2 d 1 2 d 27.6-C 27.2-C Calle Sinaloa/Avenue 52 (EW) - #6 LQ TS 0.5 0.5 1> 1 0.5 0.5 1 2 d 2 2 d 46.8-D 35.5-D Desert Club Drive (NS) at: Calle Tampico (EW) - #7 LQ TS 1 0.5 0.5 1.3 0.3 0.3 1 2 d 1 2 d 40.7-D 39.0-D Avenue 52 (EW) - #8 LQ TS 1 0 1 0 0.5 0.5 d 1 2 d 1 2 d 11.9-B 18.9-B Washington Street (NS) at: Avenue 48 (EW) - #9 LQ TS 0 2.5 0.5 2 3 0 0 0 0 3 0 1 27.8-C 19.8-B Eisenhower Drive (EW) - #10 LQ TS 1 3 1 1 3 1> 2.3 0.3 0.3 0 1 0 24.2-C 20.4-C Avenue 50 (EW) - #11 LQ TS 1 2.5 0.5 2 2.5 0.5 1 1.5 0.5 2 1 1> 28.5-C 23.2-C Calle Tampico (EW) - #12 LQ TS 1 2.5 0.5 1 2 1> 2.5 0.5 1 1 0.5 0.5 30.0-C 33.4-C Avenida La Fonda (EW) - #13 LQ CSS 1 3 0 1 2.5 0.5 0.5 0 0.5 0 0 0 20.2-C 21.1-C Avenue 52 (EW) - #14 LQ TS 0 1 0 1.5 0.5 2> 2 2 d 1 2 1> 23.7-C 25.1-C Jefferson Street (NS) at: Avenue 50 (EW) - #15 LQ/1 TS 1 3 1 2 3 1 1 2 1 1 1 1 34.6-C 34.8-C Avenue 52 (EW) - #16 LQ RBT 1 0 1 1>> 1 0 1 1>> 1 0 1 1>> 1 0 1 1>> I 7.4-A I 8.6-A 1 LQ = City of La Quinta; I = City of Indio Z TS = Traffic Signal; AWS = All Way Stop; RBT = Roundabout; CSS = Cross Street Stop 3 When a right turn lane is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; d = De Facto Right Turn; > = Right Turn Overlap; >> = Free Right Turn 4 Intersection delay and Level of Service (LOS) has been calculated using the following analysis software: Traffix, Version 7.9.0215. Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with traffic signal, all way stop, and roundabout yield controls. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. 58 Table 7 Interim Year Without Project Roadway Segment Capacity Analysis 59 Average Volume to Maximum Daily Capacity Level Roadway Daily Traffic (V/C) of Roadway Segment Section Capacity Volume Ratio Service North of Avenue 50 4D 42,600 18,200 0.43 A Eisenhower Drive Avenue 50 to Calle Tampico 4D 42,600 14,200 0.33 A Calle Tampico to Avenida Montezuma 4D 42,600 12,800 0.30 A Avenida Montezuma to Calle Sinaloa 4D 42,600 9,800 0.23 A Avenida Bermudas Calle Tampico to Avenue 52 2D 19,000 4,100 0.22 A Desert Club Drive Calle Tampico to Avenue 52 2U 14,000 2,700 0.19 A Avenue 48 to Eisenhower Drive 6D 61,100 52,500 0.86 D Eisenhower Drive to Avenue 50 6D 61,100 36,400 0.60 A Washington Street Avenue 50 to Calle Tampico 6D 61,100 31,800 0.52 A Calle Tampico to Avenida La Fonda 6D 61,100 21,800 0.36 A Avenida La Fonda to Avenue 52 6D 61,100 19,600 0.32 A Jefferson Street Avenue 50 to Avenue 52 6D 61,100 26,600 0.44 A Eisenhower Drive to Washington Street 4D 42,600 4,500 0.11 A Avenue 50 Washington Street to Jefferson Street 4D 42,600 17,800 0.42 A Eisenhower Drive to Avenida Bermudas 4D 42,600 4,600 0.11 A Calle Tampico Avenida Bermudas to Desert Club Drive 4D 42,600 8,100 0.19 A Desert Club Drive to Washington Street 4D 42,600 18,800 0.44 A Avenida La Fonda West of Washington Street 2U 14,000 1,500 0.11 A Calle Sinaloa Eisenhower Drive to Avenida Bermudas 4D 42,600 6,400 0.15 A Avenida Bermudas to Desert Club Drive 4D 42,600 16,900 0.40 A Avenue 52 Desert Club Drive to Washington Street 4D 42,600 18,100 0.42 A Washington Street to Jefferson Street 4D 42,600 18,700 0.44 A 59 Table 8 Interim Year Without Project Intersection Delay and level of Service 1 LQ = City of La Quinta; I = City of Indio Z TS = Traffic Signal; AWS = All Way Stop; RBT = Roundabout; CSS = Cross Street Stop 3 When a right turn lane is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; d = De Facto Right Turn; > = Right Turn Overlap; >> = Free Right Turn 4 Intersection delay and Level of Service (LOS) has been calculated using the following analysis software: Traffix, Version 7.9.0215. Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with traffic signal, all way stop, and roundabout yield controls. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. m �o Intersection Approach Lanes3 Peak Hour Northbound Southbound Eastbound Westbound 0 Traffic Delay -1-054 Intersection Contro12 L T R L T R L I T R L T R Morning Evening Eisenhower Drive (NS) at: Avenue 50 (EW) - #1 LQ TS 1 2 d 1 2 d 1 0.5 0.5 1 1 1 18.8-B 22.8-C Calle Tampico (EW) - #2 LQ TS 1 1.5 0.5 1 1.5 0.5 0 1 0 0.5 0.5 1> 22.5-C 28.5-C Avenida Montezuma (EW) - #3 LQ AWS 1 2 1>> 1 1.5 0.5 0 1 0 0.5 0.5 1 23.2-C 16.2-C Calle Sinaloa (EW) - #4 LQ I RBT 0 1 0 0 1 0 0 1 0 0 1 0 8.8-A 6.6-A Avenida Bermudas (NS) at: Calle Tampico (EW) - #5 LQ TS 1 1 1 1 0.5 0.5 1 2 d 1 2 d 27.3-C 26.6-C Calle Sinaloa/Avenue 52 (EW) - #6 LQ TS 0.5 0.5 1> 1 0.5 0.5 1 2 d 2 2 d 45.6-D 29.7-C Desert Club Drive (NS) at: Calle Tampico (EW) - #7 LQ TS 1 0.5 0.5 1.3 0.3 0.3 1 2 d 1 2 d 35.1-D 32.9-C Avenue 52 (EW) - #8 LQ TS 1 0 1 0 0.5 0.5 d 1 2 d 1 2 d 10.7-B 14.3-B Washington Street (NS) at: Avenue 48 (EW) - #9 LQ TS 0 2.5 0.5 2 3 0 0 0 0 3 0 1 29.8-C 19.6-B Eisenhower Drive (EW) - #10 LQ TS 1 3 1 1 3 1> 2.3 0.3 0.3 0 1 0 25.5-C 21.8-C Avenue 50 (EW) - #11 LQ TS 1 2.5 0.5 2 2.5 0.5 1 1.5 0.5 2 1 1> 32.3-C 27.6-C Calle Tampico (EW) - #12 LQ TS 1 2.5 0.5 1 2 1> 2.5 0.5 1 1 0.5 0.5 25.0-C 25.5-C Avenida La Fonda (EW) - #13 LQ CSS 1 3 0 1 2.5 0.5 0.5 0 0.5 0 0 0 32.5-D 41.2-E Avenue 52 (EW) - #14 LQ TS 0 1 0 1.5 0.5 2> 2 2 d 1 2 1> 28.0-C 25.4-C Jefferson Street (NS) at: Avenue 50 (EW) - #15 LQ/1 TS 1 3 1 2 3 1 1 2 1 1 1 1 38.2-D 38.2-D Avenue 52 (EW) - #16 LQ RBT 1 0 1 1>> 1 0 1 1>> 1 0 1 1>> 1 0 1 1>> I 53.0-F 144.0-F 1 LQ = City of La Quinta; I = City of Indio Z TS = Traffic Signal; AWS = All Way Stop; RBT = Roundabout; CSS = Cross Street Stop 3 When a right turn lane is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; d = De Facto Right Turn; > = Right Turn Overlap; >> = Free Right Turn 4 Intersection delay and Level of Service (LOS) has been calculated using the following analysis software: Traffix, Version 7.9.0215. Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with traffic signal, all way stop, and roundabout yield controls. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. m Table 9 Interim Year With Project Roadway Segment Capacity Analysis 61 Average Volume to Maximum Daily Capacity Level Roadway Daily Traffic (V/C) of Roadway Segment Section Capacity Volume Ratio Service North of Avenue 50 4D 42,600 18,400 0.43 A Eisenhower Drive Avenue 50 to Calle Tampico 4D 42,600 14,400 0.34 A Calle Tampico to Avenida Montezuma 4D 42,600 13,300 0.31 A Avenida Montezuma to Calle Sinaloa 4D 42,600 10,200 0.24 A Avenida Bermudas Calle Tampico to Avenue 52 2D 19,000 5,300 0.28 A Desert Club Drive Calle Tampico to Avenue 52 2U 14,000 3,500 0.25 A Avenue 48 to Eisenhower Drive 6D 61,100 54,100 0.89 D Eisenhower Drive to Avenue 50 6D 61,100 38,300 0.63 B Washington Street Avenue 50 to Calle Tampico 6D 61,100 34,300 0.56 A Calle Tampico to Avenida La Fonda 6D 61,100 22,100 0.36 A Avenida La Fonda to Avenue 52 6D 61,100 19,900 0.33 A Jefferson Street Avenue 50 to Avenue 52 6D 61,100 26,600 0.44 A Eisenhower Drive to Washington Street 4D 42,600 4,500 0.11 A Avenue 50 Washington Street to Jefferson Street 4D 42,600 18,500 0.43 A Eisenhower Drive to Avenida Bermudas 4D 42,600 5,500 0.13 A Calle Tampico Avenida Bermudas to Desert Club Drive 4D 42,600 9,700 0.23 A Desert Club Drive to Washington Street 4D 42,600 21,900 0.51 A Avenida La Fonda West of Washington Street 2U 14,000 1,500 0.11 A Calle Sinaloa Eisenhower Drive to Avenida Bermudas 4D 42,600 7,000 0.16 A Avenida Bermudas to Desert Club Drive 4D 42,600 17,200 0.40 A Avenue 52 Desert Club Drive to Washington Street 4D 42,600 18,400 0.43 A Washington Street to Jefferson Street 4D 42,600 19,300 0.45 A 61 Table 10 Interim Year With Project Intersection Delay and Level of Service 1 LQ = City of La Quinta; I = City of Indio Z TS = Traffic Signal; AWS = All Way Stop; RBT = Roundabout; CSS = Cross Street Stop 3 When a right turn lane is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; d = De Facto Right Turn; > = Right Turn Overlap; >> = Free Right Turn; Bold = Improvement 4 Intersection delay and Level of Service (LOS) has been calculated using the following analysis software: Traffix, Version 7.9.0215. Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with traffic signal, all way stop, and roundabout yield controls. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. 62 �o Intersection Approach Lanes' Peak Hour Northbound Southbound Eastbound Westbound 0 Traffic Delay-LOSz Intersection Contro13 L T R L T R L I T R L T R Morning Evening Eisenhower Drive (NS) at: Avenue 50 (EW) - #1 LQ TS 1 2 d 1 2 d 1 0.5 0.5 1 1 1 18.8-B 22.7-C Calle Tampico (EW) - #2 LQ TS 1 1.5 0.5 1 1.5 0.5 0 1 0 0.5 0.5 1> 22.7-C 28.8-C Avenida Montezuma (EW) - #3 LQ AWS 1 2 1>> 1 1.5 0.5 0 1 0 0.5 0.5 1 23.8-C 16.9-C Calle Sinaloa (EW) - #4 LQ RBT 0 1 0 0 1 0 0 1 0 0 1 0 9.1-A 6.9-A Avenida Bermudas (NS) at: Calle Tampico (EW) - #5 LQ TS 1 1 1 1 0.5 0.5 1 2 d 1 2 d 27.3-C 26.7-C Calle Sinaloa/Avenue 52 (EW) - #6 LQ TS 0.5 0.5 1> 1 0.5 0.5 1 2 d 2 2 d 45.6-D 30.7-C Desert Club Drive (NS) at: Calle Tampico (EW) - #7 LQ TS 1 0.5 0.5 1.3 0.3 0.3 1 2 d 1 2 d 35.5-D 33.6-C Avenue 52 (EW) - #8 LQ TS 1 0 1 0 0.5 0.5 d 1 2 d 1 2 d 11.0-B 15.1-B Washington Street (NS) at: Avenue 48 (EW) - #9 LQ TS 0 2.5 0.5 2 3 0 0 0 0 3 0 1 31.5-C 19.7-B Eisenhower Drive (EW) - #10 LQ TS 1 3 1 1 3 1> 2.3 0.3 0.3 0 1 0 25.7-C 21.9-C Avenue 50 (EW) - #11 LQ TS 1 2.5 0.5 2 2.5 0.5 1 1.5 0.5 2 1 1> 32.7-C 27.6-C Calle Tampico (EW) - #12 LQ TS 1 2.5 0.5 1 2 1> 2.5 0.5 1 1 0.5 0.5 26.3-C 26.6-C Avenida La Fonda (EW) - #13 LQ CSS 1 3 0 1 2.5 0.5 0.5 0 0.5 0 0 0 32.8-D 42.9-E -With Mitigation LQ CSS 1 3 0 1 2.5 0.5 0 0 1 0 0 0 11.5-B 11.2-B Avenue 52 (EW) - #14 LQ TS 1 0 1 0 1.5 0.5 2> 2 2 d 1 2 1> 28.2-C 25.4-C Jefferson Street (NS) at: Avenue 50 (EW) - #15 LQ/I TS 1 3 1 2 3 1 1 2 1 1 1 1 37.7-D 38.8-D Avenue 52 (EW) - #16 LQ RBT 0 1 1>> 0 1 1>> 0 1 1>> 0 1 1>> 55.1-F 149.9-F -With Mitigation LQ I RBT 0 2 1>> 0 2 1>> 1 0 1 1>> 1 0 1 1>> I 6.7-A 11.2-B 1 LQ = City of La Quinta; I = City of Indio Z TS = Traffic Signal; AWS = All Way Stop; RBT = Roundabout; CSS = Cross Street Stop 3 When a right turn lane is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; d = De Facto Right Turn; > = Right Turn Overlap; >> = Free Right Turn; Bold = Improvement 4 Intersection delay and Level of Service (LOS) has been calculated using the following analysis software: Traffix, Version 7.9.0215. Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with traffic signal, all way stop, and roundabout yield controls. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. 62 Table 11 General Plan Buildout Without Project Roadway Segment Capacity Analysis (Current General Plan Circulation Network) 63 Average Volume to Maximum Daily Capacity Level Roadway Daily Traffic (V/C) of Roadway Segment Section Capacity Volume Ratio Service North of Avenue 50 4D 42,600 21,400 0.50 A Eisenhower Drive Avenue 50 to Calle Tampico 4D 42,600 15,300 0.36 A Calle Tampico to Avenida Montezuma 4D 42,600 14,000 0.33 A Avenida Montezuma to Calle Sinaloa 4D 42,600 10,500 0.25 A Avenida Bermudas Calle Tampico to Avenue 52 2D 19,000 4,100 0.22 A Desert Club Drive Calle Tampico to Avenue 52 2U 14,000 2,700 0.19 A Avenue 48 to Eisenhower Drive 6D 61,100 58,300 0.95 E Eisenhower Drive to Avenue 50 6D 61,100 41,400 0.68 B Washington Street Avenue 50 to Calle Tampico 6D 61,100 36,200 0.59 A Calle Tampico to Avenida La Fonda 6D 61,100 27,400 0.45 A Avenida La Fonda to Avenue 52 6D 61,100 25,000 0.41 A Jefferson Street Avenue 50 to Avenue 52 6D 61,100 35,100 0.57 A Eisenhower Drive to Washington Street 4D 42,600 4,500 0.11 A Avenue 50 Washington Street to Jefferson Street 4D 42,600 17,800 0.42 A Eisenhower Drive to Avenida Bermudas 4D 42,600 5,300 0.12 A Calle Tampico Avenida Bermudas to Desert Club Drive 4D 42,600 10,300 0.24 A Desert Club Drive to Washington Street 4D 42,600 19,800 0.46 A Avenida La Fonda West of Washington Street 2U 14,000 1,500 0.11 A Calle Sinaloa Eisenhower Drive to Avenida Bermudas 4D 42,600 6,400 0.15 A Avenida Bermudas to Desert Club Drive 4D 42,600 16,900 0.40 A Avenue 52 Desert Club Drive to Washington Street 4D 42,600 18,100 0.42 A Washington Street to Jefferson Street 4D 42,600 31,800 0.75 C 63 Table 12 General Plan Buildout Without Project Intersection Delay and Level of Service (Current General Plan Circulation Network) 1 LQ = City of La Quinta; I = City of Indio Z TS = Traffic Signal; AWS = All Way Stop; RBT = Roundabout; CSS = Cross Street Stop 3 When a right turn lane is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; d = De Facto Right Turn; > = Right Turn Overlap; >> = Free Right Turn; Bold = Improvement 4 Intersection delay and Level of Service (LOS) has been calculated using the following analysis software: Traffix, Version 7.9.0215. Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with traffic signal, all way stop, and roundabout yield controls. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. 64 �o Intersection Approach Lanes' Peak Hour Traffic Northbound Southbound Eastbound Westbound Delay -1-0 Intersection Contro13 L T R L T R L I T R L T R Morning Evening Eisenhower Drive (NS) at: Avenue 50 (EW) - #1 LQ TS 1 2 d 1 2 d 1 0.5 0.5 1 1 1 17.4-B 22.9-C Calle Tampico (EW) - #2 LQ TS 1 2 1 1 1.5 0.5 0 1 0 0.5 0.5 1> 16.4-B 20.0-C Avenida Montezuma (EW) - #3 LQ AWS 1 2 1>> 1 1.5 0.5 0 1 0 0.5 0.5 1 16.6-C 34.4-D Calle Sinaloa (EW) - #4 LQ RBT 0 1 0 0 1 0 0 1 0 0 1 0 8.4-A 8.7-A Avenida Bermudas (NS) at: Calle Tampico (EW) - #5 LQ TS 1 1 1 1 0.5 0.5 1 2 d 1 2 d 24.3-C 22.1-C Calle Sinaloa/Avenue 52 (EW) - #6 LQ TS 10.5 0.5 1> 1 1 1 1 2 d 2 2 d 41.1-D 25.2-C Desert Club Drive (NS) at: Calle Tampico (EW) - #7 LQ TS 1 0.5 0.5 1.3 0.3 0.3 1 2 d 1 2 d 34.1-C 32.0-C Avenue 52 (EW) - #8 LQ TS 0 1 0 0.5 0.5 d 1 2 d 1 2 d 8.8-A 10.5-B Washington Street (NS) at: Avenue 48 (EW) - #9 LQ TS 0 2.5 0.5 2 3 0 0 0 0 3 0 1> 24.2-C 22.6-C Eisenhower Drive (EW) - #10 LQ TS 1 3 1 1 2.5 1.5 2.3 0.3 0.3 0 1 0 23.8-C 25.6-C Avenue 50 (EW) - #11 LQ TS 1 3 1 2 2.5 0.5 2 1.5 0.5 2 1_5 1.5> 20.2-C 27.0-C Calle Tampico (EW) - #12 LQ TS 1 2.5 0.5 1 2 1> 2.5 0.5 1 1 0.5 0.5 18.1-B 22.0-C Avenida La Fonda (EW) - #13 LQ CSS 1 3 0 0 2.5 0.5 0 0 1 0 0 0 11.4-13 12.5-B Avenue 52 (EW) - #14 LQ TS 0 1 0 1.5 0.5 2> 2 2 d 1 2 1> 48.0-D 34.6-C Jefferson Street (NS) at: Avenue 50 (EW) - #15 LQ/1 TS 1 3 1 2 3 1 2 2 1 2 1.5 0.5 33.8-C 38.0-D Avenue 52 (EW) - #16 LQ RBT 0 2 0 0 2 0 0 3 0 0 3 0 6.5-A 25.8-D 1 LQ = City of La Quinta; I = City of Indio Z TS = Traffic Signal; AWS = All Way Stop; RBT = Roundabout; CSS = Cross Street Stop 3 When a right turn lane is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; d = De Facto Right Turn; > = Right Turn Overlap; >> = Free Right Turn; Bold = Improvement 4 Intersection delay and Level of Service (LOS) has been calculated using the following analysis software: Traffix, Version 7.9.0215. Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with traffic signal, all way stop, and roundabout yield controls. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. 64 Table 13 General Plan Buildout With Project Roadway Segment Capacity Analysis (Current General Plan Circulation Network) 65 Average Volume to Maximum Daily Capacity Level Roadway Daily Traffic (V/C) of Roadway Segment Section Capacity Volume Ratio Service North of Avenue 50 4D 42,600 22,800 0.54 A Eisenhower Drive Avenue 50 to Calle Tampico 4D 42,600 16,800 0.39 A Calle Tampico to Avenida Montezuma 4D 42,600 16,900 0.40 A Avenida Montezuma to Calle Sinaloa 4D 42,600 13,000 0.31 A Avenida Bermudas Calle Tampico to Avenue 52 2D 19,000 11,300 0.59 A Desert Club Drive Calle Tampico to Avenue 52 2U 14,000 7,400 0.53 A Avenue 48 to Eisenhower Drive 6D 61,100 68,600 1.12 F Eisenhower Drive to Avenue 50 6D 61,100 53,100 0.87 D Washington Street Avenue 50 to Calle Tampico 6D 61,100 51,900 0.85 D Calle Tampico to Avenida La Fonda 6D 61,100 29,300 0.48 A Avenida La Fonda to Avenue 52 6D 61,100 27,000 0.44 A Jefferson Street Avenue 50 to Avenue 52 6D 61,100 35,200 0.58 A Eisenhower Drive to Washington Street 4D 42,600 4,600 0.11 A Avenue 50 Washington Street to Jefferson Street 4D 42,600 21,900 0.51 A Eisenhower Drive to Avenida Bermudas 4D 42,600 10,800 0.25 A Calle Tampico Avenida Bermudas to Desert Club Drive 4D 42,600 20,500 0.48 A Desert Club Drive to Washington Street 4D 42,600 39,400 0.92 E Avenida La Fonda West of Washington Street 2U 14,000 1,600 0.11 A Calle Sinaloa Eisenhower Drive to Avenida Bermudas 4D 42,600 10,100 0.24 A Avenida Bermudas to Desert Club Drive 4D 42,600 18,600 0.44 A Avenue 52 Desert Club Drive to Washington Street 4D 42,600 20,100 0.47 A Washington Street to Jefferson Street 4D 42,600 35,800 0.84 D 65 Table 14 General Plan Buildout With Project Intersection Delay and Level of Service (Current General Plan Circulation Network) 1 LQ = City of La Quinta; I = City of Indio Z TS = Traffic Signal; AWS = All Way Stop; RBT = Roundabout; CSS = Cross Street Stop 3 When a right turn lane is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; d = De Facto Right Turn; > = Right Turn Overlap; >> = Free Right Turn; Bold = Improvement 4 Intersection delay and Level of Service (LOS) has been calculated using the following analysis software: Traffix, Version 7.9.0215. Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with traffic signal, all way stop, and roundabout yield controls. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. M �o Intersection Approach Lanes' Peak Hour Traffic Northbound Southbound Eastbound Westbound Delay-LOSz Intersection Contro13 L T R L T R L I T R L T R Morning Evening Eisenhower Drive (NS) at: Avenue 50 (EW) - #1 LQ TS 1 2 d 1 2 d 1 0.5 0.5 1 1 1 17.2-B 22.4-C Calle Tampico (EW) - #2 LQ TS 1 2 1 1 1.5 0.5 0 1 0 0.5 0.5 1> 18.2-B 23.2-C Avenida Montezuma (EW) - #3 LQ AWS 1 2 1>> 1 1.5 0.5 0 1 0 0.5 0.5 1 18.3-C 55.1-F -With Mitigation LQ RBT 0 1 0 0 1 0 0 1 0 0 1 0 6.6-A 14.1-B Calle Sinaloa (EW) - #4 LQ I RBT 0 0 1 0 0 1 0 0 1 0 0 1 10.1-B 13.3-B Avenida Bermudas (NS) at: Calle Tampico (EW) - #5 LQ TS 1 1 1 1 0.5 0.5 1 2 d 1 2 d 26.1-C 25.3-C Calle Sinaloa/Avenue 52 (EW) - #6 LQ TS 0.5 0.5 1> 1 1 1 1 2 d 2 2 d 46.7-D 31.4-C Desert Club Drive (NS) at: Calle Tampico (EW) - #7 LQ TS 1 0.5 0.5 1.3 0.3 0.3 1 2 d 1 2 d 38.6-D 38.0-D Avenue 52 (EW) - #8 LQ I TS 0 1 0 0.5 0.5 d 1 2 d 1 2 d 10.3-B 14.3-B Washington Street (NS) at: Avenue 48 (EW) - #9 LQ TS 0 2.5 0.5 2 3 0 0 0 0 3 0 1> 38.2-D 32.4-C Eisenhower Drive (EW) - #10 LQ TS 1 3 1 1 2.5 1.5 2.3 0.3 0.3 0 1 0 25.7-C 27.3-C Avenue 50 (EW) - #11 LQ TS 1 3 1 2 2.5 0.5 2 1.5 0.5 2 1.5 1.5> 20.0-C 36.3-D Calle Tampico (EW) - #12 LQ TS 1 2.5 0.5 1 2 1> 2.5 0.5 1 1 0.5 0.5 27.0-C 32.6-C Avenida La Fonda (EW) - #13 LQ CSS 1 3 0 0 2.5 0.5 0 0 1 0 0 0 11.8-B 12.8-B Avenue 52 (EW) - #14 LQ TS 0 1 0 1.5 0.5 2> 2 2 d 1 2 1> 52.0-D 38.3-D Jefferson Street (NS) at: Avenue 50 (EW) - #15 LQ/I TS 1 3 1 2 3 1 2 2 1 2 1_5 0.5 35.4-D 40.5-D Avenue 52 (EW) - #16 LQ RBT 0 3 1>> 0 3 1>> 0 3 1>> 0 3 1>> 6.7-A 29.0-D 1 LQ = City of La Quinta; I = City of Indio Z TS = Traffic Signal; AWS = All Way Stop; RBT = Roundabout; CSS = Cross Street Stop 3 When a right turn lane is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; d = De Facto Right Turn; > = Right Turn Overlap; >> = Free Right Turn; Bold = Improvement 4 Intersection delay and Level of Service (LOS) has been calculated using the following analysis software: Traffix, Version 7.9.0215. Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with traffic signal, all way stop, and roundabout yield controls. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. M VII. PREFERRED VILLAGE BUILDOUT CIRCULATION PLAN Part of the vision for the Village Build -out Plan is to provide enhanced multi -modal facilities that encourage alternative modes of transportation such as walking, bicycling, Neighborhood Electric Vehicles (NEV), and transit. Slowing vehicle travel speeds while maintaining traffic flow and providing a walkable environment are key elements of a successful and vibrant downtown. A. Village Buildout Circulation Plan Figure 37 shows an aerial image of the proposed Village Buildout Circulation Plan. As shown on Figure 37, the proposed Village Buildout Circulation Plan includes the following modifications to the existing roadway network that would contribute to a multi -modal environment and directly affect the operations of the facilities analyzed in this study: ■ Conversion of Eisenhower Drive/Calle Tampico from a traffic signal control to a yield -controlled roundabout; ■ Conversion of Eisenhower Drive/Avenida Montezuma from an all -way stop control to a yield -controlled roundabout; ■ Conversion of Avenida Bermudas/Calle Tampico from a traffic signal control to a yield controlled roundabout; ■ Conversion of Avenida Bermudas/Calle Sinaloa from a traffic signal control to a yield controlled roundabout (with a northbound right -turn bypass lane); ■ Conversion of Desert Club Drive/Calle Tampico from a traffic signal control to a yield -controlled roundabout; ■ Modification of Eisenhower Drive between Calle Tampico and Calle Sinaloa from two lanes in each direction to one lane in each direction; ■ Modification of Calle Tampico between Eisenhower Drive and Desert Club Drive from two lanes in each direction to one lane in each direction; ■ Modification of Calle Sinaloa between Eisenhower Drive and Avenida Bermudas from two lanes in each direction to one lane in each direction; ■ Construct a raised median at Washington Street/Avenida La Fonda to restrict the eastbound left -turn movement; ■ Back -in parking on Calle Tampico between Avenida Bermudas and Desert Club Drive; and ■ Mid -block crosswalks at four locations along Calle Tampico and one location at Calle Sinaloa/Avenida Villa. 67 Properly designed modern roundabouts can reduce unnecessary traffic stops, traffic collisions, and vehicle speeds, while improving efficiency and overall multi -modal mobility. Final roundabout design considerations should include turning radius for large vehicles, approach deflection, bicycle/pedestrian accommodations, and right-of-way constraints. The proposed lane modifications would provide additional capacity for enhanced parkway facilities, on -street parking, and/or protected bicycle/NEV facilities. Additional circulation improvements include mini roundabouts along Avenida Bermudas near Calle Estado and additional sidewalk infrastructure throughout the Village. As a whole, the Village Buildout Circulation Plan is likely to result in reduced vehicle speeds and provide the facilities necessary for a multi -modal and vibrant downtown environment within the Village. Figure 38 shows an example of some of the possible features that could be implemented as a result of the proposed Village Buildout Circulation Plan (source: walklive.org). B. Level of Service With Village Buildout Circulation Plan 1. General Plan Buildout With Proiect With Village Buildout Circulation Plan Road Segments Levels of Service Table 15 shows the roadway segment capacity analysis for General Plan Buildout With Project traffic conditions based on the Village Buildout Circulation Plan. As shown in Table 15, the study area roadway segments are projected to operate within acceptable Levels of Service for General Plan Buildout With Project With Village Buildout Circulation Plan traffic conditions, with the exception of the following roadway segments: ■ Washington Street between Avenue 48 and Eisenhower Drive (Level of Service F); ■ Calle Tampico between Avenida Bermudas and Desert Club Drive (Level of Service E); ■ Calle Tampico between Desert Club Drive and Washington Street (Level of Service E). As previously noted, the forecast roadway segment deficiency at Washington Street between Avenue 48 and Eisenhower Drive is identified as a special focus area in the City's General Plan Circulation Element. Although roadway widening of Washington Street between Avenue 48 and Eisenhower Drive is not currently identified as a feasible improvement in the General Plan Circulation Element, the following measure would improve northbound traffic flow at the Washington Street/Avenue 48 intersection and lessen the project impact: M Mitigation Measure #4 Washington Street/Avenue 48 (#9): Construct the northbound approach to consist of three through lanes and one right -turn lane. Remove the pedestrian crosswalk at the north leg of the intersection'. As noted in the City of La Quinta General Plan Circulation Element, "intersections are the ultimate arbiters of roadway capacity, being generally the most constraining and defining portions of roadway network." Based on the acceptable intersection Levels of Service during the peak hours at the two endpoints of Washington Street/Avenue 48 and Washington Street/Eisenhower Drive, it is possible that the daily roadway segment capacity will be adequate for Washington Street between Avenue 48 and Eisenhower Drive. Similarly, based on the acceptable intersection Levels of Service during the peak hours at the two endpoints of Avenida Bermudas/Calle Tampico and Washington Street/Calle Tampico it is possible that the daily roadway segment capacity will be adequate for Calle Tampico between Desert Club Drive and Washington Street. While additional Citywide Transportation Demand Management and Transportation Systems Management measures would effectively reduce traffic and improve operations, the significantly impacted roadway segments may still operate at a deficient Level of Service. Therefore, the proposed project is forecast to result in a potentially significant and unavoidable traffic impact at the following roadway segments for General Plan Buildout With Project With Village Buildout Circulation Plan conditions: ■ Washington Street between Avenue 48 and Eisenhower Drive; ■ Calle Tampico between Avenida Bermudas and Desert Club Drive; and ■ Calle Tampico between Desert Club Drive and Washington Street. It should be noted, Level of Service E at Calle Tampico roadway segments between Avenida Bermudas and Washington Street indicate the roadway is forecast to operate within capacity. Although Level of Service E indicates typically undesirable levels of congestion, the resulting decrease in vehicle speeds could be considered a benefit to other modes of travel. The City may want to consider allowing Level of Service E as an acceptable automobile performance measure for roadway segments within the Village boundary as a means of discouraging cut -through traffic and promoting alternative modes of transportation. The City may also consider adopting performance measures for bicycles and pedestrians as a means of quantifying performance for alternative modes of transportation within the Village boundary. i Based on review of pedestrian access points to surrounding land uses, removal of the crosswalk at the north leg of Washington Street/Avenue 48 is forecast to have no substantial impact on pedestrian circulation. N General Plan Buildout With Proiect With Village Buildout Circulation Plan Intersection Delay and Levels of Service Table 16 shows intersection delay and Level of Service for General Plan Buildout With Project traffic conditions based on the Village Buildout Circulation Plan. As shown in Table 16, the study area intersections are projected to operate within acceptable Levels of Service during the peak hours for General Plan Buildout With Project With Village Buildout Circulation Plan traffic conditions. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study intersections for General Plan Buildout With Project With Village Buildout Circulation Plan traffic conditions. Detailed delay and Level of Service calculation worksheets are provided in Appendix I. 70 Table 15 General Plan Buildout With Project Roadway Segment Capacity Analysis (Village Buildout Circulation Plan) 71 Average Volume to Maximum Daily Capacity Level Roadway Daily Traffic (V/Q of Roadway Segment Section Capacity Volume Ratio Service North of Avenue 50 4D 42,600 24,300 0.57 A Avenue 50 to Calle Tampico 4D 42,600 18,300 0.43 A Eisenhower Drive Calle Tampico to Avenida Montezuma 2D 19,000 16,900 0.89 D Avenida Montezuma to Calle Sinaloa 2D 19,000 13,000 0.68 B Avenida Bermudas Calle Tampico to Avenue 52 2D 19,000 11,300 0.59 A Desert Club Drive Calle Tampico to Avenue 52 2U 14,000 8,900 0.64 B Avenue 48 to Eisenhower Drive 6D 61,100 68,600 1.12 F Eisenhower Drive to Avenue 50 6D 61,100 53,100 0.87 D Washington Street Avenue 50 to Calle Tampico 6D 61,100 51,900 0.85 D Calle Tampico to Avenida La Fonda 6D 61,100 29,300 0.48 A Avenida La Fonda to Avenue 52 6D 61,100 27,000 0.44 A Jefferson Street Avenue 50 to Avenue 52 6D 61,100 35,200 0.58 A Eisenhower Drive to Washington Street 4D 42,600 4,600 0.11 A Avenue 50 Washington Street to Jefferson Street 4D 42,600 21,900 0.51 A Eisenhower Drive to Avenida Bermudas 2D 19,000 12,300 0.65 B Calle Tampico Avenida Bermudas to Desert Club Drive 2D 19,000 19,000 1.00 E Desert Club Drive to Washington Street 4D 42,600 39,400 0.92 E Avenida La Fonda West of Washington Street 2U 14,000 1,600 0.11 A Calle Sinaloa Eisenhower Drive to Avenida Bermudas 4D 42,600 10,100 0.24 A Avenida Bermudas to Desert Club Drive 2D 19,000 17,100 0.90 D Avenue 52 Desert Club Drive to Washington Street 4D 42,600 20,100 0.47 A Washington Street to Jefferson Street 4D 42,600 35,800 0.84 D 71 Table 16 General Plan Buildout With Project Intersection Delay and Level of Service (Village Buildout Circulation Plan) 1 LQ = City of La Quinta; I = City of Indio Z TS = Traffic Signal; AWS = All Way Stop; RBT = Roundabout; CSS = Cross Street Stop 3 When a right turn lane is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; d = De Facto Right Turn; > = Right Turn Overlap; >> = Free Right Turn; Bold = Improvement 4 Intersection delay and Level of Service (LOS) has been calculated using the following analysis software: Traffix, Version 7.9.0215. Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with traffic signal, all way stop, and roundabout yield controls. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. 72 �o Intersection Approach Lanes' Peak Hour Traffic Northbound Southbound Eastbound Westbound Delay -1-0 Intersection Contro13 L T R L T R L I T R L T R Morning Evening Eisenhower Drive (NS) at: Avenue 50 (EW) - #1 LQ TS 1 2 d 1 2 d 1 0.5 0.5 1 1 1 17.2-B 22.4-C Calle Tampico (EW) - #2 LQ RBT 0 1 0 0 1 0 0 1 0 0 1 0 10.4-B 10.7-B Avenida Montezuma (EW) - #3 LQ RBT 0 1 0 0 1 0 0 1 0 0 1 0 6.6-A 14.1-B Calle Sinaloa (EW) - #4 LQ RBT 0 1 0 0 1 0 0 1 0 0 1 0 10.1-13 13.3-B Avenida Bermudas (NS) at: Calle Tampico (EW) - #5 LQ RBT 0 1 0 0 1 0 0 1 0 0 1 0 5.7-A 10.7-B Calle Sinaloa/Avenue 52 (EW) - #6 LQ RBT 0 1 1>> 0 1 0 0 1 0 0 1 0 5.9-A 23.2-C Desert Club Drive (NS) at: Calle Tampico (EW) - #7 LQ RBT 0 1 0 0 1 0 0 1 0 0 1 0 10.4-B 34.7-D Avenue 52 (EW) - #8 LQ TS 0 1 0 0.5 0.5 d 1 2 d 1 2 d 10.3-13 14.3-B Washington Street (NS) at: Avenue 48 (EW) - #9 LQ TS 0 2.5 0.5 2 3 0 0 0 0 3 0 1> 38.2-D 32.4-C Eisenhower Drive (EW) - #10 LQ TS 1 3 1 1 2.5 1.5 2.3 0.3 0.3 0 1 0 25.7-C 27.3-C Avenue 50 (EW) - #11 LQ TS 1 3 1 2 2.5 0.5 2 1.5 0.5 2 1_5 1.5> 20.0-C 36.3-D Calle Tampico (EW) - #12 LQ TS 1 2.5 0.5 1 2 1> 2.5 0.5 1 1 0.5 0.5 27.0-C 32.6-C Avenida La Fonda (EW) - #13 LQ CSS 1 3 0 0 2.5 0.5 0 0 1 0 0 0 11.8-13 12.8-13 Avenue 52 (EW) - #14 LQ TS 0 1 0 1.5 0.5 2> 2 2 d 1 2 1> 52.0-D 38.3-D Jefferson Street (NS) at: Avenue 50 (EW) - #15 LQ/1 TS 1 3 1 2 3 1 2 2 1 2 1.5 0.5 35.4-D 40.5-D Avenue 52 (EW) - #16 LQ RBT 0 3 1>> 0 3 1>> 0 3 1>> 0 3 1>> 6.7-A 29.0-D 1 LQ = City of La Quinta; I = City of Indio Z TS = Traffic Signal; AWS = All Way Stop; RBT = Roundabout; CSS = Cross Street Stop 3 When a right turn lane is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; d = De Facto Right Turn; > = Right Turn Overlap; >> = Free Right Turn; Bold = Improvement 4 Intersection delay and Level of Service (LOS) has been calculated using the following analysis software: Traffix, Version 7.9.0215. Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with traffic signal, all way stop, and roundabout yield controls. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. 72 Figure 37 Village Buildout Circulation Plan Legend No.OFLB— f' '.771rmf}L?.ti.l.,l�$(W�19� i3y `y it �1.� ;•F t�2 end genion E' } sir .wti•y 7Srein�� r A._ i.-�777:_.i.. . �.. ?.;�-. Rountlaoa,n r .1y ...::� 'nar'" v'�//. sad m aanrmg ZTT7T.r�^ I I PadesuanCa q ..l' G... ,. }. .I_, ' '• _ .-� '(.. Deed End y`d.. ,�r;;RiNcnuET.- ~ '/ 1 � .k-'1 , .. i�f �i r � �P a. � ►. 1 i j 111 - 4L1- - i s M, - { jr • 3 _ _ •wi1R � -� Y: . If*�4' �I�� nilr'e,�'ir�l�'-'��'� �I. I•�4 i -i� r. ar ,�7+ - ��'�/^ r4 (,�"` RV.ENIOh1ADN`EZ�u � �_ ".�„ ■"�'' _ ',j% Wp '--.wl �� q�:�1• _ � _ `��1 '� �Ni w�errinr. ti__..rl. 1 12,111 _ _ •� 1�.�.rT6 31 Y ';I 1'� IIS _-. i"��Ii1 R �� - _la �.. ._... .. _ E .$ .. _. ® KUNZMAN ASSOCIATES, INC. Source: The Altum Group JN 6115 OVER 40 YEARS OF EXCELLENT SERVICE 73 Figure 38 Example of Multi -Modal Street KUNZMAN ASSOCIATES, INC. Source: walklive.org OVER 40 YEARS Or EXCELLENT SERVICE 74 JN 6115 VIII. CONCLUSIONS A. Project Trip Generation At Interim Year (2021) conditions, the proposed project is forecast to generate a total of approximately 5,688 daily vehicle trips, 212 trips of which will occur during the morning peak hour and 352 trips of which will occur during the evening peak hour. At project buildout, the proposed project is forecast to generate a total of approximately 37,964 daily vehicle trips, 1,381 trips of which will occur during the morning peak hour and 2,329 trips of which will occur during the evening peak hour. B. Mitigation Measures The following mitigation measures are recommended for Interim Year With Project traffic conditions: Mitigation Measure 1 Washington Street/Avenida La Fonda (#13): Construct a raised "worm" median to allow northbound left -turns and restrict eastbound left -turns. Mitigation Measure 2 Jefferson Street/Avenue 52 (#16): Reconstruct the existing roundabout to provide two circulating lanes and two entry lanes at the northbound and southbound approaches. The new two lane roundabout should be constructed with consideration for conversion to a three lane roundabout by General Plan Buildout conditions. The following mitigation measures are recommended for General Plan Buildout With Pro traffic conditions: Mitigation Measure 3 Eisenhower Drive/Avenida Montezuma (#3): Convert Eisenhower Drive/Avenida Montezuma from an all -way stop control to a yield -controlled roundabout [this improvement is assumed in the Village Buildout Circulation Plan]. Mitigation Measure 4 Washington Street/Avenue 48 (#9): Construct the northbound approach to consist of three through lanes and one right -turn lane. Remove the pedestrian crosswalk at the north leg of the intersection. Based on the City's traffic study guidelines, the following circulation improvements are recommended for the current General Plan Circulation Network in addition to the roadway improvements identified in the current General Plan Circulation Element: ■ Eisenhower Drive/Calle Tampico (#2): Construct one additional westbound left -turn lane to provide dual left -turn lanes. 75 ■ Avenida Bermudas/Calle Tampico (#5): Construct one additional westbound left -turn lane. ■ Desert Club Drive/Calle Tampico (#7): Construct one exclusive northbound right -turn lane and one additional westbound left -turn lane. ■ Washington Street/Avenue 48 (#9): Construct one exclusive northbound right -turn lane. ■ Washington Street/Avenue 52 (#14): Construct one additional eastbound left -turn lane to provide triple left -turn lanes. Provide one additional southbound left -turn lane to provide triple left -turn lanes. These recommendations are not required based on the City's Level of Service and Thresholds of Significance criteria, but are recommended in accordance with the City's traffic study guidelines. It should be noted, exclusive lane improvements may not be feasible at the following intersections due to right-of-way constraints: Eisenhower Drive/Calle Tampico (#2), Eisenhower Drive/Avenida Montezuma (#3), Avenida Bermudas/Calle Tampico (#5), Desert Club Drive/Calle Tampico (#7). The proposed Village Buildout Circulation Plan provides alternative traffic controls at these locations that would eliminate the need for exclusive lanes. C. Summary of Traffic Conditions The study roadway segments and intersections currently operate within acceptable Levels of Service for Existing traffic conditions. The study area roadway segments are projected to operate within acceptable Levels of Service for Existing Plus Prosect traffic conditions. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study area roadway segments for Existine Plus Proiect traffic conditions. The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for Existing Plus Project traffic conditions. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study intersections for Existine Plus Proiect traffic conditions. The study area roadway segments are projected to operate within acceptable Levels of Service for Interim Year Without Proiect traffic conditions. The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for Interim Year Without Project traffic conditions, with the exception of the following study intersections: ■ Washington Street/Avenida La Fonda (#13) (Level of Service E during the evening peak hour); and 76 ■ Jefferson Street/Avenue 52 (#16) (Level of Service F during both morning and evening peak hours). The study area roadway segments are projected to operate within acceptable Levels of Service for Interim Year With Project traffic conditions. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study area roadway segments for Interim Year With Proiect traffic conditions. The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for Interim Year With Project traffic conditions, with the exception of the following study intersections: ■ Washington Street/Avenida La Fonda (#13) (Level of Service E during the evening peak hour); and ■ Jefferson Street/Avenue 52 (#16) (Level of Service F during both morning and evening peak hours). The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for Interim Year With Project traffic conditions with implementation of Mitigation Measures #1 and #2. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study intersections for Interim Year With Project traffic conditions with implementation of Mitigation Measures #1 and #2. The study area roadway segments are projected to operate within acceptable Levels of Service for General Plan Buildout Without Project traffic conditions, with the exception of Washington Street between Avenue 48 and Eisenhower Drive which is forecast to operate at Level of Service E. The forecast roadway segment deficiency at Washington Street between Avenue 48 and Eisenhower Drive is identified as a special focus area in the City's General Plan Circulation Element. The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for General Plan Buildout Without Project traffic conditions. The study area roadway segments are projected to operate within acceptable Levels of Service for General Plan Buildout With Proiect traffic conditions, with the exception of the following roadway segments: ■ Washington Street between Avenue 48 and Eisenhower Drive (Level of Service F); and ■ Calle Tampico between Desert Club Drive and Washington Street (Level of Service Q. Implementation of Mitigation Measure #4 and Citywide Transportation Demand Management and Transportation Systems Management measures would help reduce, but not fully mitigate, the identified roadway segment impacts. Since the roadway segment 77 impacts would not be fully mitigated, the proposed project is forecast to result in a potentially significant and unavoidable traffic impact at Washington Street between Avenue 48 and Eisenhower Drive and Calle Tampico between Desert Club Drive and Washington Street for General Plan Buildout With Proiect conditions. The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for General Plan Buildout With Project traffic conditions, with the exception of the Eisenhower Drive/Avenida Montezuma intersection which is forecast to operate at Level of Service F during the evening peak hour. The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for General Plan Buildout With Project traffic conditions with implementation of Mitigation Measure #3. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study intersections for General Plan Buildout With Project traffic conditions with implementation of Mitigation Measure #3. The study area roadway segments are projected to operate within acceptable Levels of Service for General Plan Buildout With Project With Village Buildout Circulation Plan traffic conditions, with the exception of the following roadway segments: ■ Washington Street between Avenue 48 and Eisenhower Drive (Level of Service F); ■ Calle Tampico between Avenida Bermudas and Desert Club Drive (Level of Service E); ■ Calle Tampico between Desert Club Drive and Washington Street (Level of Service E). Although Mitigation Measure #4 and additional Citywide Transportation Demand Management and Transportation Systems Management measures would effectively reduce traffic and improve operations, the significantly impacted roadway segments may still operate at a deficient Level of Service. Therefore, the proposed project is forecast to result in a potentially significant and unavoidable traffic impact at the following roadway segments for General Plan Buildout With Project With Village Buildout Circulation Plan conditions: ■ Washington Street between Avenue 48 and Eisenhower Drive; ■ Calle Tampico between Avenida Bermudas and Desert Club Drive; and ■ Calle Tampico between Desert Club Drive and Washington Street. It should be noted, Level of Service E at Calle Tampico roadway segments between Avenida Bermudas and Washington Street indicate the roadway is forecast to operate within capacity. Although Level of Service E indicates typically undesirable levels of congestion, the resulting decrease in vehicle speeds could be considered a benefit to other modes of travel. The City may want to consider allowing Level of Service E as an acceptable 78 automobile performance measure for roadway segments within the Village boundary as a means of discouraging cut -through traffic and promoting alternative modes of transportation. The City may also consider adopting performance measures for bicycles and pedestrians as a means of quantifying performance for alternative modes of transportation within the Village boundary. The study area intersections are projected to operate within acceptable Levels of Service during the peak hours for General Plan Buildout With Prosect With Village Buildout Circulation Plan traffic conditions. Therefore, the proposed project is forecast to result in no significant traffic impacts at the study intersections for General Plan Buildout With Proiect With Villaee Buildout Circulation Plan traffic conditions. 79 APPENDICES Appendix A — Glossary of Transportation Terms Appendix B — Scoping Agreement Appendix C—Traffic Count Worksheets Appendix D — Existing Intersection Delay and Level of Service Worksheets Appendix E — Internal Trip Capture Worksheets Appendix F —Cumulative Project Data Appendix G — City of La Quinta Traffic Model Data Appendix H —Traffic Model Growth Increment Calculation & Post -Processing Worksheets Appendix I — Future Intersection Delay and Level of Service Worksheets 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. 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. PASSENGER CAR EQUIVALENTS (PCE): 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 the validity 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 quantity 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 having 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 Scoping Agreement City Of La Quinta WORK SCOPE FOR TRAFFIC IMPACT ANALYSIS PROJECT NAME LOCATION DATE La Quinta Village Build -Out Plan "Downtown" La Quinta 11/9/2015 DEVELOPER CONSULTANT CITY City Project Kunzman Associates, Inc. DEPARTMENT Planning DEVELOPER CONSULTANT CITY CONTACT EIR Consultant - Nancy Ferguson CONTACT Giancarlo Ganddini CONTACT Wallace Nesbit DEVELOPER CONSULTANT CITY PHONE NO. (760) 346-4750 PHONE 714-973-8383 x 213 PHONE NO Yes NUMBER S.D P. STUDY AREA NCR T H Eisenhower Dr S011TH Calle Sinaloa/Ave 52 BOUNDARIES EAST Washington St IVIEST Eisenhower Dr TYPE OF APPLICATION TRAFFIC VOLUMES ITEMS TO BE ADDRESSED IN THE TRAFFIC ANALYSIS SITE SPECIFIC IMPACTS STUDY AREA IMPACTS RECOMMENDING METHOD Yes I No Yes I No CHA14GE OF ZONE X LAND USE DESCRIPTION Yes See Attachment A. TENTATIVE TRACT MAP TRIP GENERATION (+REDUCTION FACTCRS} Yes Yes See Attachment B. TENATIVE PARCEL MAP TRIP DISTRIBUTION/ASSIGNMENT Yes Yes See Attachment B. S.D P. TDM REDUCTIONS SPECIFIC PLAN X PARKING ANALYSIS (+SHARED PARKING) BUILDING PERMIT SAFETY ANALYSIS MODIFICATION TRAFFIC SIGNAL WARRANTS Yes CA MUTCD LAND DIVISION INTERNAL CIRCULATION Yes OTHER ACCESS DESIGNIAUXILIARY LANES INTERSECTION TO BE ANALYZED See Attachment C. ANALYSIS PERIODS I TRAFFIC VOLUMES (PI A.M I NOON I P.M. I OTHER I EXISTING I -PROJ X I I X X I X +CUMULI NOTES X Counts to be collected from 7 -gam & 2:30-4:30 pm ROADWAY SEGMENTS TO BE ANALYZED TRAFFIC VOLUMES (ADT) NOTES EXISTING +PRO.J' +CUMUL See Attachment C. X X X Existing, Interim (TBD), Buildout 2035 ATTACHMENTS YES NO A - Land Use Map B - Trip Generation/Distributions C - Study Area CITY APPROVED DATE ATTACHMENT A La Quinta Village Build -Out Plan ,z - 'a m i_ 5 OONOa 377b'0= 7 L'� svyvAdnO 377Vo- o CALLE QUITO z a Q � F - Q 0 w > C) Q QQ v �" � lse3 3slaeaed Y Lu m 3w3N3nH 377�H�7 bil ,377vn 0 377 VO seonwa3a I w C7 0 w m x W RE m Ea) L m E E m E o �: U o � T o a >m N m pm U �� c m m v 0 m 3 a> J) o In o m C3 a) d U 2 2.w �.N p(n > m U p a) U m 2 a) v In a) 2) U 2 L 20 00� 0� > 3w3N3nH 377�H�7 bil ,377vn 0 377 VO seonwa3a I w C7 0 w m x W RE ATTACHMENT 6 Project Trip Generation/Distributions LIA Table B-1 Project Trip Generation 1 Source: Institute of Transportation Engineers, Trip Generation Manual, 9th Edition, 2012, Land Use Categories 220 and 826/820. 2 TSF = Thousand Square Feet; DU = Dwelling Units. 3 The Institute of Transportation Engineers Trip Generation Manual does not provide morning peak hour trip generation rates for the specialty retail land use; therefore, the morning peak hour trip generation rate the shopping center land use (820) was utilized. 4 Internal trips during the AM and PM peak hour were calculated in accordance with procedures contained in the National Cooperative Highway Research Program, Report 684, 2011. Internal daily trips were calculated in accordance with procedures contained in the Institute of Transportation Engineers, Trip Generation Manual, 9th Edition, 2012. Peak Hour' Morning Evening Inbound Outbound Total Inbound Outbound I Total Land Use Quantity Units2 Daily Trip Generation Rates Specialty Retail3 - TSF 0.60 0.36 0.96 1.19 1.52 2.71 44.32 Multi -Family Residential - DU 0.10 0.41 0.51 0.40 0.22 0.62 6.65 Trips Generated Specialty Retail 800.0 TSF 480 288 768 952 1,216 2,168 35,456 - Internal Trips -5 -2 -7 -75 -226 -301 -4,609 - Subtotal 475 286 761 877 990 1,867 30,847 Multi -Family Residential 1,230 DU 123 504 627 492 271 763 8,180 - Internal Trips -2 -5 -7 -226 -75 -301 -1,063 - Subtotal 121 499 620 266 196 462 7,117 Total 596 7851 1,3811 1,1431 1,186 2,329 37,964 1 Source: Institute of Transportation Engineers, Trip Generation Manual, 9th Edition, 2012, Land Use Categories 220 and 826/820. 2 TSF = Thousand Square Feet; DU = Dwelling Units. 3 The Institute of Transportation Engineers Trip Generation Manual does not provide morning peak hour trip generation rates for the specialty retail land use; therefore, the morning peak hour trip generation rate the shopping center land use (820) was utilized. 4 Internal trips during the AM and PM peak hour were calculated in accordance with procedures contained in the National Cooperative Highway Research Program, Report 684, 2011. Internal daily trips were calculated in accordance with procedures contained in the Institute of Transportation Engineers, Trip Generation Manual, 9th Edition, 2012. Project Name: I La Quinta Village Build -Out Plan Analysis Period:1 AM Street Peak Hour 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-A (0): Internal Person -Trip Origin -Destination Matrix (Computed at Origin) Table 7-A: Conversion of Vehicle -Trip Ends to Person -Trip Ends Origin Land Use Table 7-A (D): Entering Trips Veh.Occ. Vehicle -Trips Person -Trips" Person -Trip Estimates External Destination (To) Table 7-A (0): Exiting Trips Veh.Occ. Vehicle -Trips Person -Trips' Office 1.00 0 0 1.00 0 0 Retail 1.00 480 480 1.00 288 288 Restaurant 1.00 0 0 1.00 0 0 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 123 123 1.00 504 504 Hotel 1.00 0 0 1.00 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-A (0): Internal Person -Trip Origin -Destination Matrix (Computed at Origin) Table 9-A (D): Internal and External Trips Summary (Entering Trips) Origin Destination Land Use Internal Person -Trip Estimates External Destination (To) Origin (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 475 0 0 0 0 0 0 Retail 84 Residential 2 121 123 37 0 40 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential Hotel 10 0 5 0 101 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-A (D): Internal Person -Trip Origin -Destination Matrix (Computed at Destination) Table 9-A (D): Internal and External Trips Summary (Entering Trips) Origin Destination Land Use Internal Person -Trip Estimates External Destination (To) (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 475 0 154 0 0 0 0 Retail 0 Residential 2 121 123 0 0 2 0 Restaurant 0 38 0 0 6 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 82 0 0 0 Hotel 0 19 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 9-A (D): Internal and External Trips Summary (Entering Trips) Destination Land Use Internal Person -Trip Estimates External Total External Trips by Mode' Vehicles' Transit2 Non-Motorized2 Office 0 0 0 0 0 0 Retail 5 475 480 475 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 2 121 123 121 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 9-A (0): Internal and External Trips Summary (Exiting Trips) Origin Land Use Internal Person -Trip Estimates External Total External Trips by Mode Vehicles' Transitz Non-Motorized2 Office 0 0 0 0 0 0 Retail 2 286 288 286 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 5 499 504 499 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Project Name: 1 La Quinta Village Build -Out Plan Analysis Period:1 PM Street Peak Hour 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-P (0): Internal Person -Trip Origin -Destination Matrix (Computed at Origin) Table 7-P: Conversion of Vehicle -Trip Ends to Person -Trip Ends Origin Land Use Table 7-P (D): Entering Trips Veh.Occ. Vehicle -Trips Person -Trips* Person -Trip Estimates External Destination (To) Table 7-P (0): Exiting Trips Veh.Occ. Vehicle -Trips Person -Trips* Office 1.00 0 0 1.00 0 0 Retail 1.00 952 952 1.00 1216 1216 Restaurant 1.00 0 0 1.00 0 0 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 492 492 1.00 271 271 Hotel 1.00 0 0 1.00 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-P (0): Internal Person -Trip Origin -Destination Matrix (Computed at Origin) Table 9-P (D): Internal and External Trips Summary (Entering Trips) Origin Destination Land Use Internal Person -Trip Estimates External Destination (To) (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail 24 0 0 353 0 49 0 304 0 61 Restaurant 0 0 0 0 0 0 Cinema/Entertainment Residential 0 1 11 0 1 90 0 1 57 0 0 0 8 Hotel 1 0 1 0 1 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-P (D): Internal Person -Trip Origin -Destination Matrix (Computed at Destination) Table 9-P (D): Internal and External Trips Summary (Entering Trips) Origin Destination Land Use Internal Person -Trip Estimates External Destination (To) (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 877 0 76 0 0 20 0 Retail 0 Residential 226 266 492 0 0 226 0 Restaurant Cinema/Entertainment 0 0 476 38 0 0 79 20 0 0 Residential Hotel 0 0 75 19 1 0 10 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 9-P (D): Internal and External Trips Summary (Entering Trips) Destination Land Use Internal Person -Trip Estimates External Total External Trips by Mode* Vehicles' TransitZ Non-MotorizedZ Office 0 0 0 0 0 0 Retail 75 877 952 877 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 226 266 492 266 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 9-P (0): Internal and External Trips Summary (Exiting Trips) Origin Land Use Internal Person -Trip Estimates External Total External Trips by Mode* Vehicles' Transit Non-MotorizedZ Office 0 0 0 0 0 0 Retail 226 990 1216 990 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 75 196 271 196 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. I O @ LO C7 N U N on �I @ C d a m at M r U) F N I� N M LLo N LL F W M o m 0 E > u -) W CD W O p @ E Lo N O c CO O N O M O oo N W aD C — 0 0 N O Vl H O a co O N _ fn co N Go U co o a J � C W U O o � W W M o co D a J W o W lL H F �I @ C d a O O H�L',) a anac p U MC @ N c r @ 61 M 0 0 61 0 m M 0 o (Do O @ c @ E O @ E o (D @ o N a) O C N O C E O m E m o N @ o @ J @ E at M r U) F j ( I� N m N LO U Lo m E o m 0 E > u -) W CD N N m W E N 0 M N a N @ O M LL O O H�L',) a anac p U MC @ N c r @ 61 M 0 0 61 0 m M 0 o (Do O @ c @ E O @ E o (D @ o N a) O C N O C E O m E m o N @ o @ J 01'o t co 0 @ E at M r U) F j ( I� N Cl Cl N LO M (o W @ o o co C-4 @ L O u -) W N N N f2 N 0 M N a N @ O O O o U N 0 0 0 O O Vl H O a co O D o a J C W U O o W W W F- o H 01'o t co 0 LL N O O O U) F X CO CO O @ @ o @ @ co o N 0 L c LL @ c `y O O O U) F X O W Q @ co 0 0 0 Z c 0 N_ o U) @ o (� p O O O O Vl o W lL W o F l�t c `m LU LU w o E o 0 0 X N W U W of7 It; co M O O co w O O M co N C"0,0,::, O O O + W n LO N W N N 0 W E CL o d D d U M Q 'CO O 00 O �+ D w J L Nn M LO LO O V w O O M M W 7 d a Z m X @ M w W W O N c x.. sPit L l .y . + • inssss "� d,.a..�„v�?r. �}•� to �� �.F� �. . 1r1.....•.. Avenue 48 i �4� r Allow ! �•�w wte*Y►iceFlo Oft yy +;• .r [ M,ir� „�� t_' _ poi 0.'4P1Y ?:~7 �1F• .OIL St •� - 4��5 rig . ., ; .yw �, _ •r 41 [t1MlA�li9�li1 • - L7 �i '� +•J �. Z 7 u• IY7 X.1r r•a-•-s Desert . - dj 7 a, s .ysnyaElyF ': s r-�.%s.r y t.7 i r►r ;iry4+c�? cuLClub Drive msswit's.L;ra` .7 �a- b' �urgSaa%9tw:;i:i:�tirwt�eslto:fut�i,1 F,.�au:r.;�iw:; _ - �.J � � f7 •I �_ r �� 3111+f1t{{j{ti++�tfY1lf+:r �_ _=5I' 1' i r ararnlrneitic ; , IN \ Ice f £' i•w •r r5kay� ,mm -WA•u •nv�b All e i711113, 711 r'0� i "" va '•frAvenue 48 ���79 �'�� rs•.1.'r..e�.�'�v: e.. � . F Yid ,C� C.�,. =r ' x.. •__. � � =moi `n+r' "� ""�i'�'1M' 1 ;ilpw- • irffi�e''r1�r`y �w`,�wr�:li►'}a, �^ y l - ..; LRRM i'yY� rSM �r r fr �- �B T.q�3.- �Yq��jj•'. Allow- 4� �+.r'�°`T a,*moi _ 11f,.9'. row ;• [ M,ir� �� t'- Epoi 0.'4P1Y ?: ~7 - Sr r +�f i1VE PPT$IA�ImP?Ail ' ..It, L7 r"J •� t' r•a-�-s a -i i.i� M�r N.:rM�rr r ri;'�t' ry�:4r,Lil"cra�? Y.'•.rst c• Desert r'°rtR.s 7ybie. Club DriveF riuML — r[r i li3 r►ra` F,. ' f 7 • 3111+P1t{{j{ti++PtfP1Pf+:i- 1. s .�i � t r 7tlT:lIIIP71'1f7+�r ,e - ' rIce f r5kay� 'mm -WA•u ,1v�b All e x.. WI girl . 48 ft;'Py���r'� rs �. ��ig,"� � xi�c; •:..�., ::._A'..ii1�,1. 1.. .w�...� rh.�, �_ ' Cyt r J� 10% ' it ffT�e''r H �w`�wr ar► R. y 4 J at �4`�'.; rHeNMM,*nNn� M�p _ - _ - -w - � f� � g �T ��1�3,�_ 1 AP - � �•i�.� ai �aa a L Mia Y �! •� •C ■/�' 1(`'j�-il. Jier 4► it Y�w.ar' 4R �,I�w - t*ii y li�T\Sktl V�A Alwee i� "T + w! ►a }' pp MW-w ...r {- f - ,'�� tb � - ... *�'�' '9�•` -"tri -, � .•. `i. . 4 tMll�llt'lptll�It a � ) '� � If++�: �F►�x`. � +'1 � i 7" rte• i r•a-�-s a -i i.i� Vk 41 ftm �,, rY•r� •x.s ca�7bi,r[ 3 Desert Club�� 7i� r i1 s 'y�y`y�. '. s r-�.%s.r y t.7� i r►r Drive _ F i ,�+....,e.. r r;rfil4+�$Ge? cuLmsswit's.L;r W a- �' �a�etaxww:;J:r�ttPwtteslto:wt�,,t F,„�bu:r.;�+w� _ 11 A ' f 7 31111P1ry{j{tiPMetPP1Pf�:i- 1. s .�i � !< r 7tlT:lIIIP71'1f7+�r ,e - Avenue 48 �. - x.. - a lip 1-' • r •w+'i j ..;LRRM �iyY� rSM �r y r r� q�� �II4p�j�yi••- Allow WE e' { M,i'r1 .. :�� �-' poi 0.'4P1Y ?: �.~7 � .�� �1F• }�� � St � .. �r� •r �f i�1VE � �'lt1�lA�li9�l�li1 ti.• � ICg'� [ , Lam ���w j �{:F��-" r� A5 z s u, rte; .. .... 4 n -T` ••kti rib. '.0 �-m•rr r a -t a. r �[. 1 e s Ig Desert �Y F r F.�••r�•� r *`;iry4+�yGr? cuLmawics.L;rs .,�Club DriveL� ' f7 � �� 3lWlflt{{j{ti�l�tflllf+:r On' . 1 i+[ i*;• 7elrnlrrlei,'ICRrrdu�� x 1Y ;, ,y. teusi+s+rsfn� Ire �,_ r5kay� 'mm -WA•Y h1v�b All e ' x..• �. �, s�;•: y"""' � �`"".� ' .,kfffT�e''r�` w` wr.:r►' .� �;,;wi.�nu�r �]i i • '�A u� SMS r � �.�' ..w h • y-� i re j "ewe �� R rr�"4 a y}-!� re��.a .�Y e•� r h'te�O'a+- tia. i ► Tf� /9; rwi �tti - Ay���:_�• errnw �7� tv,VAL� � +' .. �r ':''t i' +�fi�1Vi��'�[1$IA�I�I,�t?Ail�.i!• 7s��'s� .. .... 4 n -T` ••kti rib. '.0 �-m•rr r•t• r 7 • x.=- Ice x gut ' x` _'" ���ti" �..' f i .� i'4i: int -•:' �� : l � i� 7M.. ;. � � ��:r. �pp"��a.': is r %ii� w•�r� i.►r r' F I .aF.�y+y� �L r �i �'4 � f!'ir� C Yi�+ilYq it4 r=•4 r'.ewtl o<au_r.;riw:;_ .y.�'�'-�"'.�+�a- b' wurgSa�%9tw:;i:i:ttirwtres�to:fut�it F,. s .,� t i W 7tlTltlfflPj'yf�rr!�� 'F - Ice y ..� .qM'� irffT�e''r` *F wr OV Nw VAL � .. .�� •i' N as ICgKKK� TZE J{Fled-_ i s a• s a_I KA - _ ri• - 'AS s e yr a;a{.y..:-•r:ii, i r•� CµUU1i Lk:l r-' C r Wfu f7, � �>� 3lWIClt{FIR�elrffYlPfr;i �- �. � r 7elrn!lneiycRrr!�� x IFw. Calle Tampico ty'::1"'y:,y�'�^: xt11S11{1i11Il� - � -. r�. •F � 4� nLiitlSit L v E Q m ATTACHMENT C Project Study Area Study Intersections (Data Collection from 7:00 AM - 9:00 AM and 2:30 PM - 4:30 PM) 1. Eisenhower Drive (NS) at Avenue 50 (EW) 2. Eisenhower Drive (NS) at Calle Tampico (EW) 3. Eisenhower Drive (NS) at Avenida Montezuma (EW) 4. Eisenhower Drive (NS) at Calle Sinaloa (EW) 5. Avenida Bermudas (NS) at Calle Tampico (EW) 6. Avenida Bermudas (NS) at Calle Sinaloa/Avenue 52 (EW) 7. Desert Club Drive (NS) at Calle Tampico (EW) 8. Desert Club Drive (NS) at Avenue 52 (EW) 9. Washington Street (NS) at Avenue 48 (EW) 10. Washington Street (NS) at Eisenhower Drive (EW) 11. Washington Street (NS) at Avenue 50 (EW) 12. Washington Street (NS) at Calle Tampico (EW) 13. Washington Street (NS) at Avenida La Fonda (EW) 14. Washington Street (NS) at Avenue 52 (EW) 15. Jefferson Street (NS) at Avenue 50 (EW) 16. Jefferson Street (NS) at Avenue 52 Study Roadway Segments 1. Eisenhower Drive north of Avenue 50 2. Eisenhower Drive between Avenue 50 and Calle Tampico 3. Eisenhower Drive between Calle Tampico and Avenida Montezuma 4. Eisenhower Drive between Avenida Montezuma and Calle Sinaloa 5. Avenida Bermudas between Calle Tampico and Avenue 52 6. Desert Club Drive between Calle Tampico and Avenue 52 7. Washington Street between Avenue 48 and Eisenhower Drive 8. Washington Street between Eisenhower Drive and Avenue 50 9. Washington Street between Avenue 50 and Calle Tampico 10. Washington Street between Calle Tampico and Avenida La Fonda 11. Washington Street between Avenida La Fonda and Avenue 52 12. Jefferson Street between Avenue 50 and Avenue 52 13. Avenue 50 between Eisenhower Drive and Washington Street 14. Avenue 50 between Washington Street and Jefferson Street 15. Calle Tampico between Eisenhower Drive and Avenida Bermudas 16. Calle Tampico between Avenida Bermudas and Desert Club Drive 17. Calle Tampico between Desert Club Drive and Washington Street 18. Avenida La Fonda west of Washington Street 19. Calle Sinaloa between Eisenhower Drive and Avenida Bermudas 20. Avenue 52 between Avenida Bermudas and Desert Club Drive 21. Avenue 52 between Desert Club Drive and Washington Street 22. Avenue 52 between Washington Street and Jefferson Street x.. VA YAG•' i a Ari pit Ct all am j ��' 4' • Rye - r �'w - * � _ ' Frair+'� •` Z taR.�i. �F � � ay'i4 �a - � _aleMI ti�'i Oft a•� �atan+�+iPtpgrelt i j '%' +w 1 $ r -1x w •��y� L.iAH Ir:f�-� 1i ,y.._ ,.It h. r �,'.x � �,i ..,,.•,� r � 'o �4 i� �-"; ,•,,,; x�a` ~ate � "". r. Desert Club +F+....yY. r;iry 4+yG[? c'uLmssw ic's.L;r' a` Drive,.,.�'`i-� � a wl�r'�tw:;a:r[tlrwtleslto:wtr,,t w f 7 � � � � 31W1l1t{{j{ti111tPl7Pf+:i , ! L--flrlllzzlll))�� � r 7tlTltllrlp � ''d�: x- �i � / 7x•7 13La '• }, ... Fonda 14 l rSk aRl� .Mw.WAry h1v�b All APPENDIX C Traffic Count Worksheets Tuesday, December 08, 2015 Location: La Quinta PROJECT: SC0760 ADT3 Eisenhower between Calle Tampico and Avenida Montezuma. Prepared by AimTD tel. 714 753 7888 AM Period NB SB EB WB PM Period NB SB EB WB 0:00 6 11 12:00 80 82 0:15 11 12 12:15 71 92 0:30 6 23 12:30 91 84 0:45 7 30 13 59 89 12:45 104 346 118 376 722 1:00 5 17 13:00 88 169 1:15 2 11 13:15 86 102 1:30 4 6 13:30 88 92 1:45 5 16 9 43 59 13:45 59 321 59 422 743 2:00 4 2 14:00 69 101 2:15 3 3 14:15 93 106 2:30 5 4 14:30 106 110 2:45 3 15 6 15 30 14:45 89 357 114 431 788 3:00 2 4 15:00 75 155 3:15 8 2 15:15 80 122 3:30 7 5 15:30 64 154 3:45 12 29 5 16 45 15:45 84 303 111 542 845 4:00 7 5 16:00 75 125 4:15 13 3 16:15 77 138 4:30 22 6 16:30 94 165 4:45 18 60 2 16 76 16:45 92 338 160 588 926 5:00 22 8 17:00 75 164 5:15 24 8 17:15 92 174 5:30 52 6 17:30 99 180 5:45 58 156 9 31 187 17:45 84 350 149 667 1017 6:00 50 11 18:00 78 109 6:15 72 16 18:15 83 92 6:30 107 33 18:30 53 107 6:45 144 373 36 96 469 18:45 53 267 99 407 674 7:00 169 43 19:00 54 77 7:15 139 55 19:15 37 86 7:30 199 63 19:30 29 91 7:45 201 708 58 219 927 19:45 37 157 100 354 511 8:00 181 94 20:00 33 76 8:15 199 138 20:15 38 72 8:30 131 107 20:30 44 74 8:45 112 623 73 412 1035 20:45 27 142 98 320 462 9:00 113 59 21:00 25 82 9:15 74 60 21:15 21 75 9:30 99 54 21:30 17 67 9:45 99 385 79 252 637 21:45 23 86 55 279 365 10:00 75 67 22:00 25 44 10:15 88 74 22:15 12 48 10:30 88 76 22:30 20 51 10:45 89 340 60 277 617 22:45 10 67 38 181 248 11:00 73 72 23:00 15 32 11:15 75 59 23:15 11 27 11:30 84 68 23:30 11 33 11:45 86 318 78 277 595 23:45 7 44 23 115 159 Total Vol. 3053 1713 4766 2778 4682 7460 Daily Totals NB SB EB WB Combined 5831 6395 12226 AM PM Split % 64.1% 35.9% 39.0% 37.2% 62.8% 61.0% Peak Hour 7:30 8:00 7:30 12:30 16:45 16:45 Volume 780 412 1133 369 678 1036 P.H.F. 0.97 0.75 0.84 0.89 0.94 0.93 Pacific(a)aimtd.com Tell. 714 753 7888 Tuesday, December 08, 2015 Location: La Quinta PROJECT: SC0760 ADT4 Eisenhower between Avenida Montezuma and Calle Sinaloa. Prepared by AimTD tel. 714 753 7888 AM Period NB SB EB WB PM Period NB SB EB WB 0:00 5 10 12:00 63 70 0:15 10 10 12:15 55 66 0:30 5 18 12:30 75 62 0:45 5 25 13 51 76 12:45 85 278 77 275 553 1:00 4 13 13:00 67 114 1:15 2 12 13:15 54 83 1:30 3 3 13:30 62 78 1:45 5 14 7 35 49 13:45 43 226 43 318 544 2:00 2 5 14:00 47 73 2:15 4 3 14:15 63 87 2:30 5 4 14:30 77 84 2:45 3 14 2 14 28 14:45 59 246 68 312 558 3:00 6 3 15:00 54 121 3:15 7 1 15:15 50 110 3:30 7 2 15:30 43 140 3:45 10 30 3 9 39 15:45 61 208 104 475 683 4:00 5 8 16:00 52 109 4:15 5 0 16:15 60 119 4:30 14 7 16:30 55 130 4:45 15 39 3 18 57 16:45 67 234 123 481 715 5:00 16 5 17:00 57 147 5:15 23 6 17:15 55 143 5:30 37 4 17:30 75 167 5:45 46 122 7 22 144 17:45 65 252 126 583 835 6:00 45 10 18:00 57 112 6:15 46 9 18:15 70 95 6:30 78 28 18:30 45 99 6:45 107 276 26 73 349 18:45 39 211 95 401 612 7:00 105 28 19:00 34 75 7:15 89 40 19:15 33 67 7:30 162 48 19:30 23 91 7:45 145 501 42 158 659 19:45 28 118 107 340 458 8:00 129 74 20:00 25 58 8:15 135 90 20:15 35 69 8:30 98 80 20:30 32 58 8:45 86 448 61 305 753 20:45 26 118 72 257 375 9:00 70 50 21:00 20 77 9:15 57 50 21:15 18 68 9:30 68 43 21:30 12 71 9:45 76 271 59 202 473 21:45 20 70 44 260 330 10:00 55 52 22:00 17 35 10:15 73 52 22:15 9 29 10:30 64 66 22:30 14 28 10:45 71 263 41 211 474 22:45 6 46 30 122 168 11:00 59 55 23:00 12 32 11:15 50 48 23:15 7 22 11:30 59 50 23:30 8 31 11:45 68 236 53 206 442 23:45 5 32 19 104 136 Total Vol. 2239 1304 3543 2039 3928 5967 Daily Totals NB SB EB WB Combined 4278 5232 9510 AM PM Split % 63.2% 36.8% 37.3% 34.2% 65.8% 62.7% Peak Hour 7:30 8:00 7:30 12:15 17:00 17:00 Volume 571 305 825 282 583 835 P.H.F. 0.88 0.85 0.92 0.88 0.87 0.86 pacific(Waimtd.com Tell. 714 753 7888 Tuesday, December 8, 2015 Location: La Quinta PROJECT: SC0760 ADT6 Desert Club between Calle Tampico and Avenue 52. Prepared by AimTD tel. 714 753 7888 AM Period NB SB EB WB PM Period NB SB EB WB 0:00 0 0 12:00 17 14 0:15 0 0 12:15 14 16 0:30 2 2 12:30 10 11 0:45 1 3 1 3 6 12:45 29 70 17 58 128 1:00 1 0 13:00 33 23 1:15 0 0 13:15 24 28 1:30 0 0 13:30 25 22 1:45 0 1 0 0 1 13:45 14 96 12 85 181 2:00 0 1 14:00 21 23 2:15 0 0 14:15 18 11 2:30 0 0 14:30 14 24 2:45 0 0 0 1 1 14:45 16 69 9 67 136 3:00 3 0 15:00 16 24 3:15 0 0 15:15 16 17 3:30 0 0 15:30 20 20 3:45 0 3 1 1 4 15:45 26 78 19 80 158 4:00 2 0 16:00 17 27 4:15 1 1 16:15 24 20 4:30 1 0 16:30 29 14 4:45 0 4 0 1 5 16:45 29 99 30 91 190 5:00 2 1 17:00 25 27 5:15 4 0 17:15 18 20 5:30 2 0 17:30 22 14 5:45 5 13 0 1 14 17:45 16 81 8 69 150 6:00 3 1 18:00 23 18 6:15 4 1 18:15 20 12 6:30 5 2 18:30 6 18 6:45 6 18 9 13 31 18:45 19 68 12 60 128 7:00 11 6 19:00 7 8 7:15 20 6 19:15 17 13 7:30 19 7 19:30 6 12 7:45 40 90 11 30 120 19:45 12 42 4 37 79 8:00 32 19 20:00 17 7 8:15 28 20 20:15 14 13 8:30 13 18 20:30 5 3 8:45 18 91 8 65 156 20:45 8 44 5 28 72 9:00 11 8 21:00 13 5 9:15 9 6 21:15 13 5 9:30 15 10 21:30 5 0 9:45 16 51 5 29 80 21:45 4 35 3 13 48 10:00 17 10 22:00 0 4 10:15 14 5 22:15 3 3 10:30 9 8 22:30 4 4 10:45 21 61 11 34 95 22:45 0 7 0 11 18 11:00 21 12 23:00 0 0 11:15 25 12 23:15 3 2 11:30 14 12 23:30 0 0 11:45 18 78 13 49 127 23:45 0 3 2 4 7 Total Vol. 413 227 640 692 603 1295 Daily Totals NB SB EB WB Combined 1105 830 1935 AM PM Split % 64.5% 35.5% 33.1% 53.4% 46.6% 66.9% Peak Hour 7:30 7:45 7:45 12:45 16:00 12:45 Volume 119 68 181 111 91 201 P.H.F. 0.74 0.85 0.89 0.83 0.76 0.90 pacific(Waimtd.com Tell. 714 753 7888 Tuesday, December 8, 2015 Location: La Quinta PROJECT: SC0760 ADT10 Washington between Calle Tampico and Avenida La Fonda. Prepared by AimTD tel. 714 753 7888 AM Period NB SB EB WB PM Period NB SB EB WB 0:00 11 12 12:00 125 115 0:15 3 9 12:15 94 142 0:30 3 17 12:30 117 131 0:45 9 26 6 44 70 12:45 128 464 131 519 983 1:00 3 6 13:00 99 126 1:15 2 3 13:15 107 107 1:30 3 5 13:30 122 119 1:45 3 11 4 18 29 13:45 119 447 120 472 919 2:00 2 5 14:00 123 120 2:15 5 2 14:15 109 135 2:30 5 4 14:30 112 121 2:45 2 14 4 15 29 14:45 101 445 140 516 961 3:00 3 2 15:00 100 145 3:15 6 6 15:15 97 150 3:30 11 4 15:30 119 157 3:45 9 29 2 14 43 15:45 111 427 149 601 1028 4:00 6 2 16:00 93 158 4:15 16 6 16:15 104 154 4:30 26 4 16:30 123 197 4:45 29 77 5 17 94 16:45 122 442 186 695 1137 5:00 32 10 17:00 132 172 5:15 32 27 17:15 131 174 5:30 63 20 17:30 125 191 5:45 60 187 29 86 273 17:45 98 486 180 717 1203 6:00 66 20 18:00 90 131 6:15 89 26 18:15 92 138 6:30 138 43 18:30 102 110 6:45 157 450 75 164 614 18:45 56 340 99 478 818 7:00 182 97 19:00 62 106 7:15 136 111 19:15 39 95 7:30 195 89 19:30 46 85 7:45 174 687 103 400 1087 19:45 35 182 112 398 580 8:00 167 89 20:00 52 78 8:15 117 125 20:15 58 76 8:30 108 104 20:30 50 91 8:45 115 507 134 452 959 20:45 26 186 100 345 531 9:00 127 97 21:00 31 57 9:15 109 100 21:15 26 84 9:30 130 89 21:30 21 73 9:45 122 488 100 386 874 21:45 9 87 69 283 370 10:00 83 96 22:00 15 59 10:15 98 98 22:15 23 39 10:30 100 74 22:30 11 27 10:45 124 405 97 365 770 22:45 5 54 25 150 204 11:00 120 98 23:00 9 31 11:15 113 117 23:15 11 26 11:30 127 108 23:30 5 18 11:45 112 472 129 452 924 23:45 4 29 15 90 119 Total Vol. 3353 2413 5766 3589 5264 8853 Daily Totals NB SB EB WB Combined 6942 7677 14619 AM PM Split % 58.2% 41.8% 39.4% 40.5% 59.5% 60.6% Peak Hour 7:00 11:45 7:00 16:45 16:30 16:30 Volume 687 517 1087 510 729 1237 P.H.F. 0.88 0.91 0.96 0.98 0.93 0.97 pacific(Waimtd.com Tell. 714 753 7888 Tuesday, December 08, 2015 Location: La Quinta PROJECT: SC0760 ADT11 Washington between Avenida La Fonda and Avenue 52. Prepared by AimTD tel. 714 753 7888 AM Period NB SB EB WB PM Period NB SB EB WB 0:00 8 12 12:00 87 102 0:15 2 10 12:15 65 123 0:30 3 16 12:30 70 114 0:45 5 18 8 46 64 12:45 91 313 105 444 757 1:00 2 5 13:00 73 111 1:15 2 3 13:15 78 111 1:30 0 6 13:30 81 101 1:45 3 7 4 18 25 13:45 93 325 103 426 751 2:00 1 4 14:00 91 115 2:15 4 3 14:15 96 133 2:30 4 4 14:30 100 116 2:45 3 12 4 15 27 14:45 107 394 138 502 896 3:00 0 2 15:00 94 140 3:15 5 2 15:15 91 148 3:30 8 5 15:30 119 146 3:45 4 17 2 11 28 15:45 103 407 137 571 978 4:00 3 2 16:00 84 147 4:15 14 5 16:15 92 139 4:30 19 4 16:30 85 183 4:45 15 51 4 15 66 16:45 73 334 172 641 975 5:00 22 9 17:00 86 147 5:15 18 25 17:15 99 175 5:30 40 17 17:30 82 182 5:45 39 119 29 80 199 17:45 80 347 160 664 1011 6:00 41 20 18:00 63 142 6:15 66 27 18:15 66 120 6:30 87 42 18:30 63 104 6:45 100 294 73 162 456 18:45 41 233 96 462 695 7:00 136 91 19:00 41 107 7:15 137 104 19:15 34 94 7:30 167 81 19:30 31 79 7:45 152 592 92 368 960 19:45 22 128 107 387 515 8:00 151 78 20:00 27 72 8:15 121 89 20:15 40 84 8:30 117 110 20:30 43 81 8:45 117 506 113 390 896 20:45 21 131 96 333 464 9:00 94 101 21:00 21 57 9:15 77 97 21:15 20 81 9:30 91 82 21:30 12 66 9:45 84 346 68 348 694 21:45 6 59 64 268 327 10:00 58 99 22:00 9 59 10:15 76 78 22:15 14 35 10:30 80 90 22:30 6 28 10:45 81 295 78 345 640 22:45 0 29 24 146 175 11:00 89 90 23:00 7 32 11:15 84 117 23:15 9 28 11:30 92 107 23:30 2 16 11:45 80 345 114 428 773 23:45 4 22 15 91 113 Total Vol. 2602 2226 4828 2722 4935 7657 Daily Totals NB 5B EB WB Combined 5324 7161 12485 AM PM Split % 53.9% 46.1% 38.7% 35.5% 64.5% 61.3% Peak Hour 7:15 11:45 7:15 14:45 16:30 16:30 Volume 607 453 962 411 677 1020 P.H.F. 0.91 0.92 0.97 0.89 0.92 0.93 pacific(Waimtd.com Tell. 714 753 7888 Tuesday, December 08, 2015 Location: La QUlnta PROJECT: SC0760 ADT13 Avenue 50 between Eisenhower and Washington. Prepared by AimTD tel. 714 753 7888 AM Period NB SB EB WB PM Period NB SB EB WB 0:30 2 1 12:00 23 30 0:15 2 2 12:15 26 24 0:30 4 1 12:30 19 25 0:45 2 10 1 5 15 12:45 48 116 36 115 231 1:00 1 5 13:00 31 35 1:15 0 0 13:15 19 23 1:30 3 1 13:30 22 15 1:45 1 5 0 6 11 13:45 22 94 19 92 186 2:00 0 1 14:00 34 29 2:15 3 0 14:15 22 33 2:30 0 1 14:30 35 33 2:45 2 5 0 2 7 14:45 31 122 31 126 248 3:00 1 0 15:00 21 23 3:15 1 0 15:15 17 23 3:30 3 1 15:30 22 25 3:45 0 5 0 1 6 15:45 35 95 21 92 187 4:00 1 5 16:00 19 29 4:15 4 0 16:15 12 33 4:30 2 1 16:30 20 29 4:45 2 9 2 8 17 16:45 26 77 22 113 190 5:00 4 5 17:00 25 39 5:15 6 3 17:15 24 31 5:30 6 10 17:30 26 27 5:45 5 21 16 34 55 17:45 19 94 23 120 214 6:00 4 4 18:00 14 15 6:15 5 4 18:15 14 13 6:30 14 8 18:30 14 13 6:45 17 40 23 39 79 18:45 9 51 16 57 108 7:00 37 23 19:00 9 7 7:15 21 28 19:15 6 17 7:30 20 22 19:30 7 10 7:45 24 102 28 101 203 19:45 5 27 10 44 71 8:00 38 29 20:00 9 7 8:15 34 22 20:15 7 15 8:30 27 18 20:30 9 9 8:45 20 119 26 95 214 20:45 3 28 14 45 73 9:00 29 22 21:00 6 8 9:15 23 20 21:15 2 8 9:30 22 32 21:30 5 8 9:45 23 97 22 96 193 21:45 4 17 11 35 52 10:00 18 28 22:00 5 3 10:15 15 24 22:15 6 8 10:30 19 24 22:30 3 4 10:45 29 81 34 110 191 22:45 3 17 3 18 35 11:00 31 26 23:00 3 5 11:15 18 30 23:15 3 33 11:30 17 20 23:30 3 3 11:45 22 88 18 94 182 23:45 53 62 2 43 105 Total Vol. 582 591 1173 800 900 1700 Daily Totals NB SB EB WB Combined 1382 1491 2873 AM PM Split % 49.6% 50.4% 40.8% 47.1% 52.9% 59.2% Peak Hour 0:30 0:30 7:45 10:30 7:45 12:15 14:00 14:00 Volume 123 114 220 124 126 248 P.H.F. 0.81 0.84 0.82 0.65 0.95 0.91 pacific(a)aimtd.com Tell. 714 753 7888 Tuesday, December 08, 2015 Location: La QUlnta PROJECT: SC0760 ADT15 Calle Tampico between Eisenhower and Avenida Bermudas. Prepared by AimTD tel. 714 753 7888 AM Period NB SB EB WB PM Period NB SB EB WB 0:30 4 3 12:00 28 44 0:15 7 6 12:15 29 45 0:30 3 6 12:30 30 63 0:45 3 17 7 22 39 12:45 35 122 77 229 351 1:00 5 6 13:00 65 61 1:15 2 4 13:15 35 52 1:30 2 3 13:30 27 45 1:45 4 13 6 19 32 13:45 27 154 36 194 348 2:00 0 3 14:00 31 33 2:15 1 2 14:15 25 28 2:30 3 3 14:30 35 41 2:45 0 4 3 11 15 14:45 42 133 46 148 281 3:00 0 2 15:00 38 43 3:15 1 4 15:15 44 45 3:30 3 2 15:30 38 37 3:45 1 5 2 10 15 15:45 38 158 47 172 330 4:00 0 3 16:00 41 37 4:15 2 3 16:15 37 41 4:30 3 3 16:30 35 54 4:45 4 9 2 11 20 16:45 36 149 34 166 315 5:00 5 5 17:00 30 39 5:15 5 3 17:15 34 59 5:30 9 6 17:30 25 64 5:45 8 27 5 19 46 17:45 20 109 51 213 322 6:00 6 6 18:00 25 37 6:15 13 5 18:15 15 38 6:30 11 14 18:30 14 28 6:45 24 54 15 40 94 18:45 13 67 25 128 195 7:00 24 18 19:00 16 23 7:15 30 23 19:15 13 31 7:30 35 31 19:30 11 20 7:45 39 128 40 112 240 19:45 19 59 22 96 155 8:00 37 55 20:00 8 26 8:15 39 73 20:15 14 25 8:30 34 44 20:30 9 32 8:45 24 134 28 200 334 20:45 13 44 27 110 154 9:00 23 34 21:00 11 20 9:15 22 27 21:15 8 21 9:30 29 23 21:30 8 25 9:45 27 101 36 120 221 21:45 10 37 18 84 121 10:00 21 23 22:00 4 14 10:15 29 32 22:15 8 15 10:30 20 28 22:30 12 13 10:45 27 97 27 110 207 22:45 4 28 9 51 79 11:00 32 36 23:00 5 10 11:15 35 38 23:15 6 10 11:30 35 36 23:30 4 8 11:45 34 136 41 151 287 23:45 6 21 9 37 58 Total Vol. 725 825 1550 1081 1628 2709 Daily Totals NB SB EB WB Combined 1806 2453 4259 AM PM Split % 46.8% 53.2% 36.4% 39.9% 60.1% 63.6% Peak Hour 0:30 0:30 7:30 7:45 7:45 12:30 12:30 12:30 Volume 150 212 361 165 253 418 P.H.F. 0.96 0.73 0.81 0.63 0.82 0.83 pacific(Waimtd.com Tell. 714 753 7888 Tuesday, December 08, 2015 Location: La QUlnta PROJECT: SC0760 ADT16 Calle Tampico between Avenida Bermudas and Desert Club. Prepared by AimTD tel. 714 753 7888 AM Period NB SB EB WB PM Period NB SB EB WB 0:30 10 6 12:00 40 79 0:15 8 8 12:15 45 72 0:30 2 5 12:30 50 89 0:45 6 26 6 25 51 12:45 54 189 104 344 533 1:00 4 4 13:00 75 107 1:15 3 2 13:15 54 95 1:30 5 2 13:30 48 83 1:45 3 15 2 10 25 13:45 57 234 80 365 599 2:00 0 3 14:00 54 64 2:15 2 2 14:15 64 63 2:30 3 3 14:30 78 74 2:45 0 5 4 12 17 14:45 74 270 76 277 547 3:00 1 3 15:00 63 81 3:15 1 3 15:15 71 88 3:30 2 2 15:30 66 83 3:45 0 4 2 10 14 15:45 57 257 80 332 589 4:00 0 2 16:00 65 92 4:15 2 7 16:15 57 76 4:30 2 7 16:30 56 90 4:45 6 10 7 23 33 16:45 44 222 63 321 543 5:00 4 12 17:00 56 74 5:15 3 9 17:15 52 93 5:30 13 22 17:30 32 104 5:45 12 32 12 55 87 17:45 31 171 76 347 518 6:00 17 8 18:00 37 63 6:15 23 17 18:15 39 53 6:30 16 18 18:30 23 47 6:45 35 91 26 69 160 18:45 26 125 38 201 326 7:00 30 35 19:00 23 38 7:15 43 43 19:15 31 44 7:30 52 58 19:30 20 34 7:45 60 185 68 204 389 19:45 27 101 40 156 257 8:00 59 71 20:00 24 28 8:15 41 79 20:15 21 32 8:30 51 72 20:30 20 33 8:45 42 193 57 279 472 20:45 25 90 36 129 219 9:00 49 64 21:00 20 23 9:15 54 56 21:15 16 34 9:30 55 51 21:30 11 32 9:45 47 205 55 226 431 21:45 15 62 28 117 179 10:00 49 57 22:00 9 13 10:15 48 52 22:15 18 17 10:30 50 65 22:30 12 18 10:45 55 202 55 229 431 22:45 5 44 7 55 99 11:00 52 78 23:00 6 7 11:15 59 80 23:15 11 15 11:30 50 80 23:30 3 10 11:45 54 215 68 306 521 23:45 10 30 10 42 72 Total Vol. 1183 1448 2631 1795 2686 4481 Daily Totals NB SB EB WB Combined 2978 4134 7112 AM PM Split % 45.0% 55.o% 37.0% 40.1% 59.9% 63.0% Peak Hour 0:30 0:30 10:30 11:45 11:00 14:30 12:30 12:30 Volume 216 308 521 286 395 628 P.H.F. 0.92 0.87 0.94 0.92 0.92 0.86 pacific(Waimtd.com Tell. 714 753 7888 Tuesday, December 8, 2015 Location: La QUlnta PROJECT: SC0760 ADT18 Avenida La Fonda west of Washington. Prepared by AimTD tel. 714 753 7888 AM Period NB SB EB WB PM Period NB SB EB WB 0:30 0 0 12:00 15 22 0:15 0 0 12:15 10 19 0:30 0 0 12:30 8 23 0:45 2 2 0 0 2 12:45 9 42 28 92 134 1:00 0 0 13:00 9 20 1:15 0 0 13:15 7 9 1:30 0 0 13:30 8 15 1:45 0 0 0 0 13:45 6 30 16 60 90 2:00 0 0 14:00 10 8 2:15 0 0 14:15 8 12 2:30 0 0 14:30 9 17 2:45 0 0 0 0 14:45 10 37 19 56 93 3:00 0 0 15:00 16 14 3:15 0 0 15:15 10 17 3:30 0 0 15:30 6 19 3:45 2 2 0 0 2 15:45 16 48 16 66 114 4:00 0 0 16:00 7 15 4:15 0 0 16:15 10 20 4:30 0 0 16:30 14 18 4:45 2 2 0 0 2 16:45 13 44 29 82 126 5:00 0 3 17:00 15 23 5:15 0 3 17:15 5 17 5:30 3 3 17:30 11 13 5:45 4 7 4 13 20 17:45 8 39 23 76 115 6:00 8 0 18:00 6 15 6:15 7 2 18:15 8 10 6:30 6 5 18:30 8 10 6:45 9 30 4 11 41 18:45 3 25 13 48 73 7:00 14 6 19:00 8 8 7:15 6 13 19:15 2 8 7:30 19 17 19:30 2 3 7:45 9 48 17 53 101 19:45 3 15 5 24 39 8:00 13 15 20:00 9 5 8:15 6 11 20:15 3 3 8:30 7 14 20:30 0 3 8:45 12 38 13 53 91 20:45 4 16 7 18 34 9:00 12 10 21:00 2 9 9:15 12 15 21:15 5 7 9:30 7 10 21:30 3 6 9:45 11 42 20 55 97 21:45 5 15 2 24 39 10:00 9 16 22:00 0 3 10:15 5 16 22:15 0 2 10:30 15 15 22:30 0 0 10:45 16 45 13 60 105 22:45 0 0 3 8 8 11:00 9 17 23:00 0 0 11:15 8 8 23:15 0 0 11:30 11 14 23:30 0 2 11:45 11 39 20 59 98 23:45 0 0 0 2 2 Total Vol. 255 304 559 311 556 867 Daily Totals NB SB EB WB Combined 566 860 1426 AM PM Split % 45.6% 54.4% 39.2% 35.9% 64.1% 60.8% Peak Hour 0:30 0:30 6:45 11:45 11:45 16:15 12:00 16:15 Volume 48 84 128 52 92 142 P.H.F. 0.63 0.91 0.86 0.87 0.82 0.85 pacific(a)aimtd.com Tell. 714 753 7888 Tuesday, December 08, 2015 Location: La QUlnta PROJECT: SC0760 ADT19 Calle Sinaloa between Eisenhower and Avenida Bermudas. Prepared by AimTD tel. 714 753 7888 AM Period NB SB EB WB PM Period NB SB EB WB 0:30 3 10 12:00 35 62 0:15 0 11 12:15 30 43 0:30 2 10 12:30 38 58 0:45 4 9 7 38 47 12:45 30 133 36 199 332 1:00 5 3 13:00 41 49 1:15 2 6 13:15 36 53 1:30 2 2 13:30 45 56 1:45 2 11 4 15 26 13:45 27 149 34 192 341 2:00 3 0 14:00 27 50 2:15 0 2 14:15 38 47 2:30 0 5 14:30 35 64 2:45 0 3 4 11 14 14:45 32 132 64 225 357 3:00 2 0 15:00 29 83 3:15 2 0 15:15 36 85 3:30 3 5 15:30 39 73 3:45 4 11 0 5 16 15:45 41 145 78 319 464 4:00 4 4 16:00 33 77 4:15 5 2 16:15 43 86 4:30 12 5 16:30 30 96 4:45 8 29 3 14 43 16:45 44 150 90 349 499 5:00 12 4 17:00 35 103 5:15 14 8 17:15 31 103 5:30 16 9 17:30 39 85 5:45 29 71 9 30 101 17:45 40 145 97 388 533 6:00 18 16 18:00 35 73 6:15 32 20 18:15 38 73 6:30 44 11 18:30 18 75 6:45 49 143 26 73 216 18:45 21 112 43 264 376 7:00 78 34 19:00 27 48 7:15 65 35 19:15 17 49 7:30 55 23 19:30 21 55 7:45 61 259 28 120 379 19:45 19 84 61 213 297 8:00 47 32 20:00 18 37 8:15 42 42 20:15 16 50 8:30 31 52 20:30 17 43 8:45 40 160 51 177 337 20:45 7 58 60 190 248 9:00 33 30 21:00 14 37 9:15 36 38 21:15 8 41 9:30 26 34 21:30 11 33 9:45 33 128 28 130 258 21:45 13 46 32 143 189 10:00 32 34 22:00 7 27 10:15 17 31 22:15 9 18 10:30 30 36 22:30 6 21 10:45 34 113 39 140 253 22:45 6 28 14 80 108 11:00 25 44 23:00 6 18 11:15 29 37 23:15 9 15 11:30 28 43 23:30 9 12 11:45 37 119 42 166 285 23:45 6 30 14 59 89 Total Vol. 1056 919 1975 1212 2621 3833 Daily Totals NB SB EB WB Combined 2268 3540 5808 AM PM Split % 53.5% 46.5% 34.0% 31.6% 68.4% 66.0% Peak Hour 0:30 0:30 7:00 11:45 7:00 15:30 16:30 17:00 Volume 259 205 379 156 392 533 P.H.F. 0.83 0.83 0.85 0.91 0.95 0.97 pacific(Waimtd.com Tell. 714 753 7888 Tuesday, December 08, 2015 Location: La QUlnta PROJECT: SC0760 ADT20 Avenue 52 between Avenida Bermudas and Desert Club. Prepared by AimTD tel. 714 753 7888 AM Period NB SB EB WB PM Period NB SB EB WB 0:30 11 20 12:00 98 98 0:15 5 17 12:15 95 105 0:30 6 20 12:30 93 105 0:45 10 32 10 67 99 12:45 124 410 94 402 812 1:00 7 5 13:00 103 98 1:15 5 8 13:15 121 103 1:30 7 7 13:30 137 105 1:45 5 24 9 29 53 13:45 114 475 98 404 879 2:00 5 3 14:00 106 99 2:15 7 3 14:15 122 134 2:30 8 6 14:30 110 115 2:45 4 24 7 19 43 14:45 114 452 139 487 939 3:00 6 2 15:00 93 148 3:15 6 0 15:15 80 164 3:30 12 9 15:30 121 156 3:45 13 37 2 13 50 15:45 109 403 143 611 1014 4:00 8 4 16:00 97 179 4:15 17 5 16:15 106 182 4:30 30 6 16:30 122 171 4:45 34 89 4 19 108 16:45 126 451 196 728 1179 5:00 46 7 17:00 112 185 5:15 47 12 17:15 106 214 5:30 84 9 17:30 131 192 5:45 82 259 15 43 302 17:45 111 460 185 776 1236 6:00 88 23 18:00 101 158 6:15 107 26 18:15 111 142 6:30 169 27 18:30 105 154 6:45 195 559 43 119 678 18:45 71 388 99 553 941 7:00 246 65 19:00 56 95 7:15 205 80 19:15 55 104 7:30 242 59 19:30 53 100 7:45 206 899 82 286 1185 19:45 51 215 112 411 626 8:00 189 72 20:00 47 82 8:15 160 91 20:15 56 97 8:30 124 111 20:30 46 76 8:45 143 616 84 358 974 20:45 33 182 112 367 549 9:00 101 81 21:00 35 74 9:15 104 72 21:15 27 89 9:30 123 75 21:30 40 66 9:45 109 437 49 277 714 21:45 18 120 66 295 415 10:00 82 69 22:00 27 51 10:15 110 57 22:15 32 51 10:30 94 63 22:30 17 44 10:45 110 396 74 263 659 22:45 19 95 28 174 269 11:00 86 63 23:00 14 39 11:15 96 95 23:15 15 26 11:30 88 88 23:30 15 32 11:45 104 374 90 336 710 23:45 17 61 19 116 177 Total Vol. 3746 1829 5575 3712 5324 9036 Daily Totals NB SB EB WB Combined 7458 7153 14611 AM PM Split % 67.2% 32.8% 38.2% 41.1% 58.9% 61.8% Peak Hour 0:30 0:30 7:00 11:45 7:00 12:45 16:45 16:45 Volume 899 398 1185 485 787 1262 P.H.F. 0.91 0.95 0.95 0.89 0.92 0.98 pacific(Waimtd.com Tell. 714 753 7888 INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com t� I Avenue 50 WEST SIDIE i Eisenhower NORTH SIDE 1 I EAST SIDE Avenue 50 i SOUTH SIDE Eisenhower DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Eisenhower Avenue 50 PROJECT #: LOCATION #: CONTROL: SC0760 1 SIGNAL NOTES: N E► .4W S NORTHBOUND Eisenhower SOUTHBOUND Eisenhower EASTBOUND Avenue 50 WESTBOUND Avenue 50 LANES: NL 1 NT 2 NR 0 SL 1 ST 2 SR 0 EL 1 ET 1 ER 0 WL 1 WT 1 WR 1 TOTAL 7:00 AM 2 154 30 2 28 7 2 3 1 12 5 8 254 7:15 AM 5 126 20 2 34 6 5 3 1 23 2 6 233 7:30 AM 1 175 14 4 49 3 5 0 3 12 2 5 273 7:45 AM 7 199 11 5 49 5 8 2 3 9 3 14 315 8:00 AM 4 166 23 5 65 4 0 4 1 13 8 13 306 8:15 AM 3 1 158 1 28 7 1 74 5 3 3 0 13 1 1 1 4 299 8:30 AM 9 139 13 5 66 3 6 8 2 15 4 5 275 g 8:45 AM 2 112 14 6 60 8 3 0 5 7 1 17 235 a VOLUMES APPROACH % 33 2% 1,229 87% 153 11% 36 7% 425 85% 41 8% 32 45% 23 32% 16 23% 104 51% 26 13% 72 36% 2,190 APP/DEPART 1,415 / 1,333 502 / 564 71 / 212 202 / 81 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 23 3% 7:45 AM 662 87% 0.876 75 10% 22 8% 254 87% 0.852 17 6% 17 43% 17 43% 0.625 6 15% 50 49% 16 16% 0.750 36 35% 1,195 0.948 APP/DEPART 760 / 715 293 / 325 40 114 102 / 41 0 2:30 PM 2 120 11 16 115 9 8 4 3 14 8 17 327 2:45 PM 5 89 17 3 79 8---F 10 6 4 16 4 10 251 3:00 PM 7 87 7 8 121 10 11 1 2 20 0 5 279 3:15 PM 2 76 11 7 140 12 14 3 2 16 2 4 289 3:30 PM 5 82 9 10 127 3 18 4 5 15 2 5 285 3:45 PM 3 73 15 12 88 10 2 4 1 6 3 5 222 4:00 PM 1 70 8 9 108 8 8 7 3 18 3 12 255 g 4:15 PM 1 80 6 2 115 9 11 9 3 14 8 7 265 a VOLUMES APPROACH % 26 3% 677 86% 84 11% 67 7% 893 87% 69 7% 82 57% 38 27% 23 16% 119 56% 30 14% 65 30% 2,173 APP/DEPART 787 / 825 1,029 / 1,045 143 / 188 214 / 115 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 16 4% 2:30 PM 372 86% 0.816 46 11% 34 6% 455 86% 0.830 39 7% 43 63% 14 21% 0.850 11 16% 66 57% 14 12% 0.744 36 31% 1,146 0.876 APP/DEPART 434 452 528 / 539 68 / 93 116 62 0 t� I Avenue 50 WEST SIDIE i Eisenhower NORTH SIDE 1 I EAST SIDE Avenue 50 i SOUTH SIDE Eisenhower INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com t� I Calle Tampico WEST SIDIE i Eisenhower NORTH SIDE r I EAST SIDE Calle Tampico i SOUTH SIDE Eisenhower DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Eisenhower Calle Tampico PROJECT #: LOCATION #: CONTROL: SC0760 2 SIGNAL NOTES: N E► .4W S NORTHBOUND Eisenhower SOUTHBOUND Eisenhower EASTBOUND Calle Tampico WESTBOUND Calle Tampico LANES: NL 1 NT 2 NR 0 SL 1 ST 2 SR 0 EL 0 ET 0 ER 0 WL 1.5 WT 1 WR 1 TOTAL 7:00 AM 0 154 8 4 37 1 0 0 0 6 0 6 216 7:15 AM 0 132 8 11 45 1 1 0 0 8 0 13 219 7:30 AM 1 186 14 11 53 0 0 0 0 7 0 11 283 7:45 AM 0 181 20 8 44 0 0 0 0 16 1 13 283 8:00 AM 1 162 16 7 44 0 3 0 0 42 1 17 293 8:15 AM 0 1 197 1 10 3 1 65 1 1 0 0 0 73 1 0 1 30 379 8:30 AM 1 129 9 9 61 0 0 0 1 34 0 23 267 g 8:45 AM 0 100 11 9 62 1 1 0 1 13 0 14 212 a VOLUMES APPROACH % 3 0% 1,241 93% 96 7% 62 13% 411 86% 4 1% 5 71% 0 0% 2 29% 199 61% 2 1% 127 39% 2,152 APP/DEPART 1,340 / 1,373 477 / 612 7 / 159 328 / 8 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 2 0% 7:30 AM 726 92% 0.952 60 8% 29 12% 206 87% 0.855 1 0% 3 100% 0 0% 0.250 0 0% 138 65% 2 1% 0.512 71 34% 1,238 0.817 APP/DEPART 788 / 800 236 / 344 3 90 211 4 0 2:30 PM 0 95 10 14 80 1 2 1 3 23 1 16 246 2:45 PM 4 78 9 14 103 1 0 0 1 10 0 25 245 3:00 PM 0 67 12 16 126 0 0 1 0 27 1 15 265 3:15 PM 0 68 13 13 109 3 2 0 0 15 0 27 250 3:30 PM 0 54 10 14 128 1 0 0 0 20 0 11 238 3:45 PM 0 67 11 15 85 0 0 0 0 24 0 21 223 4:00 PM 0 67 12 13 106 0 0 0 0 16 1 12 227 g 4:15 PM 1 1 65 10 11 113 0 1 i 0 0 22 0 15 238 a VOLUMES APPROACH % 5 1% 561 86% 87 13% 110 11% 850 88% 6 1% 5 45% 2 18% 4 36% 157 52% 3 1% 142 47% 1,932 APP/DEPART 653 / 708 966 / 1,014 11 / 199 302 / 11 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 4 1% 2:30 PM 308 87% 0.848 44 12% 57 12% 418 87% 0.845 5 1% 4 40% 2 20% 0.417 4 40% 75 47% 2 1% 0.930 83 52% 1,006 0.949 APP/DEPART 356 / 395 480 / 499 10 / 103 160 / 9 0 t� I Calle Tampico WEST SIDIE i Eisenhower NORTH SIDE r I EAST SIDE Calle Tampico i SOUTH SIDE Eisenhower INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com t� I Avenida Montezuma WEST SIDIE i Eisenhower NORTH SIDE 1 I EAST SIDE Avenida Montezuma i SOUTH SIDE Eisenhower DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Eisenhower Avenida Montezuma PROJECT #: LOCATION #: CONTROL: SC0760 3 STOP ALL NOTES: N /W E► S NORTHBOUND Eisenhower SOUTHBOUND Eisenhower EASTBOUND Avenida Montezuma WESTBOUND Avenida Montezuma LANES: NL 1 NT 2 NR 0 SL 1 ST 2 SR 0 EL 1 ET 1 ER 1 WL 0 WT 1 WR 1 TOTAL 7:00 AM 1 94 0 0 25 12 70 0 7 1 3 0 213 7:15 AM 2 90 0 0 33 20 60 0 1 1 0 2 209 7:30 AM 4 152 0 0 36 20 46 0 2 1 1 1 263 7:45 AM 1 136 0 0 38 15 63 0 8 3 0 3 267 8:00 AM 0 118 0 0 54 18 70 0 2 6 1 2 271 8:15 AM 3 1 133 1 0 0 1 85 45 74 0 7 2 1 2 1 4 355 8:30 AM 4 93 0 0 69 33 30 0 4 3 4 5 245 g 8:45 AM 7 81 0 0 47 15 29 0 10 5 7 5 206 a VOLUMES APPROACH % 22 2% 897 98% 0 0% 0 0% 387 68% 178 32% 442 92% 0 0% 41 8% 22 35% 18 29% 22 35% 2,029 APP/DEPART 919 / 1,361 565 / 464 483 / 0 62 / 204 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 8 1% 7:30 AM 539 99% 0.877 0 0% 0 0% 213 68% 0.598 98 32% 253 93% 0 0% 0.840 19 7% 12 46% 4 15% 0.722 10 38% 1,156 0.814 APP/DEPART 547 / 802 311 / 250 272 0 26 / 104 0 2:30 PM 5 64 0 1 69 23 28 0 4 6 3 4 207 2:45 PM 3 63 0 0 70 42 21 0 6 6 3 6 220 3:00 PM 7 50 0 2 93 49 24 0 7 10 6 3 251 3:15 PM 5 41 2 0 93 32 24 0 4 12 6 7 226 3:30 PM 5 44 0 0 107 37 24 0 4 13 6 8 248 3:45 PM 6 49 0 0 77 26 21 0 3 7 7 3 199 4:00 PM 4 43 0 0 82 36 29 0 7 6 7 6 220 g 4:15 PM 4 52 0 0 89 1 25 17 0 8 8 6 6 215 a VOLUMES APPROACH % 39 9% 406 91% 2 0% 3 0% 680 71% 270 28% 188 81% 0 0% 43 19% 68 44% 44 28% 43 28% 1,786 APP/DEPART 447 / 640 953 / 819 231 / 2 155 / 325 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 20 9% 2:45 PM 198 90% 0.833 2 1% 2 0% 363 69% 0.911 160 30% 93 82% 0 0% 0.919 21 18% 41 48% 21 24% 0.796 24 28% 945 0.941 APP/DEPART 220 / 317 525 / 442 114 / 2 86 / 184 0 t� I Avenida Montezuma WEST SIDIE i Eisenhower NORTH SIDE 1 I EAST SIDE Avenida Montezuma i SOUTH SIDE Eisenhower INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com t� I Calle Sinaloa WEST SIDIE i Eisenhower NORTH SIDE 1 I EAST SIDE Calle Sinaloa i SOUTH SIDE Eisenhower DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Eisenhower Calle Sinaloa PROJECT #: LOCATION #: CONTROL: SC0760 4 STOP ALL NOTES: N /W E► S NORTHBOUND Eisenhower SOUTHBOUND Eisenhower EASTBOUND Calle Sinaloa WESTBOUND Calle Sinaloa LANES: NL 1 NT 2 NR 0 SL 1 ST 2 SR 0 EL 1 ET 1 ER 1 WL 1 WT 1 WR 1 TOTAL 7:00 AM 3 96 29 0 22 5 0 12 1 16 23 7 214 7:15 AM 0 70 13 0 27 2 0 19 0 17 11 4 163 7:30 AM 0 171 17 0 39 7 0 19 0 12 7 7 279 7:45 AM 0 145 10 0 24 2 1 28 0 18 9 3 240 8:00 AM 0 123 11 2 51 5 0 14 0 16 4 12 238 8:15 AM 0 129 14 0 1 71 1 9 0 10 0 22 1 12 1 4 271 8:30 AM 0 83 8 1 51 6 0 10 0 2019 9 207 g 8:45 AM 0 79 16 1 45 4 0 11 0 32 6 10 204 a VOLUMES APPROACH % 3 0% 896 88% 118 12% 4 1% 330 88% 40 11% 1 10/0 123 98% 1 10/0 153 51% 91 30% 56 19% 1,816 APP/DEPART 1,017 / 952 374 / 484 125 / 245 300 / 135 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 0 0% 7:30 AM 568 92% 0.824 52 8% 2 1% 185 88% 0.656 23 11% 1 10/0 71 990/0 0.621 0 00/0 68 54% 32 25% 0.829 26 21% 1,028 0.921 APP/DEPART 620 / 594 210 / 253 72 / 125 126 / 56 0 2:30 PM 2:45 PM 0 0 68 53 7 6 2 3 53 51 4 8 0 0 8 15 0 0 38 52 13 9 2 7 195 204 3:00 PM 0 52 8 1 66 8 0 11 0 31 10 6 193 3:15 PM 0 37 6 3 64 16 0 6 0 60 15 5 212 3:30 PM 0 39 6 1 94 10 0 14 0 54 11 5 234 3:45 PM 0 55 10 1 72 13 0 19 0 54 19 5 248 4:00 PM 0 45 13 1 82 7 0 4 0 55 17 12 236 g 4:15 PM 0 48 9 1 66 11 0 10 0 59 17 8 229 a VOLUMES APPROACH % 0 0% 397 86% 65 14% 13 2% 548 86% 77 12% 0 00/0 87 1000/0 0 00/0 403 71% 111 20% 50 9% 1,751 APP/DEPART 462 / 449 638 / 950 87 / 164 564 / 188 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 0 0% 3:30 PM 187 83% 0.865 38 17% 4 1% 314 87% 0.855 41 11% 0 00/0 47 100% 0.618 0 00/0 222 70% 64 20% 0.940 30 9% 947 0.955 APP/DEPART 1 225 / 217 359 / 536 47 / 89 1 316 / 105 0 t� I Calle Sinaloa WEST SIDIE i Eisenhower NORTH SIDE 1 I EAST SIDE Calle Sinaloa i SOUTH SIDE Eisenhower INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com Avenida Bermudas t NORTH SIDE 1 I I Calle Tampico WEST SIDIE EAST SIDE Calle Tampico 4— SOUTH SIDE Avenida Bermudas DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Avenida Bermudas Calle Tampico PROJECT #: LOCATION #: CONTROL: SC0760 5 SIGNAL NOTES: N E► .4W S NORTHBOUND Avenida Bermudas SOUTHBOUND Avenida Bermudas EASTBOUND Calle Tampico WESTBOUND Calle Tampico LANES: NL 1 NT 1 NR 1 SL 1 ST 1 SR 0 EL 1 ET 2 ER 0 WLWT 1 2 WR 0 TOTAL 7:00 AM 1 3 14 0 3 0 1 15 3 16 14 2 72 7:15 AM 3 0 15 0 0 1 4 22 2 13 20 17 97 7:30 AM 3 5 20 0 0 2 2 30 0 16 24 20 122 7:45 AM 2 1 21 0 0 1 3 37 3 22 36 9 135 8:00 AM 8 0 25 0 0 4 9 32 3 21 43 11 156 8:15 AM 18 1 0 14 0 0 3 4 30 1 26 47 1 5 148 8:30 AM 6 020 1 0 1 6 24 5 30 31 5 129 g 8:45 AM 4 2 16 2 0 2 8 20 5 34 20 10 123 a VOLUMES APPROACH % 45 22% 11 5% 145 72% 3 15% 3 15% 14 70% 37 14% 210 78% 22 8% 178 36% 235 48% 79 16% 982 APP/DEPART 201 / 121 20 / 181 269 / 380 492 / 300 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 34 30% 7:45 AM 1 1% 0.871 80 70% 1 10% 0 0% 0.625 9 90% 22 14% 123 78% 0.892 12 8% 99 35% 157 55% 0.917 30 10% 568 0.910 APP/DEPART 115 / 49 10 / 100 157 / 215 286 / 204 0 2:30 PM 3 1 30 15 3 5 3 28 8 33 32 8 169 2:45 PM 9 2 31 10 1 6 1 37 7 41 25 10 180 3:00 PM 2 0 21 4 2 1 1 33 10 43 43 8 168 3:15 PM 6 3 29 12 2 6 4 31 9 31 33 10 176 3:30 PM 4 4 16 5 1 2 3 32 5 53 41 10 176 3:45 PM 3 3 23 5 1 4 2 24 9 32 36 7 149 4:00 PM 2 2 25 14 73 4 28 12 50 33 5 185 g 4:15 PM 9 3 26 7 2 1 5 29 4 37 32 8 163 a VOLUMES APPROACH % 38 15% 18 7% 201 78% 72 61% 19 16% 28 24% 23 7% 242 74% 64 19% 320 48% 275 42% 66 10% 1,366 APP/DEPART 257 / 106 119 / 380 329 / 538 661 / 342 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 21 17% 2:45 PM 9 7% 0.756 97 76% 31 60% 6 12% 0.650 15 29% 9 5% 133 77% 0.961 31 18% 168 48% 142 41% 0.837 38 11% 700 0.972 APP/DEPART 127 / 55 52 / 196 173 / 270 348 179 0 Avenida Bermudas t NORTH SIDE 1 I I Calle Tampico WEST SIDIE EAST SIDE Calle Tampico 4— SOUTH SIDE Avenida Bermudas INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com Avenida Bermudas t NORTH SIDE 1 I I Calle Sinaloa WEST SIDIE EAST SIDE Calle Sinaloa 4— SOUTH SIDE Avenida Bermudas DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Avenida Bermudas Calle Sinaloa PROJECT #: LOCATION #: CONTROL: SC0760 6 SIGNAL NOTES: N E► .4W S NORTHBOUND Avenida Bermudas SOUTHBOUND Avenida Bermudas EASTBOUND Calle Sinaloa WESTBOUND Calle Sinaloa LANES: NL 0 NT 1 NR 1 SL 1 ST 1 SR 0 EL 1 ET 2 ER 0 WL 2 WT 2 WR 0 TOTAL 7:00 AM 1 13 168 5 5 5 5 83 0 29 37 2 353 7:15 AM 0 9 144 5 1 3 9 56 0 54 28 1 310 7:30 AM 0 21 185 9 5 1 5 40 2 32 23 7 330 7:45 AM 1 17 142 5 9 5 0 56 2 46 26 6 315 8:00 AM 2 18 153 3 17 3 4 40 1 41 23 7 312 8:15 AM 0 1 23 1 109 7 14 4 3 45 0 43 1 37 1 14 299 8:30 AM 0 14 83 10 10 4 3 30 1 47 47 13 262 g 8:45 AM 2 14 101 7 13 4 7 33 0 35 39 7 262 a VOLUMES APPROACH % 6 0% 129 11% 1,085 89% 51 33% 74 48% 29 19% 36 8% 383 900/0 6 10/0 327 51% 260 40% 57 9% 2,443 APP/DEPART 1,220 / 222 154 / 407 425 / 1,519 644 / 295 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 2 0% 7:00 AM 60 9% 0.851 639 91% 24 41% 20 34% 0.763 14 24% 19 7% 235 910/0 0.733 4 2% 161 55% 114 39% 0.877 16 5% 1,308 0.926 APP/DEPART 701 / 95 58 / 185 258 / 898 291 / 130 0 2:30 PM 0 21 65 3 14 7 2 33 1 52 54 8 260 2:45 PM 1 16 79 14 12 7 5 24 1 2 69 55 14 298 3:00 PM 0 5 55 9 18 7 3 33 0 62 81 4 277 3:15 PM 1 13 44 11 21 9 7 25 0 78 77 4 290 3:30 PM 0 13 76 7 12 7 4 34 0 86 64 10 313 3:45 PM 0 19 73 4 19 10 4 30 0 64 69 11 303 4:00 PM 1 15 58 10 17 5 4 38 0 89 79 13 329 g 4:15 PM 1 12 52 8 14 8 5 1 40 3 86 88 11 328 a VOLUMES APPROACH % 4 1% 114 18% 502 81% 66 26% 127 50% 60 24% 34 11% 257 87% 6 2% 586 48% 567 46% 75 6% 2,398 APP/DEPART 620 / 223 253 / 719 297 / 825 1,228 / 631 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 2 1% 3:30 PM 59 18% 0.870 259 81% 29 24% 62 51% 0.917 30 25% 17 10% 142 88% 0.844 3 2% 325 49% 300 45% 0.905 45 7% 1,273 0.967 APP/DEPART 1 320 / 121 1 121 / 390 1 162 / 430 1 670 / 332 1 0 Avenida Bermudas t NORTH SIDE 1 I I Calle Sinaloa WEST SIDIE EAST SIDE Calle Sinaloa 4— SOUTH SIDE Avenida Bermudas INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com t� I Calle Tampico WEST SIDIE i Desert Club NORTH SIDE r I EAST SIDE Calle Tampico i SOUTH SIDE Desert Club DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Desert Club Calle Tampico PROJECT #: LOCATION #: CONTROL: SC0760 7 SIGNAL NOTES: N E► .4W S NORTHBOUND Desert Club SOUTHBOUND Desert Club EASTBOUND Calle Tampico WESTBOUND Calle Tampico LANES: NL 1 NT 1 NR 0 SL 1.5 ST 0.5 SR 0.5 EL 1 ET 2 ER 0 WLWT 1 2 WR 0 TOTAL 7:00 AM 4 2 10 13 2 6 5 20 3 5 24 7 101 7:15 AM 2 7 15 13 0 5 9 35 1 7 35 21 150 7:30 AM 3 13 9 51 8 6 16 29 1 7 51 25 219 7:45 AM 1 22 10 32 9 22 30 31 0 7 38 26 228 8:00 AM 4 22 8 58 10 18 30 32 0 17 53 25 277 8:15 AM 3 1 20 1 11 30 19 22 11 27 1 20 1 53 1 14 231 8:30 AM 2 5 9 17 7 16 8 37 2 29 44 3 179 g 8:45 AM 1 3 7 6 7 8 8 36 2 19 46 3 146 a VOLUMES APPROACH % 20 10% 94 49% 79 41% 220 57% 62 16% 103 27% 117 31% 247 66% 10 3% 111 19% 344 59% 124 21% 1,531 APP/DEPART 193 / 313 385 / 166 374 / 563 579 / 489 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 11 9% 7:30 AM 77 61% 0.926 38 30% 171 60% 46 16% 0.828 68 24% 87 42% 119 57% 0.839 2 1% 51 15% 195 58% 0.884 90 27% 955 0.862 APP/DEPART 126 / 244 285 / 92 208 335 336 284 0 2:30 PM 4 5 17 13 5 6 7 73 2 16 60 6 1 214 2:45 PM 2 4 21 16 7 5 14 50 4 13 59 8 203 3:00 PM 7 2 20 20 3 14 11 59 2 17 60 7 222 3:15 PM 9 7 20 22 5 16 11 63 1 28 57 6 245 3:30 PM 5 10 25 33 6 9 11 40 2 25 67 5 238 3:45 PM 3 4 16 21 9 10 6 40 4 27 68 4 212 4:00 PM 9 4 21 20 4 5 13 56 4 22 80 5 243 g 4:15 PM 0 6 22 17 3 15 12 52 3 26 60 8 224 a VOLUMES APPROACH % 39 16% 42 17% 162 67% 162 57% 42 15% 80 28% 85 16% 433 80% 22 4% 174 24% 511 70% 49 7% 1,801 APP/DEPART 243 / 158 284 / 213 540 / 782 734 / 648 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 26 20% 3:15 PM 25 19% 0.831 82 62% 96 60% 24 15% 0.833 40 25% 41 16% 199 79% 0.837 11 4% 102 26% 272 69% 0.921 20 5% 938 0.957 APP/DEPART 133 / 75 160 / 118 251 / 396 394 / 349 0 t� I Calle Tampico WEST SIDIE i Desert Club NORTH SIDE r I EAST SIDE Calle Tampico i SOUTH SIDE Desert Club INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com t� I Avenue 52 WEST SIDE 1 Desert Club NORTH SIDE r I EAST SIDE Avenue 52 1 SOUTH SIDE Desert Club DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Desert Club Avenue 52 PROJECT #: LOCATION #: CONTROL: SC0760 8 SIGNAL NOTES: N E► .4W S NORTHBOUND Desert Club SOUTHBOUND Desert Club EASTBOUND Avenue 52 WESTBOUND Avenue 52 LANES: NL 1 NT 1 NR 1 SL 1 ST 1 SR 1 EL 1 ET 2 ER 0 WLWT 1 2 WR 0 TOTAL 7:00 AM 1 1 0 2 0 4 9 247 0 1 63 0 328 7:15 AM 0 4 0 2 0 4 6 199 0 5 79 7 306 7:30 AM 0 0 0 5 0 3 13 220 1 1 59 3 305 7:45 AM 0 3 0 4 8 7 20 183 0 5 71 16 317 8:00 AM 2 0 0 2 0 15 21 175 0 0 56 11 282 8:15 AM 0 1 1 1 1 3 1 0 11 17 144 0 0 1 83 1 6 266 8:30 AM 0 1 0 3 0 10 4 118 1 2 97 15 251 g 8:45 AM 0 1 3 0 0 5 10 131 0 1 76 9 236 a VOLUMES APPROACH % 3 17% 11 61% 4 22% 21 24% 8 9% 59 67% 100 7% 1,417 93% 2 0% 15 2% 584 88% 67 10% 2,291 APP/DEPART 18 / 178 88 / 26 1,519 / 1,443 666 / 644 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 1 11% 7:00 AM 8 89% 0.563 0 0% 13 33% 8 21% 0.513 18 46% 48 5% 849 95% 0.877 1 0% 12 4% 272 88% 0.842 26 8% 1,256 0.957 APP/DEPART 9 / 82 39 / 21 898 / 862 310 / 291 0 2:30 PM 2:45 PM 0 1 0 0 1 2 6 5 010 1 5 5 4 96 112 0 I 1 1 1 104 132 7 8 230 272 3:00 PM 0 0 0 5 0 7 8 89 0 4 140 10 263 3:15 PM 0 1 2 9 0 12 7 73 0 2 147 10 263 3:30 PM 0 1 1 8 0 7 10 107 0 3 153 7 297 3:45 PM 0 0 0 7 0 7 9 98 0 1 137 15 274 4:00 PM 0 0 0 15 0 13 7 99 0 1 168 9 312 g 4:15 PM 0 2 1 8 0 9 6 94 0 2 176 19 317 a VOLUMES APPROACH % 1 8% 4 33% 7 58% 63 47% 1 1% 70 52% 56 7% 768 93% 1 0% 15 1% 1,157 92% 85 7% 2,228 APP/DEPART 12 / 146 134 / 10 825 / 844 1,257 / 1,228 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 0 0% 3:30 PM 3 60% 0.417 2 40% 38 51% 0 0% 0.661 36 49% 32 7% 398 93% 0.919 0 0% 7 1% 634 92% 0.877 50 7% 1,200 0.946 APP/DEPART 5 / 86 74 / 3 430 441 691 / 670 0 t� I Avenue 52 WEST SIDE 1 Desert Club NORTH SIDE r I EAST SIDE Avenue 52 1 SOUTH SIDE Desert Club INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com t� I Avenue 48 WEST SIDE i Washington NORTH SIDE r I EAST SIDE Avenue 48 i SOUTH SIDE Washington DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Washington Avenue 48 PROJECT #: LOCATION #: CONTROL: SC0760 9 SIGNAL NOTES: N E► .4W S NORTHBOUND Washington SOUTHBOUND Washington EASTBOUND Avenue 48 WESTBOUND Avenue 48 LANES: NL 0 NT 2 NR 0.5 SL 2 ST 3 SR 0 EL X ET X ER X WL 3 WT 0 WR 1 TOTAL 7:00 AM 0 343 92 11 161 0 0 0 0 49 0 49 705 7:15 AM 0 379 73 16 171 0 0 0 0 63 0 79 781 7:30 AM 0 459 89 12 179 0 0 0 0 70 0 100 909 7:45 AM 0 399 127 26 193 0 0 0 0 85 0 109 939 8:00 AM 0 339 148 23 183 0 0 0 0 87 0 71 851 8:15 AM 0 1 400 1 69 20 1 216 1 0 0 0 0 113 1 0 1 81 899 8:30 AM 0 362 81 27 1 237 0 0 0 0 63 0 81 851 g 8:45 AM 0 319 62 51 228 0 0 0 0 82 0 70 812 a VOLUMES APPROACH % 0 0% 3,000 80% 741 20% 186 11% 1,568 89% 0 0% 0 0% 0 0% 0 0% 612 49% 0 0% 640 51% 6,747 APP/DEPART 3,741 / 3,657 1,754 / 2,180 0 / 910 1,252 / 0 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 0 0% 7:30 AM 1,597 79% 0.926 433 21% 81 10% 771 90% 0.903 0 0% 0 0% 0 0% 0.000 0 0% 355 50% 0 0% 0.923 361 50% 3,598 0.958 APP/DEPART 2030 / 1,966 852 1,126 0 506 716 0 0 2:30 PM 0 310 92 66 275 0 0 0 0 93 0 61 897 2:45 PM 0 314 89 60 294 0 0 0 0 114 0 54 1 925 3:00 PM 0 279 79 63 293 0 0 0 0 160 0 54 928 3:15 PM 0 279 61 75 320 0 0 0 0 116 0 50 901 3:30 PM 0 282 75 79 347 0 0 0 0 92 0 35 910 3:45 PM 0 281 67 64 318 0 0 0 0 119 0 58 907 4:00 PM 0 238 67 56 309 0 0 0 0 90 0 51 811 g 4:15 PM 0 249 58 58 334 0 0 0 0 100 0 56 855 a VOLUMES APPROACH % 0 0% 2,232 79% 588 21% 521 17% 2,490 83% 0 0% 0 0% 0 0% 0 0% 884 68% 0 0% 419 32% 7,134 APP/DEPART 2,820 / 2,690 3,011 / 3,374 0 / 1,070 1,303 / 0 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 0 0% 2:45 PM 1,154 79% 0.904 304 21% 277 18% 1,254 82% 0.898 0 0% 0 0% 0 0% 0.000 0 0% 482 71% 0 0% 0.789 193 29% 3,664 0.987 APP/DEPART 1,458 / 1,365 1531 / 1,736 0 563 675 0 0 t� I Avenue 48 WEST SIDE i Washington NORTH SIDE r I EAST SIDE Avenue 48 i SOUTH SIDE Washington INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com t� I Eisenhower WEST SIDE 1 Washington NORTH SIDE 1 I EAST SIDE Eisenhower i SOUTH SIDE Washington DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Washington Eisenhower PROJECT #: LOCATION #: CONTROL: SC0760 10 SIGNAL NOTES: N E► .4W S NORTHBOUND Washington SOUTHBOUND Washington EASTBOUND Eisenhower WESTBOUND Eisenhower LANES: NL 1 NT 3 NR 1 SL 1 ST 3 SR 1 EL 2.5 ET 0.5 ER 0.5 WL 1 WT 1 WR 1 TOTAL 7:00 AM 3 267 0 1 125 84 163 0 1 1 0 5 650 7:15 AM 0 309 0 1 167 66 143 1 0 0 0 0 687 7:30 AM 2 348 1 2 170 77 198 0 2 1 0 2 803 7:45 AM 1 285 0 3 186 89 236 1 7 0 0 5 813 8:00 AM 2 292 1 4 170 96 184 1 3 3 2 10 768 8:15 AM 3 1 270 1 2 10 1 204 1 115 193 0 2 3 1 0 1 6 808 8:30 AM 2 268 0 7 196 97 172 1 2 0 0 3 748 g 8:45 AM 8 226 0 5 201 1 104 147 1 6 2 2 7 709 a VOLUMES APPROACH % 21 1% 2,265 99% 4 0% 33 2% 1,419 65% 728 33% 1,436 98% 5 0% 23 2% 10 19% 4 8% 38 73% 5,986 APP/DEPART 2,290 / 3,741 2,180 / 1,452 1,464 / 40 52 / 753 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 8 1% 7:30 AM 1,195 99% 0.860 4 0% 19 2% 730 65% 0.856 377 33% 811 98% 2 0% 0.847 14 2% 7 22% 2 6% 0.533 23 72% 3,192 0.982 APP/DEPART 1,207 / 2,030 1,126 / 751 827 / 24 32 / 387 0 2:30 PM 2 254 1 11 243 114 136 0 5 1 1 8 776 2:45 PM 3 248 6 10 243 155 145 2 1 1 1 10 825 3:00 PM 4 217 3 7 256 190 134 2 5 3 0 7 828 3:15 PM 2 205 3 6 265 165 124 1 1 1 0 11 784 3:30 PM 0 218 3 5 274 160 134 3 1 1 2 5 806 3:45 PM 2 213 2 14 281 142 128 0 3 2 2 7 796 4:00 PM 1 194 1 10 257 132 103 0 1 2 2 6 709 g 4:15 PM 1 166 3 9 267 158 135 1 3 3 0 6 752 a VOLUMES APPROACH % 15 1% 1,715 98% 22 1% 72 2% 2,086 62% 1,216 36% 1,039 97% 9 1% 20 2% 14 17% 8 10% 60 73% 6,276 APP/DEPART 1,752 / 2,820 3,374 / 2,122 1,068 / 96 82 / 1,238 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 9 1% 2:45 PM 888 97% 0.887 15 2% 28 2% 1,038 60% 0.958 670 39% 537 97% 8 1% 0.934 8 1% 6 14% 3 7% 0.8750.979 33 79% 3,243 APP/DEPART 912 / 1,458 1,736 / 1,053 553 / 51 42 / 681 0 t� I Eisenhower WEST SIDE 1 Washington NORTH SIDE 1 I EAST SIDE Eisenhower i SOUTH SIDE Washington INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com t� I Avenue 50 WEST SIDIE i Washington NORTH SIDE 1 I EAST SIDE Avenue 50 i SOUTH SIDE Washington DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Washington Avenue 50 PROJECT #: LOCATION #: CONTROL: SC0760 11 SIGNAL NOTES: N E► .4W S NORTHBOUND Washington SOUTHBOUND Washington EASTBOUND Avenue 50 WESTBOUND Avenue 50 LANES: NL 1 NT 3 NR 0 SL 2 ST 2.5 SR 0.5 EL 1 ET 2 ER 0 WL 2 WT 1 WR 1 TOTAL 7:00 AM 1 196 13 21 76 3 15 28 2 29 27 40 451 7:15 AM 4 176 10 16 126 11 12 17 4 34 26 78 514 7:30 AM 3 243 15 16 126 8 14 14 3 37 21 49 549 7:45 AM 2 234 18 22 156 12 7 14 3 17 29 49 563 8:00 AM 4 209 21 32 123 12 11 32 7 36 24 52 563 8:15 AM 1 1 184 1 8 46 135 8 8 44 4 19 1 16 47 520 8:30 AM 13 1628 24 161 8 25 16 3 18 28 81 547 g 8:45 AM 11 149 9 34 164 14 7 16 2 17 26 41 490 a VOLUMES APPROACH % 39 2% 1,553 92% 102 6% 211 16% 1,067 79% 76 6% 99 32% 181 59% 28 9% 207 25% 197 23% 437 52% 4,197 APP/DEPART 1,694 / 2,089 1,354 / 1,304 308 / 494 841 / 310 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 10 1% 7:30 AM 870 92% 0.902 62 7% 116 17% 540 78% 0.916 40 6% 40 25% 104 65% 0.719 17 11% 109 28% 90 23% 0.884 197 50% 2,195 0.975 APP/DEPART 942 / 1,107 696 667 161 282 396 / 139 0 2:30 PM 3 99 6 33 108 5 9 21 2 14 15 39 354 2:45 PM 0 169 4 40 183 6 13 25 4 25 24 67 560 3:00 PM 5 144 12 49 201 9 10 19 0 16 17 37 519 3:15 PM 4 174 11 28 206 13 14 17 2 27 16 43 555 3:30 PM 1 179 15 56 189 37 11 24 8 23 14 37 594 3:45 PM 2 174 22 63 191 14 14 26 2 21 14 29 572 4:00 PM 4 159 16 39 221 13 9 19 3 34 17 33 567 g 4:15 PM 3 1 142 17 34 190 55 10 16 3 32 27 30 559 a VOLUMES APPROACH % 22 2% 1,240 91% 103 8% 342 17% 1,489 75% 152 8% 90 32% 167 59% 24 9% 192 29% 144 22% 315 48% 4,280 APP/DEPART 1,365 / 1,645 1,983 / 1,705 281 / 613 651 / 317 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 10 1% 3:30 PM 654 89% 0.927 70 10% 192 17% 791 72% 0.977 119 11% 44 30% 85 59% 0.843 16 11% 110 35% 72 23% 0.874 129 41% 2,292 0.965 APP/DEPART 734 / 827 1,102 / 916 145 / 348 311 201 0 t� I Avenue 50 WEST SIDIE i Washington NORTH SIDE 1 I EAST SIDE Avenue 50 i SOUTH SIDE Washington INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com t� I Calle Tampico WEST SIDIE i Washington NORTH SIDE 1 I EAST SIDE Calle Tampico i SOUTH SIDE Washington DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Washington Calle Tampico PROJECT #: LOCATION #: CONTROL: SC0760 12 SIGNAL NOTES: N E► .4W S NORTHBOUND Washington SOUTHBOUND Washington EASTBOUND Calle Tampico WESTBOUND Calle Tampico LANES: NL 1 NT 3 NR 0 SL 1 ST 2 SR 1 EL 2.5 ET 0.5 ER 1 WL 1 WT 0.5 WR 0.5 TOTAL 7:00 AM 2 144 37 3 75 28 25 20 6 14 9 14 377 7:15 AM 4 132 15 4 97 53 31 25 9 14 14 16 414 7:30 AM 10 152 5 2 77 72 60 15 8 6 11 13 431 7:45 AM 8 158 15 3 89 61 42 16 4 7 19 5 427 8:00 AM 7 132 11 2 74 77 62 17 9 8 17 11 427 8:15 AM 13 1 110 1 12 8 1 90 1 74 36 11 6 10 1 14 1 17 401 8:30 AM 5 97 6 11 11348 49 11 7 4 8 8 367 g 8:45 AM 10 102 8 2 114 65 30 7 4 7 5 10 364 a VOLUMES APPROACH % 59 5% 1,027 86% 109 9% 35 3% 729 59% 478 38% 335 66% 122 24% 53 10% 70 27% 97 37% 94 36% 3,208 APP/DEPART 1,195 / 1,458 1,242 / 852 510 / 263 261 / 635 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 29 4% 7:15 AM 574 88% 0.896 46 7% 11 2% 337 55% 0.992 263 43% 195 65% 73 24% 0.847 30 10% 35 25% 61 43% 0.801 45 32% 1,699 0.985 APP DEPART 649 815 611 402 298 / 129 141 353 0 2:30 PM 9 94 8 7 114 68 76 14 10 6 10 8 424 2:45 PM 5 97 6 7 165 77 44 12 1 11 13 24 2 463 3:00 PM 7 73 6 4 124 85 78 13 12 9 8 4 423 3:15 PM 11 112 10 7 114 81 59 14 9 5 11 9 442 3:30 PM 6 85 5 10 138 87 67 13 8 4 8 6 437 3:45 PM 7 83 10 12 127 69 73 15 8 10 13 15 442 4:00 PM 12 82 3 10 141 74 86 12 9 6 11 4 450 g 4:15 PM 8 91 8 11 129 76 55 12 8 4 9 7 418 a VOLUMES APPROACH % 65 8% 717 86% 56 7% 68 4% 1,052 61% 617 36% 538 75% 105 15% 75 10% 57 28% 94 46% 55 27% 3,499 APP/DEPART 838 / 1,314 1,737 / 1,184 718 / 225 206 / 776 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 36 8% 3:15 PM 362 85% 0.801 28 7% 39 4% 520 60% 0.926 311 36% 285 76% 54 14% 0.871 34 9% 25 25% 43 42% 0.671 34 33% 1,771 0.984 APP/DEPART 426 / 683 870 / 579 373 / 119 102 / 390 0 t� I Calle Tampico WEST SIDIE i Washington NORTH SIDE 1 I EAST SIDE Calle Tampico i SOUTH SIDE Washington INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com t� I Avenida La Fonda WEST SIDIE i Washington NORTH SIDE 1 I EAST SIDE Avenida La Fonda i SOUTH SIDE Washington DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Washington Avenida La Fonda PROJECT #: LOCATION #: CONTROL: SC0760 13 STOP E NOTES: N /W E► S NORTHBOUND Washington SOUTHBOUND Washington EASTBOUND Avenida la Fonda WESTBOUND Avenida La Fonda LANES: NL 1 NT 3 NR X SL X ST 3 SR 0 EL 1 ET X ER 1 WL X WT X WR X TOTAL 7:00 AM 4 116 0 0 80 10 5 0 2 0 0 0 217 7:15 AM 3 124 0 1 82 8 5 0 3 0 0 0 226 7:30 AM 9 176 0 0 88 9 11 0 3 0 0 0 296 7:45 AM 5 154 0 1 88 13 8 0 4 0 0 0 273 8:00 AM 1 116 0 1 86 9 13 0 2 0 0 0 228 8:15 AM 5 1 136 1 0 0 107 1 10 7 0 5 0 1 0 1 0 270 8:30 AM 1 143 0 0 100 15 2 0 2 0 0 0 263 g 8:45 AM 5 134 0 1 97 5 10 0 3 0 0 0 255 a VOLUMES APPROACH % 33 3% 1,099 97% 0 0% 4 0% 728 90% 79 10% 61 72% 0 0% 24 28% 0 0% 0 0% 0 0% 2,028 APP/DEPART 1,132 / 1,164 811 / 752 85 / 0 0 / 112 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 20 3% 7:30 AM 582 97% 0.814 0 0% 2 0% 369 90% 0.880 41 10% 39 74% 0 0% 0.883 14 26% 0 0% 0 0% 0.000 0 0% 1,067 0.901 APP/DEPART 602 / 623 412 / 383 53 / 0 0 / 61 0 2:30 PM 7 98 0 1 103 12 3 0 4 0 0 0 228 2:45 PM 5 86 0 1 144 15 5 0 5 0 0 0 261 3:00 PM 1 96 0 2 133 20 6 0 5 0 0 0 263 3:15 PM 6 94 0 0 128 10 5 0 5 0 0 0 248 3:30 PM 3 95 0 1 140 8 7 0 5 0 0 0 259 3:45 PM 4 103 0 0 130 15 6 0 3 0 0 0 261 4:00 PM 3 95 0 2 139 9 11 0 6 0 0 0 265 g 4:15 PM 5 99 0 2 1 146 12 8 0 3 0 0 1 0 275 a VOLUMES APPROACH % 34 4% 766 96% 0 0% 9 1% 1,063 91% 101 9% 51 59% 0 0% 36 41% 0 0% 0 0% 0 0% 2,060 APP/DEPART 800 / 826 1,173 / 1,102 87 / 0 0 / 132 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 15 4% 3:30 PM 392 96% 0.951 0 0% 5 1% 555 92% 0.944 44 7% 32 65% 0 0% 0.721 17 35% 0 0% 0 0% 0.000 0 0% 1,060 0.964 APP/DEPART 407 / 429 604 / 574 49 / 0 0 / 57 0 t� I Avenida La Fonda WEST SIDIE i Washington NORTH SIDE 1 I EAST SIDE Avenida La Fonda i SOUTH SIDE Washington INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com t� I Avenue 52 WEST SIDIE i Washington NORTH SIDE 1 I EAST SIDE Avenue 52 i SOUTH SIDE Washington DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Washington Avenue 52 PROJECT #: LOCATION #: CONTROL: SC0760 14 SIGNAL NOTES: N E► .4W S NORTHBOUND Washington SOUTHBOUND Washington EASTBOUND Avenue 52 WESTBOUND Avenue 52 LANES: NL 0 NT 0 NR 0 SL 2 ST 0.5 SR 1.5 EL 2 ET 2 ER 0 WL 1 WT 2 WR 1 TOTAL 7:00 AM 0 4 2 42 3 37 119 98 0 18 30 30 383 7:15 AM 1 3 0 48 3 43 109 80 0 12 39 36 374 7:30 AM 0 3 1 52 1 32 135 92 0 8 37 39 400 7:45 AM 1 5 2 67 4 22 104 78 0 13 51 53 400 8:00 AM 2 2 2 47 11 35 74 60 2 8 63 41 347 8:15 AM 0 1 7 1 1 52 4 44 81 69 1 7 1 46 1 40 352 8:30 AM 4 8 3 60 3 40 55 63 2 10 43 36 327 g 8:45 AM 0 6 5 50 4 35 54 55 0 6 64 38 317 a VOLUMES APPROACH % 8 13% 38 61% 16 26% 418 57% 33 4% 288 39% 731 55% 595 45% 5 0% 82 11% 373 49% 313 41% 2,900 APP/DEPART 62 / 1,081 739 / 67 1,331 / 1,082 768 / 670 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 2 9% 7:00 AM 15 68% 0.688 5 23% 209 59% 11 3% 0.941 134 38% 467 57% 348 43% 0.898 0 0% 51 14% 157 43% 0.782 158 43% 1,557 0.973 APP/DEPART 22 / 639 354 / 25 815 / 599 366 / 294 0 2:30 PM 2:45 PM 0 2 19 7 2 4 52 71 5 7 54 75 59 51 61 57 2 2 8 10 59 51 32 46 353 383 3:00 PM 3 7 8 45 8 76 41 66 1 8 78 34 375 3:15 PM 0 13 2 55 17 64 44 63 3 4 62 53 380 3:30 PM 2 6 2 51 8 69 35 52 1 5 80 41 352 3:45 PM 1 5 3 55 5 81 47 60 1 4 89 51 402 4:00 PM 1 15 4 54 5 93 57 45 2 3 84 34 397 g 4:15 PM 0 7 2 62 5 70 44 54 0 7 83 56 390 a VOLUMES APPROACH % 9 8% 79 69% 27 23% 445 41% 60 6% 582 54% 378 45% 458 54% 12 1% 49 5% 586 60% 347 35% 3,032 APP/DEPART 115 / 804 1,087 / 98 848 / 953 982 / 1,177 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 4 8% 3:30 PM 33 69% 0.600 11 23% 222 40% 23 4% 0.918 313 56% 183 46% 211 53% 0.921 4 1% 19 4% 336 63% 0.920 182 34% 1,541 0.958 APP/DEPART 1 48 / 398 558 / 37 398 / 453 537 / 653 0 t� I Avenue 52 WEST SIDIE i Washington NORTH SIDE 1 I EAST SIDE Avenue 52 i SOUTH SIDE Washington INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com t� I Avenue 50 WEST SIDIE i Jefferson NORTH SIDE 1 I EAST SIDE Avenue 50 i SOUTH SIDE Jefferson DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Jefferson Avenue 50 PROJECT #: LOCATION #: CONTROL: SC0760 15 SIGNAL NOTES: N E► .4W S NORTHBOUND Jefferson SOUTHBOUND Jefferson EASTBOUND Avenue 50 WESTBOUND Avenue 50 LANES: NL 1 NT 3 NR 1 SL 2 ST 3 SR 1 EL 1 ET 2 ER 1 WL 1 WT 1 WR 1 TOTAL 7:00 AM 11 80 8 8 116 59 25 35 7 6 71 53 479 7:15 AM 12 94 6 28 114 42 50 49 6 14 52 27 494 7:30 AM 3 102 7 20 82 31 21 25 3 11 59 45 409 7:45 AM 7 120 5 20 123 49 34 51 14 24 64 33 544 8:00 AM 14 121 9 24 116 43 32 47 7 9 59 49 530 8:15 AM 11 1 90 1 8 24 80 52 58 51 12 19 1 82 57 544 8:30 AM 17 132 7 19 108 22 49 66 22 19 50 33 544 g 8:45 AM 9 113 10 22 105 22 22 37 7 10 29 36 422 a VOLUMES APPROACH % 84 8% 852 86% 60 6% 165 12% 844 64% 320 24% 291 40% 361 49% 78 11% 112 12% 466 51% 333 37% 3,966 APP/DEPART 996 / 1,481 1,329 / 1,036 730 / 581 911 / 868 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 49 9% 7:45 AM 463 86% 0.867 29 5% 87 13% 427 63% 0.885 166 24% 173 39% 215 49% 0.808 55 12% 71 14% 255 51% 0.788 172 35% 2,162 0.994 APP/DEPART 541 / 811 680 / 555 443 / 328 498 468 0 2:30 PM 14 131 16 44 107 34 42 62 8 22 50 37 567 2:45 PM 14 126 16 33 133 35 45 46 12 25 53 37 575 3:00 PM 5 153 14 58 147 26 38 76 10 34 52 40 653 3:15 PM 16 163 16 46 122 29 43 60 12 17 48 38 610 3:30 PM 12 163 14 35 133 21 40 68 8 19 57 44 614 3:45 PM 14 135 22 50 129 40 41 48 10 24 58 39 610 4:00 PM 6 100 18 38 110 21 34 68 10 31 50 37 523 g 4:15 PM 9 1 87 12 22 100 17 29 48 7 23 46 31 431 a VOLUMES APPROACH % 90 7% 1,058 83% 128 10% 326 21% 981 64% 223 15% 312 36% 476 55% 77 9% 195 21% 414 45% 303 33% 4,583 APP/DEPART 1,276 / 1,680 1,530 / 1,253 865 / 923 912 / 727 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 47 6% 3:00 PM 614 84% 0.932 66 9% 189 23% 531 64% 0.905 116 14% 162 36% 252 56% 0.915 40 9% 94 20% 215 46% 0.933 161 34% 2,487 0.952 APP/DEPART 727 / 940 836 / 665 454 / 504 470 / 78 378+ 0 t� I Avenue 50 WEST SIDIE i Jefferson NORTH SIDE 1 I EAST SIDE Avenue 50 i SOUTH SIDE Jefferson INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 pacific@aimtd.com t� I Avenue 52 WEST SIDIE i Jefferson NORTH SIDE 1 I EAST SIDE Avenue 52 i SOUTH SIDE Jefferson DATE: Tue, Dec 8, 15 LOCATION: NORTH & SOUTH: EAST & WEST: La Quinta Jefferson Avenue 52 PROJECT #: LOCATION #: CONTROL: SC0760 16 STOP ALL NOTES: N /W E► S NORTHBOUND Jefferson SOUTHBOUND Jefferson EASTBOUND Avenue 52 WESTBOUND Avenue 52 LANES: NL 0 NT 2 NR 1 SL 0 ST 2 SR 1 EL 0 ET 2 ER 1 WL 0 WT 2 WR 1 TOTAL 7:00 AM 26 52 29 19 75 12 20 54 40 5 35 18 385 7:15 AM 26 65 28 23 61 16 23 54 45 9 47 24 421 7:30 AM 35 59 43 15 59 16 8 62 36 4 64 52 453 7:45 AM 39 90 53 10 79 22 11 58 58 4 59 54 537 8:00 AM 43 77 49 18 74 12 6 43 34 8 49 35 448 8:15 AM 36 1 62 1 44 26 83 1 10 14 47 34 2 1 60 1 39 457 8:30 AM 32 73 36 33 66 16 13 43 39 571 41 468 g 8:45 AM 41 60 30 21 82 19 10 57 50 5 60 30 465 a VOLUMES APPROACH % 278 25% 538 48% 312 28% 165 19% 579 67% 123 14% 105 12% 418 49% 336 39% 42 5% 445 57% 293 38% 3,634 APP/DEPART 1,128 / 935 867 / 957 859 / 895 780 / 847 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 150 24% 7:45 AM 302 48% 0.871 182 29% 87 19% 302 67% 0.943 60 13% 44 11% 191 48% 0.787 165 41% 19 4% 239 56% 0.912 169 40% 1,910 0.889 APP/DEPART 634 / 514 449 / 486 400 / 460 427 / 450 0 2:30 PM 39 91 31 28 76 10 13 39 39 5 43 29 443 --- 2:45 PM 28 -- 100 22 23 81 ---- 19 --- 14 ---- 38 --------- 45 --- 3 ----- 52 - 45 470 3:00 PM 25 68 42 29 67 27 14 81 48 4 34 55 494 3:15 PM 28 83 47 18 88 48 9 62 13 1 35 37 469 3:30 PM 28 82 40 27 94 37 7 60 35 3 41 39 493 3:45 PM 40 109 57 26 87 28 8 55 43 3 69 50 575 4:00 PM 29 111 40 13 88 24 14 52 51 4 59 46 531 g 4:15 PM 40 85 42 20 107 27 8 54 50 2 48 43 526 a VOLUMES APPROACH % 257 20% 729 56% 321 25% 184 17% 688 63% 220 20% 87 10% 441 52% 324 38% 25 3% 381 51% 344 46% 4,001 APP/DEPART 1,307 / 1,161 1,092 / 1,037 852 / 945 750 / 858 0 BEGIN PEAK HR VOLUMES APPROACH % PEAK HR FACTOR 137 19% 3:30 PM 387 55% 0.853 179 25% 86 15% 376 65% 0.915 116 20% 37 8% 221 51% 0.934 179 41% 12 3% 217 53% 0.834 178 44% 2,125 0.924 APP/DEPART 703 / 603 578 / 566 437 / 486 407 / 470 0 t� I Avenue 52 WEST SIDIE i Jefferson NORTH SIDE 1 I EAST SIDE Avenue 52 i SOUTH SIDE Jefferson APPENDIX D Existing Intersection Delay and Level of Service Worksheets Default Scenario Wed Apr 6, 2016 10:53:05 Page 5-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Eisenhower Dr (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.347 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 17.6 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 Volume Module: Base Vol: 27 788 89 26 302 20 20 20 7 60 19 43 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 27 788 89 26 302 20 20 20 7 60 19 43 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 28 829 94 27 318 21 21 21 7 63 20 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 28 829 94 27 318 21 21 21 7 63 20 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 28 829 94 27 318 21 21 21 7 63 20 45 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.96 0.96 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.74 0.26 1.00 1.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 1573 1758 1317 461 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.22 0.06 0.02 0.09 0.01 0.01 0.02 0.02 0.04 0.01 0.03 Crit Moves **** **** **** **** Green/Cycle: 0.30 0.60 0.60 0.07 0.37 0.37 0.08 0.07 0.07 0.10 0.08 0.08 Volume/Cap: 0.05 0.37 0.10 0.22 0.23 0.04 0.14 0.23 0.23 0.37 0.13 0.35 Delay/Veh: 24.8 10.2 8.4 44.8 21.7 20.1 43.0 44.9 44.9 43.7 42.9 44.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 24.8 10.2 8.4 44.8 21.7 20.1 43.0 44.9 44.9 43.7 42.9 44.8 LOS by Move: C B A D C C D D D D D D HCM2kAvgQ: 1 6 1 1 3 0 1 1 1 2 1 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:05 Page 6-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Eisenhower Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.454 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 22.1 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 0 0 0 1 0 0 1 Volume Module: Base Vol: 2 726 60 29 206 1 3 0 0 138 2 71 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 2 726 60 29 206 1 3 0 0 138 2 71 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 PHF Volume: 2 885 73 35 251 1 4 0 0 168 2 87 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 885 73 35 251 1 4 0 0 168 2 87 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 885 73 35 251 1 4 0 0 168 2 87 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.85 Lanes: 1.00 1.85 0.15 1.00 1.99 0.01 1.00 0.00 0.00 0.99 0.01 1.00 Final Sat.: 1758 3380 279 1758 3678 18 1758 0 0 1738 25 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.26 0.26 0.02 0.07 0.07 0.00 0.00 0.00 0.10 0.10 0.06 Crit Moves **** **** **** **** Green/Cycle: 0.29 0.51 0.51 0.07 0.29 0.29 0.07 0.00 0.00 0.19 0.19 0.26 Volume/Cap: 0.00 0.51 0.51 0.29 0.24 0.24 0.03 0.00 0.00 0.51 0.51 0.21 Delay/Veh: 25.2 16.4 16.4 45.4 27.1 27.1 43.4 0.0 0.0 37.8 37.8 29.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 25.2 16.4 16.4 45.4 27.1 27.1 43.4 0.0 0.0 37.8 37.8 29.3 LOS by Move: C B B D C C D A A D D C HCM2kAvgQ: 0 10 10 1 3 3 0 0 0 5 5 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:05 Page 7-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4 -Way Stop Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.695 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 20.5 Optimal Cycle: 0 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Ignore Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 10 539 0 0 235 109 253 0 23 14 5 10 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 10 539 0 0 235 109 253 0 23 14 5 10 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.81 0.81 0.00 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 PHF Volume: 12 665 0 0 290 135 312 0 28 17 6 12 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 12 665 0 0 290 135 312 0 28 17 6 12 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 12 665 0 0 290 135 312 0 28 17 6 12 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.37 0.63 0.92 0.00 0.08 0.74 0.26 1.00 Final Sat.: 463 1001 547 431 642 311 449 0 41 287 102 440 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.66 0.00 0.00 0.45 0.43 0.70 xxxx 0.70 0.06 0.06 0.03 Crit Moves: **** **** **** **** Delay/Veh: 10.5 22.4 0.0 0.0 15.9 14.9 24.4 0.0 24.4 11.6 11.6 10.3 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 10.5 22.4 0.0 0.0 15.9 14.9 24.4 0.0 24.4 11.6 11.6 10.3 LOS by Move: B C * * C B C * C B B B ApproachDel: 22.2 15.5 24.4 11.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 22.2 15.5 24.4 11.2 LOS by Appr: C C C B Al1WayAvgQ: 0.0 1.7 0.0 0.0 0.8 0.7 1.9 1.9 1.9 0.1 0.1 0.0 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario -------------------------------------------------------------------------------- Wed Apr 6, 2016 10:53:05 Page 8-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Base Volume Alternative) ******************************************************************************** Intersection ******************************************************************************** #4 Eisenhower Dr (NS) at Calle Sinaloa (EW) Average Delay (sec/veh): 8.1 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ Control: ---------------II---------------II--------------- Yield Sign Yield Sign Yield Sign ---------------� Yield Sign Lanes: 1 1 1 1 ------------ Volume Module: ---------------II---------------II--------------- ---------------� Base Vol: 0 568 141 15 230 27 1 191 0 112 63 33 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 568 141 15 230 27 1 191 0 112 63 33 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Volume: 0 617 153 16 250 29 1 208 0 122 68 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 617 153 16 250 29 1 208 0 122 68 36 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 617 153 16 250 29 1 208 0 122 68 36 ------------ PCE Module: ---------------II---------------II--------------- ---------------� AutoPCE: 0 617 153 16 250 29 1 208 0 122 68 36 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 0 617 153 16 250 29 1 208 0 122 68 36 ------------ Delay Module: ---------------II---------------II--------------- >> Time Period: 0.25 hours << ---------------� CircVolume: 225 190 388 618 MaxVolume: 1078 1097 990 866 PedVolume: 0 0 0 0 AdjMaxVol: 1078 1097 990 866 ApproachVol: 771 296 209 226 ApproachDel: 11.2 4.5 4.6 5.6 Queue: 6.4 1.1 0.8 1.0 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:05 Page 9-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Avenida Bermudas (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.201 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 27.2 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 40 1 95 1 0 11 22 123 12 118 187 36 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 40 1 95 1 0 11 22 123 12 118 187 36 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 PHF Volume: 44 1 104 1 0 12 24 135 13 130 205 40 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 44 1 104 1 0 12 24 135 13 130 205 40 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 44 1 104 1 0 12 24 135 13 130 205 40 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.76 1.00 0.85 0.77 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 1.00 1.00 1.00 0.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1404 1850 1573 1421 0 1573 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.00 0.07 0.00 0.00 0.01 0.01 0.04 0.01 0.07 0.06 0.03 Crit Moves: **** **** **** Green/Cycle: 0.33 0.33 0.33 0.33 0.00 0.33 0.27 0.18 0.18 0.37 0.27 0.27 Volume/Cap: 0.09 0.00 0.20 0.00 0.00 0.02 0.05 0.20 0.05 0.20 0.20 0.09 Delay/Veh: 23.2 22.4 24.2 22.4 0.0 22.6 26.7 34.9 33.8 21.8 27.9 27.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 23.2 22.4 24.2 22.4 0.0 22.6 26.7 34.9 33.8 21.8 27.9 27.1 LOS by Move: C C C C A C C C C C C C HCM2kAvgQ: 1 0 2 0 0 0 1 2 0 3 2 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:05 Page 10-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Ave Bermudas (NS) at Calle Sinaloa/Ave 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.893 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 43.7 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Ovl Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 1 0 0 1 1 0 0 1 0 1 0 2 0 1 2 0 2 0 1 Volume Module: Base Vol: 11 103 919 29 26 9 26 318 3 183 188 19 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 11 103 919 29 26 9 26 318 3 183 188 19 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Volume: 12 112 999 32 28 10 28 346 3 199 204 21 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 12 112 999 32 28 10 28 346 3 199 204 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 12 112 999 32 28 10 28 346 3 199 204 21 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 1.00 0.85 0.95 0.96 0.96 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.10 0.90 1.00 1.00 0.74 0.26 1.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 178 1663 1573 1758 1321 457 1758 3700 1573 3515 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.07 0.07 0.64 0.02 0.02 0.02 0.02 0.09 0.00 0.06 0.06 0.01 Crit Moves **** **** **** **** Green/Cycle: 0.60 0.60 0.67 0.07 0.07 0.07 0.08 0.10 0.10 0.07 0.08 0.08 Volume/Cap: 0.11 0.11 0.95 0.26 0.31 0.31 0.19 0.94 0.02 0.81 0.65 0.16 Delay/Veh: 8.6 8.6 31.4 45.1 45.6 45.6 43.2 76.8 40.7 63.6 49.2 43.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 8.6 8.6 31.4 45.1 45.6 45.6 43.2 76.8 40.7 63.6 49.2 43.0 LOS by Move: A A C D D D D E D E D D HCM2kAvgQ: 2 2 33 1 1 1 1 9 0 5 4 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:05 Page 11-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Desert Club Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.467 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 34.1 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 0 1 0 1 0 1! 0 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 13 92 45 203 55 81 96 131 2 61 232 107 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 13 92 45 203 55 81 96 131 2 61 232 107 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 PHF Volume: 15 107 52 236 64 94 112 152 2 71 270 124 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 15 107 52 236 64 94 112 152 2 71 270 124 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 15 107 52 236 64 94 112 152 2 71 270 124 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.95 0.95 0.94 0.94 0.94 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 0.67 0.33 1.43 0.23 0.34 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1758 1181 578 2472 401 591 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.09 0.09 0.10 0.16 0.16 0.06 0.04 0.00 0.04 0.07 0.08 Crit Moves: **** **** **** **** Green/Cycle: 0.19 0.19 0.19 0.34 0.34 0.34 0.14 0.15 0.15 0.15 0.17 0.17 Volume/Cap: 0.04 0.47 0.47 0.28 0.47 0.47 0.47 0.27 0.01 0.26 0.43 0.47 Delay/Veh: 32.8 36.8 36.8 24.1 26.2 26.2 41.3 37.7 36.0 37.9 37.7 38.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 32.8 36.8 36.8 24.1 26.2 26.2 41.3 37.7 36.0 37.9 37.7 38.8 LOS by Move: C D D C C C D D D D D D HCM2kAvgQ: 0 5 5 4 7 7 4 2 0 2 4 4 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:05 Page 12-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Desert Club Dr (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.406 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 10.3 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 1 0 0 0 0 1 0 0 1 1 0 2 0 1 1 0 2 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 1 10 0 15 10 38 68 1147 1 15 351 34 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 1 10 0 15 10 38 68 1147 1 15 351 34 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 1 10 0 16 10 40 71 1195 1 16 366 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 10 0 16 10 40 71 1195 1 16 366 35 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 1 10 0 16 10 40 71 1195 1 16 366 35 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.98 0.98 1.00 0.81 0.81 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.09 0.91 0.00 0.60 0.40 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 164 1640 0 898 599 1573 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.01 0.00 0.02 0.02 0.03 0.04 0.32 0.00 0.01 0.10 0.02 Crit Moves: **** **** **** Green/Cycle: 0.07 0.07 0.00 0.07 0.07 0.07 0.34 0.74 0.74 0.07 0.47 0.47 Volume/Cap: 0.09 0.09 0.00 0.25 0.25 0.36 0.12 0.44 0.00 0.13 0.21 0.05 Delay/Veh: 43.8 43.8 0.0 45.3 45.3 46.4 23.1 5.1 3.4 44.1 15.4 14.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 43.8 43.8 0.0 45.3 45.3 46.4 23.1 5.1 3.4 44.1 15.4 14.2 LOS by Move: D D A D D D C A A D B B HCM2kAvgQ: 0 0 0 1 1 2 1 7 0 1 3 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:05 Page 13-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Washington St (NS) at Avenue 48 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.792 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 23.9 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 2 1 0 2 0 3 0 0 0 0 0 0 0 3 0 0 0 1 ------------ --------- --------------- --------------- ---------------� Volume Module: Base Vol: 0 1682 573 53 702 0 0 0 0 451 0 277 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1682 573 53 702 0 0 0 0 451 0 277 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Volume: 0 1911 651 60 798 0 0 0 0 513 0 315 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1911 651 60 798 0 0 0 0 513 0 315 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 1911 651 60 798 0 0 0 0 513 0 315 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.96 0.96 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 2.24 0.76 2.00 3.00 0.00 0.00 0.00 0.00 3.00 0.00 1.00 Final Sat.: 0 3982 1357 3515 5550 0 0 0 0 5273 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.48 0.48 0.02 0.14 0.00 0.00 0.00 0.00 0.10 0.00 0.20 Crit Moves: **** **** **** Green/Cycle: 0.00 0.57 0.57 0.07 0.43 0.00 0.00 0.00 0.00 0.24 0.00 0.24 Volume/Cap: 0.00 0.84 0.84 0.24 0.33 0.00 0.00 0.00 0.00 0.41 0.00 0.84 Delay/Veh: 0.0 19.9 19.9 44.5 19.0 0.0 0.0 0.0 0.0 32.3 0.0 51.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 19.9 19.9 44.5 19.0 0.0 0.0 0.0 0.0 32.3 0.0 51.7 LOS by Move: A B B D B A A A A C A D HCM2kAvgQ: 0 24 24 1 5 0 0 0 0 5 0 12 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:05 Page 14-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #10 Washington St (NS) at Eisenhower Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.567 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 24.2 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 1 0 3 0 1 2 0 1! 0 0 0 0 1! 0 0 Volume Module: Base Vol: 10 1463 8 24 785 307 703 4 8 3 2 14 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 10 1463 8 24 785 307 703 4 8 3 2 14 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 11 1626 9 27 872 341 781 4 9 3 2 16 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 11 1626 9 27 872 341 781 4 9 3 2 16 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 11 1626 9 27 872 341 781 4 9 3 2 16 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.95 0.95 0.89 0.89 0.89 Lanes: 1.00 3.00 1.00 1.00 3.00 1.00 2.95 0.02 0.03 0.16 0.10 0.74 Final Sat.: 1758 5550 1573 1758 5550 1573 5193 29 57 261 174 1218 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.29 0.01 0.02 0.16 0.22 0.15 0.16 0.16 0.01 0.01 0.01 Crit Moves **** **** **** **** Green/Cycle: 0.16 0.46 0.46 0.07 0.36 0.61 0.24 0.24 0.24 0.07 0.07 0.07 Volume/Cap: 0.04 0.64 0.01 0.22 0.43 0.36 0.62 0.64 0.64 0.18 0.18 0.18 Delay/Veh: 35.4 21.4 14.8 44.8 24.1 10.1 34.7 35.1 35.1 44.6 44.6 44.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 35.4 21.4 14.8 44.8 24.1 10.1 34.7 35.1 35.1 44.6 44.6 44.6 LOS by Move: D C B D C B C D D D D D HCM2kAvgQ: 0 13 0 1 7 5 8 8 8 1 1 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:05 Page 15-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #11 Washington St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.623 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 28.6 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 2 0 2 1 0 1 0 1 1 0 2 0 1 0 1 Volume Module: Base Vol: 18 1021 79 125 633 48 41 116 15 91 132 339 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 18 1021 79 125 633 48 41 116 15 91 132 339 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 PHF Volume: 21 1215 94 149 754 57 49 138 18 108 157 404 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 21 1215 94 149 754 57 49 138 18 108 157 404 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 1215 94 149 754 57 49 138 18 108 157 404 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 0.99 0.99 0.95 0.98 0.98 0.95 1.00 0.85 Lanes: 1.00 2.78 0.22 2.00 2.79 0.21 1.00 1.77 0.23 2.00 1.00 1.00 Final Sat.: 1758 5095 394 3515 5107 387 1758 3221 416 3515 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.24 0.24 0.04 0.15 0.15 0.03 0.04 0.04 0.03 0.08 0.26 Crit Moves **** **** **** **** Green/Cycle: 0.15 0.39 0.39 0.07 0.31 0.31 0.07 0.19 0.19 0.19 0.31 0.38 Volume/Cap: 0.08 0.61 0.61 0.60 0.47 0.47 0.40 0.23 0.23 0.16 0.28 0.68 Delay/Veh: 36.8 24.7 24.7 49.4 27.8 27.8 46.6 34.6 34.6 34.1 26.5 29.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 36.8 24.7 24.7 49.4 27.8 27.8 46.6 34.6 34.6 34.1 26.5 29.3 LOS by Move: D C C D C C D C C C C C HCM2kAvgQ: 1 11 11 3 7 7 2 2 2 1 4 11 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:05 Page 16-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #12 Washington St (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.408 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 25.5 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 1 0 2 0 1 2 1 0 0 1 1 0 0 1 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 29 751 129 24 429 211 195 70 12 41 73 59 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 29 751 129 24 429 211 195 70 12 41 73 59 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Volume: 33 853 147 27 488 240 222 80 14 47 83 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 33 853 147 27 488 240 222 80 14 47 83 67 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 33 853 147 27 488 240 222 80 14 47 83 67 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.98 0.98 0.95 1.00 0.85 0.97 0.97 0.85 0.95 0.93 0.93 Lanes: 1.00 2.56 0.44 1.00 2.00 1.00 2.21 0.79 1.00 1.00 0.55 0.45 Final Sat.: 1758 4632 796 1758 3700 1573 3941 1415 1573 1758 955 771 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.18 0.18 0.02 0.13 0.15 0.06 0.06 0.01 0.03 0.09 0.09 Crit Moves **** **** **** **** Green/Cycle: 0.17 0.43 0.43 0.07 0.33 0.46 0.13 0.13 0.13 0.20 0.20 0.20 Volume/Cap: 0.11 0.43 0.43 0.22 0.40 0.33 0.43 0.43 0.07 0.13 0.43 0.43 Delay/Veh: 34.9 19.8 19.8 44.8 26.2 17.4 40.3 40.3 38.1 32.7 35.5 35.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 34.9 19.8 19.8 44.8 26.2 17.4 40.3 40.3 38.1 32.7 35.5 35.5 LOS by Move: C B B D C B D D D C D D HCM2kAvgQ: 1 7 7 1 6 5 3 3 0 1 4 4 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:05 Page 17-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Base Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 1.0 Worst Case Level Of Service: C[ 19.4] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 1 0 2 1 0 0 0 1! 0 0 0 0 0 0 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 54 868 0 2 418 62 39 0 14 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 54 868 0 2 418 62 39 0 14 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 60 964 0 2 464 69 43 0 16 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 60 964 0 2 464 69 43 0 16 0 0 0 --------------------------- --------------- --------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx 4.1 xxxx xxxxx 6.8 6.5 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx 2.2 xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx --------------------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: 533 xxxx xxxxx 964 xxxx xxxxx 945 1588 189 xxxx xxxx xxxxx Potent Cap.: 1045 xxxx xxxxx 722 xxxx xxxxx 264 109 827 xxxx xxxx xxxxx Move Cap.: 1045 xxxx xxxxx 722 xxxx xxxxx 252 102 827 xxxx xxxx xxxxx Volume/Cap: 0.06 xxxx xxxx 0.00 xxxx xxxx 0.17 0.00 0.02 xxxx xxxx xxxx ------------ I --------------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: 0.2 xxxx xxxxx 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 8.7 xxxx xxxxx 10.0 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 308 xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.7 xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 19.4 xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * C ApproachDel: xxxxxx xxxxxx 19.4 xxxxxx ApproachLOS: * * C ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:05 Page 18-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #14 Washington St (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.415 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 22.0 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Ovl Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 1! 0 0 1 1 0 0 2 2 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 3 10 3 184 8 240 730 384 1 22 157 182 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 3 10 3 184 8 240 730 384 1 22 157 182 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 3 11 3 204 9 267 811 427 1 24 174 202 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 3 11 3 204 9 267 811 427 1 24 174 202 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 3 11 3 204 9 267 811 427 1 24 174 202 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.97 0.97 0.97 0.95 0.95 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.19 0.62 0.19 1.92 0.08 2.00 2.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 335 1117 335 3383 147 3145 3515 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.01 0.01 0.06 0.06 0.08 0.23 0.12 0.00 0.01 0.05 0.13 Crit Moves **** **** **** **** Green/Cycle: 0.07 0.07 0.07 0.14 0.14 0.66 0.53 0.39 0.39 0.24 0.11 0.24 Volume/Cap: 0.14 0.14 0.14 0.44 0.44 0.13 0.44 0.29 0.00 0.06 0.44 0.53 Delay/Veh: 44.2 44.2 44.2 40.2 40.2 6.2 14.8 20.9 18.4 29.4 42.6 34.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 44.2 44.2 44.2 40.2 40.2 6.2 14.8 20.9 18.4 29.4 42.6 34.1 LOS by Move: D D D D D A B C B C D C HCM2kAvgQ: 1 1 1 3 3 2 8 4 0 1 3 6 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:05 Page 19-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #15 Jefferson St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.574 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 32.9 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 2 0 1 1 0 1 0 1 Volume Module: Base Vol: 29 472 29 110 429 235 183 196 29 54 276 189 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 29 472 29 110 429 235 183 196 29 54 276 189 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 PHF Volume: 33 543 33 126 493 270 210 225 33 62 317 217 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 33 543 33 126 493 270 210 225 33 62 317 217 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 33 543 33 126 493 270 210 225 33 62 317 217 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 Final Sat.: 1758 5550 1573 3515 5550 1573 1758 3700 1573 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.10 0.02 0.04 0.09 0.17 0.12 0.06 0.02 0.04 0.17 0.14 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.21 0.21 0.15 0.29 0.29 0.20 0.24 0.24 0.24 0.29 0.29 Volume/Cap: 0.27 0.47 0.10 0.24 0.31 0.60 0.60 0.25 0.09 0.15 0.60 0.48 Delay/Veh: 45.3 35.1 32.2 37.9 28.1 33.1 39.4 30.7 29.4 29.9 32.8 30.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 45.3 35.1 32.2 37.9 28.1 33.1 39.4 30.7 29.4 29.9 32.8 30.5 LOS by Move: D D C D C C D C C C C C HCM2kAvgQ: 1 5 1 2 4 8 7 3 1 2 9 6 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:05 Page 20-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Base Volume Alternative) ******************************************************************************** Intersection #16 Jefferson St (NS) at Avenue 52 (EW) ******************************************************************************** Average Delay (sec/veh): 6.5 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 150 302 182 87 302 60 44 191 165 19 239 169 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 150 302 182 87 302 60 44 191 165 19 239 169 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.89 0.89 0.00 0.89 0.89 0.00 0.89 0.89 0.00 0.89 0.89 0.00 PHF Volume: 169 339 0 98 339 0 49 215 0 21 269 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 169 339 0 98 339 0 49 215 0 21 269 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 169 339 0 98 339 0 49 215 0 21 269 0 ---------------------------11---------------11--------------- ---------------� PCE Module: AutoPCE: 169 339 0 98 339 0 49 215 0 21 269 0 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 169 339 0 98 339 0 49 215 0 21 269 0 ---------------------------11---------------II--------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 362 458 458 557 MaxVolume: 1005 952 952 899 PedVolume: 0 0 0 0 AdjMaxVol: 1005 952 952 899 ApproachVol: 508 437 264 290 ApproachDel: 7.2 6.9 5.2 5.9 Queue: 2.9 2.5 1.1 1.4 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:24 Page 5-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Eisenhower Dr (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.279 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 21.2 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ I --------------- --------------- --------------- ---------------� Volume Module: Base Vol: 18 417 52 38 510 44 48 16 12 74 16 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 18 417 52 38 510 44 48 16 12 74 16 40 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Volume: 20 474 59 43 580 50 55 18 14 84 18 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 20 474 59 43 580 50 55 18 14 84 18 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 20 474 59 43 580 50 55 18 14 84 18 45 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.94 0.94 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.57 0.43 1.00 1.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 1573 1758 989 742 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.13 0.04 0.02 0.16 0.03 0.03 0.02 0.02 0.05 0.01 0.03 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.39 0.39 0.21 0.54 0.54 0.12 0.07 0.07 0.16 0.12 0.12 Volume/Cap: 0.17 0.33 0.10 0.11 0.29 0.06 0.27 0.26 0.26 0.29 0.08 0.25 Delay/Veh: 44.4 21.3 19.3 31.8 12.8 11.1 40.9 45.2 45.2 37.3 39.5 40.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 44.4 21.3 19.3 31.8 12.8 11.1 40.9 45.2 45.2 37.3 39.5 40.9 LOS by Move: D C B C B B D D D D D D HCM2kAvgQ: 1 5 1 1 5 1 2 1 1 2 1 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:24 Page 6-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Eisenhower Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.437 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 28.3 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 1 0 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 1 394 64 44 347 0 1 0 4 271 0 92 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 1 394 64 44 347 0 1 0 4 271 0 92 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 PHF Volume: 1 469 76 52 413 0 1 0 5 323 0 110 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 469 76 52 413 0 1 0 5 323 0 110 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 1 469 76 52 413 0 1 0 5 323 0 110 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.98 0.98 0.95 1.00 1.00 0.88 1.00 0.88 0.95 1.00 0.85 Lanes: 1.00 1.72 0.28 1.00 2.00 0.00 0.20 0.00 0.80 1.00 0.00 1.00 Final Sat.: 1758 3116 506 1758 3700 0 327 0 1307 1761 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.15 0.15 0.03 0.11 0.00 0.00 0.00 0.00 0.18 0.00 0.07 Crit Moves **** **** **** **** Green/Cycle: 0.15 0.32 0.32 0.07 0.24 0.00 0.07 0.00 0.07 0.38 0.00 0.45 Volume/Cap: 0.00 0.48 0.48 0.43 0.47 0.00 0.05 0.00 0.05 0.48 0.00 0.15 Delay/Veh: 36.3 27.9 27.9 46.9 33.2 0.0 43.6 0.0 43.6 23.7 0.0 16.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 36.3 27.9 27.9 46.9 33.2 0.0 43.6 0.0 43.6 23.7 0.0 16.1 LOS by Move: D C C D C A D A D C A B HCM2kAvgQ: 0 7 7 2 6 0 0 0 0 8 0 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:24 Page 7-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4 -Way Stop Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.587 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 14.7 Optimal Cycle: 0 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Ignore Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 22 289 2 2 431 189 135 0 24 46 24 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 22 289 2 2 431 189 135 0 24 46 24 35 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.94 0.94 0.00 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 23 307 0 2 459 201 144 0 26 49 26 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 307 0 2 459 201 144 0 26 49 26 37 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 23 307 0 2 459 201 144 0 26 49 26 37 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.39 0.61 0.85 0.00 0.15 0.66 0.34 1.00 Final Sat.: 459 988 542 507 782 359 412 0 73 291 152 506 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.05 0.31 0.00 0.00 0.59 0.56 0.35 xxxx 0.35 0.17 0.17 0.07 Crit Moves **** **** **** **** Delay/Veh: 10.6 12.6 0.0 9.6 17.3 15.7 13.6 0.0 13.6 11.7 11.7 9.7 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 10.6 12.6 0.0 9.6 17.3 15.7 13.6 0.0 13.6 11.7 11.7 9.7 LOS by Move: B B * A C C B * B B B A ApproachDel: 12.5 16.8 13.6 11.0 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 12.5 16.8 13.6 11.0 LOS by Appr: B C B B Al1WayAvgQ: 0.0 0.4 0.0 0.0 1.3 1.2 0.5 0.5 0.5 0.2 0.2 0.1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario -------------------------------------------------------------------------------- Wed Apr 6, 2016 10:53:24 Page 8-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Base Volume Alternative) ******************************************************************************** Intersection ******************************************************************************** #4 Eisenhower Dr (NS) at Calle Sinaloa (EW) Average Delay (sec/veh): 6.1 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ Control: ---------------II---------------II--------------- Yield Sign Yield Sign Yield Sign ---------------� Yield Sign Lanes: 1 1 1 1 ------------ Volume Module: ---------------II---------------II--------------- ---------------� Base Vol: 0 274 63 20 429 52 0 73 0 285 83 39 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 274 63 20 429 52 0 73 0 285 83 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 285 66 21 447 54 0 76 0 297 86 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 285 66 21 447 54 0 76 0 297 86 41 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 285 66 21 447 54 0 76 0 297 86 41 ------------ PCE Module: ---------------II---------------II--------------- ---------------� AutoPCE: 0 285 66 21 447 54 0 76 0 297 86 41 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 0 285 66 21 447 54 0 76 0 297 86 41 ------------ Delay Module: ---------------II---------------II--------------- >> Time Period: 0.25 hours << ---------------� CircVolume: 97 383 765 285 MaxVolume: 1148 993 787 1046 PedVolume: 0 0 0 0 AdjMaxVol: 1148 993 787 1046 ApproachVol: 351 522 76 424 ApproachDel: 4.5 7.6 5.1 5.8 Queue: 1.3 3.2 0.3 2.0 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:24 Page 9-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Avenida Bermudas (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.249 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 26.7 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 44 10 109 35 7 31 9 133 31 188 259 43 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 44 10 109 35 7 31 9 133 31 188 259 43 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 PHF Volume: 45 10 112 36 7 32 9 137 32 194 267 44 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 45 10 112 36 7 32 9 137 32 194 267 44 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 45 10 112 36 7 32 9 137 32 194 267 44 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.74 1.00 0.85 0.76 0.88 0.88 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 1.00 1.00 1.00 0.18 0.82 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1362 1850 1573 1406 299 1325 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.01 0.07 0.03 0.02 0.02 0.01 0.04 0.02 0.11 0.07 0.03 Crit Moves: **** **** **** Green/Cycle: 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.15 0.15 0.44 0.30 0.30 Volume/Cap: 0.12 0.02 0.25 0.09 0.08 0.08 0.02 0.25 0.14 0.25 0.24 0.09 Delay/Veh: 26.4 25.5 27.6 26.2 26.1 26.1 25.2 37.8 37.2 17.6 26.5 25.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 26.4 25.5 27.6 26.2 26.1 26.1 25.2 37.8 37.2 17.6 26.5 25.2 LOS by Move: C C C C C C C D D B C C HCM2kAvgQ: 1 0 3 1 1 1 0 2 1 4 3 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:24 Page 10-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Ave Bermudas (NS) at Calle Sinaloa/Ave 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.379 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 29.6 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Ovl Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 1 0 0 1 1 0 0 1 0 1 0 2 0 1 2 0 2 0 1 Volume Module: Base Vol: 4 64 300 35 99 41 20 132 4 344 362 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 4 64 300 35 99 41 20 132 4 344 362 40 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 4 67 313 36 103 43 21 138 4 358 377 42 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 4 67 313 36 103 43 21 138 4 358 377 42 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 4 67 313 36 103 43 21 138 4 358 377 42 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 1.00 0.85 0.95 0.96 0.96 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.06 0.94 1.00 1.00 0.71 0.29 1.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 108 1736 1573 1758 1251 518 1758 3700 1573 3515 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.04 0.20 0.02 0.08 0.08 0.01 0.04 0.00 0.10 0.10 0.03 Crit Moves **** **** **** **** Green/Cycle: 0.26 0.26 0.52 0.22 0.22 0.22 0.15 0.10 0.10 0.27 0.22 0.22 Volume/Cap: 0.15 0.15 0.38 0.10 0.38 0.38 0.08 0.38 0.03 0.38 0.47 0.12 Delay/Veh: 29.0 29.0 14.4 31.4 34.0 34.0 36.7 42.9 40.9 30.0 34.5 31.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 29.0 29.0 14.4 31.4 34.0 34.0 36.7 42.9 40.9 30.0 34.5 31.6 LOS by Move: C C B C C C D D D C C C HCM2kAvgQ: 2 2 6 1 4 4 1 2 0 5 5 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:24 Page 11-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Desert Club Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.352 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 31.7 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 0 1 0 1 0 1! 0 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 37 28 92 108 27 57 46 223 12 114 385 22 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 37 28 92 108 27 57 46 223 12 114 385 22 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 39 29 96 113 28 59 48 232 13 119 401 23 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 39 29 96 113 28 59 48 232 13 119 401 23 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 39 29 96 113 28 59 48 232 13 119 401 23 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.89 0.89 0.93 0.93 0.93 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 0.23 0.77 1.39 0.20 0.41 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1758 382 1255 2392 336 710 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.08 0.08 0.05 0.08 0.08 0.03 0.06 0.01 0.07 0.11 0.01 Crit Moves: **** **** **** **** Green/Cycle: 0.22 0.22 0.22 0.24 0.24 0.24 0.08 0.19 0.19 0.19 0.31 0.31 Volume/Cap: 0.10 0.35 0.35 0.20 0.35 0.35 0.35 0.33 0.04 0.35 0.35 0.05 Delay/Veh: 31.5 33.8 33.8 30.6 32.1 32.1 45.3 35.0 32.9 35.6 27.0 24.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 31.5 33.8 33.8 30.6 32.1 32.1 45.3 35.0 32.9 35.6 27.0 24.3 LOS by Move: C C C C C C D D C D C C HCM2kAvgQ: 1 3 3 2 4 4 2 3 0 3 5 0 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:24 Page 12-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Desert Club Dr (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.297 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 14.5 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 0 1 0 0 1 0 0 1 1 0 2 0 1 1 0 2 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 0 3 2 43 0 71 36 431 0 7 675 50 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 3 2 43 0 71 36 431 0 7 675 50 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 0 3 2 45 0 75 38 454 0 7 711 53 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 3 2 45 0 75 38 454 0 7 711 53 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 3 2 45 0 75 38 454 0 7 711 53 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.95 0.95 0.74 1.00 0.85 0.95 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 0.60 0.40 1.00 0.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 0 1050 700 1369 0 1573 1758 3700 1850 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.05 0.02 0.12 0.00 0.00 0.19 0.03 Crit Moves: **** **** **** Green/Cycle: 0.00 0.16 0.16 0.16 0.00 0.16 0.07 0.46 0.00 0.26 0.65 0.65 Volume/Cap: 0.00 0.02 0.02 0.21 0.00 0.30 0.30 0.27 0.00 0.02 0.30 0.05 Delay/Veh: 0.0 35.4 35.4 36.9 0.0 37.7 45.2 16.8 0.0 27.4 7.8 6.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 35.4 35.4 36.9 0.0 37.7 45.2 16.8 0.0 27.4 7.8 6.5 LOS by Move: A D D D A D D B A C A A HCM2kAvgQ: 0 0 0 1 0 2 1 4 0 0 5 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:24 Page 13-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Washington St (NS) at Avenue 48 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.568 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 20.1 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 2 1 0 2 0 3 0 0 0 0 0 0 0 3 0 0 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 0 1194 451 142 1210 0 0 0 0 530 0 205 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1194 451 142 1210 0 0 0 0 530 0 205 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 1244 470 148 1260 0 0 0 0 552 0 214 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1244 470 148 1260 0 0 0 0 552 0 214 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 1244 470 148 1260 0 0 0 0 552 0 214 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.96 0.96 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 2.18 0.82 2.00 3.00 0.00 0.00 0.00 0.00 3.00 0.00 1.00 Final Sat.: 0 3863 1459 3515 5550 0 0 0 0 5273 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.32 0.32 0.04 0.23 0.00 0.00 0.00 0.00 0.10 0.00 0.14 Crit Moves: **** **** **** Green/Cycle: 0.00 0.57 0.57 0.07 0.49 0.00 0.00 0.00 0.00 0.24 0.00 0.24 Volume/Cap: 0.00 0.57 0.57 0.57 0.46 0.00 0.00 0.00 0.00 0.44 0.00 0.57 Delay/Veh: 0.0 14.1 14.1 47.7 17.0 0.0 0.0 0.0 0.0 32.6 0.0 35.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 14.1 14.1 47.7 17.0 0.0 0.0 0.0 0.0 32.6 0.0 35.5 LOS by Move: A B B D B A A A A C A D HCM2kAvgQ: 0 11 11 3 9 0 0 0 0 5 0 6 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:25 Page 14-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #10 Washington St (NS) at Eisenhower Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.446 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 21.0 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 1 0 3 0 1 2 0 1! 0 0 0 0 1! 0 0 Volume Module: Base Vol: 13 1023 12 37 1137 507 519 1 10 3 7 45 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 13 1023 12 37 1137 507 519 1 10 3 7 45 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 PHF Volume: 13 1055 12 38 1172 523 535 1 10 3 7 46 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 13 1055 12 38 1172 523 535 1 10 3 7 46 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 13 1055 12 38 1172 523 535 1 10 3 7 46 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.95 0.95 0.89 0.89 0.89 Lanes: 1.00 3.00 1.00 1.00 3.00 1.00 2.94 0.01 0.05 0.05 0.13 0.82 Final Sat.: 1758 5550 1573 1758 5550 1573 5168 10 96 90 209 1343 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.19 0.01 0.02 0.21 0.33 0.10 0.11 0.11 0.03 0.03 0.03 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.40 0.40 0.15 0.47 0.70 0.22 0.22 0.22 0.07 0.07 0.07 Volume/Cap: 0.11 0.48 0.02 0.15 0.45 0.48 0.46 0.48 0.48 0.48 0.48 0.48 Delay/Veh: 44.0 22.5 18.3 37.5 17.6 7.1 33.9 34.1 34.1 47.7 47.7 47.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 44.0 22.5 18.3 37.5 17.6 7.1 33.9 34.1 34.1 47.7 47.7 47.7 LOS by Move: D C B D B A C C C D D D HCM2kAvgQ: 0 8 0 1 8 7 5 5 5 2 2 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:25 Page 15-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #11 Washington St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.370 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 23.2 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 2 0 2 1 0 1 0 1 1 0 2 0 1 0 1 Volume Module: Base Vol: 6 784 72 204 902 83 44 95 15 114 85 218 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 6 784 72 204 902 83 44 95 15 114 85 218 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 PHF Volume: 6 843 77 219 970 89 47 102 16 123 91 234 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 6 843 77 219 970 89 47 102 16 123 91 234 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 6 843 77 219 970 89 47 102 16 123 91 234 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 0.99 0.99 0.95 0.98 0.98 0.95 1.00 0.85 Lanes: 1.00 2.75 0.25 2.00 2.75 0.25 1.00 1.73 0.27 2.00 1.00 1.00 Final Sat.: 1758 5017 461 3515 5016 462 1758 3132 494 3515 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.17 0.17 0.06 0.19 0.19 0.03 0.03 0.03 0.03 0.05 0.15 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.40 0.40 0.17 0.50 0.50 0.07 0.14 0.14 0.14 0.20 0.37 Volume/Cap: 0.05 0.42 0.42 0.37 0.39 0.39 0.38 0.24 0.24 0.26 0.24 0.40 Delay/Veh: 43.6 21.8 21.8 37.4 15.8 15.8 46.4 38.8 38.8 38.9 33.7 23.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 43.6 21.8 21.8 37.4 15.8 15.8 46.4 38.8 38.8 38.9 33.7 23.8 LOS by Move: D C C D B B D D D D C C HCM2kAvgQ: 0 7 7 3 7 7 2 2 2 2 2 5 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:25 Page 16-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #12 Washington St (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.368 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 26.3 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 1 0 2 0 1 2 1 0 0 1 1 0 0 1 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 39 393 46 35 532 322 309 110 46 29 59 43 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 39 393 46 35 532 322 309 110 46 29 59 43 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 PHF Volume: 40 401 47 36 543 329 315 112 47 30 60 44 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 401 47 36 543 329 315 112 47 30 60 44 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 401 47 36 543 329 315 112 47 30 60 44 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.98 0.98 0.95 1.00 0.85 0.96 0.96 0.85 0.95 0.94 0.94 Lanes: 1.00 2.69 0.31 1.00 2.00 1.00 2.21 0.79 1.00 1.00 0.58 0.42 Final Sat.: 1758 4889 572 1758 3700 1573 3946 1405 1573 1758 1003 731 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.08 0.08 0.02 0.15 0.21 0.08 0.08 0.03 0.02 0.06 0.06 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.25 0.25 0.21 0.39 0.61 0.21 0.21 0.21 0.16 0.16 0.16 Volume/Cap: 0.32 0.33 0.33 0.10 0.37 0.34 0.37 0.37 0.14 0.10 0.37 0.37 Delay/Veh: 45.8 30.7 30.7 31.7 21.7 9.9 33.7 33.7 32.0 35.9 38.3 38.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 45.8 30.7 30.7 31.7 21.7 9.9 33.7 33.7 32.0 35.9 38.3 38.3 LOS by Move: D C C C C A C C C D D D HCM2kAvgQ: 2 4 4 1 6 5 4 4 1 1 3 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:25 Page 17-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Base Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 1.9 Worst Case Level Of Service: C[ 18.4] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---------------------------II---------------II--------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 1 0 2 1 0 0 0 1! 0 0 0 0 0 0 0 --------------------------- ---------------II--------------- ---------------� Volume Module: Base Vol: 15 394 0 12 602 44 72 0 39 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 15 394 0 12 602 44 72 0 39 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 16 410 0 13 627 46 75 0 41 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 16 410 0 13 627 46 75 0 41 0 0 0 --------------------------- ---------------II--------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx 4.1 xxxx xxxxx 6.8 6.5 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx 2.2 xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx --------------------------- ---------------II--------------- ---------------� Capacity Module: Cnflict Vol: 673 xxxx xxxxx 410 xxxx xxxxx 843 1117 232 xxxx xxxx xxxxx Potent Cap.: 927 xxxx xxxxx 1159 xxxx xxxxx 307 209 776 xxxx xxxx xxxxx Move Cap.: 927 xxxx xxxxx 1159 xxxx xxxxx 300 203 776 xxxx xxxx xxxxx Volume/Cap: 0.02 xxxx xxxx 0.01 xxxx xxxx 0.25 0.00 0.05 xxxx xxxx xxxx ------------ I---------------II---------------II--------------- ---------------� Level Of Service Module: 2Way95thQ: 0.1 xxxx xxxxx 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 8.9 xxxx xxxxx 8.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 383 xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 1.3 xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 18.4 xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * C ApproachDel: xxxxxx xxxxxx 18.4 xxxxxx ApproachLOS: * * C ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:25 Page 18-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #14 Washington St (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.303 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 25.0 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Ovl Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 1! 0 0 1 1 0 0 2 2 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 6 15 10 223 12 406 241 226 0 13 320 153 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 6 15 10 223 12 406 241 226 0 13 320 153 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 6 16 11 237 13 432 256 240 0 14 340 163 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 6 16 11 237 13 432 256 240 0 14 340 163 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 6 16 11 237 13 432 256 240 0 14 340 163 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.95 0.95 0.96 0.96 0.85 0.95 1.00 1.00 0.95 1.00 0.85 Lanes: 0.19 0.49 0.32 1.90 0.10 2.00 2.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 339 847 565 3353 180 3145 3515 3700 1850 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.02 0.02 0.07 0.07 0.14 0.07 0.06 0.00 0.01 0.09 0.10 Crit Moves **** **** **** **** Green/Cycle: 0.07 0.07 0.07 0.23 0.23 0.47 0.24 0.27 0.00 0.27 0.30 0.53 Volume/Cap: 0.27 0.27 0.27 0.31 0.31 0.29 0.31 0.24 0.00 0.03 0.31 0.19 Delay/Veh: 45.3 45.3 45.3 32.0 32.0 16.4 31.5 28.7 0.0 26.9 27.1 12.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 45.3 45.3 45.3 32.0 32.0 16.4 31.5 28.7 0.0 26.9 27.1 12.3 LOS by Move: D D D C C B C C A C C B HCM2kAvgQ: 1 1 1 3 3 4 3 3 0 0 4 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:25 Page 19-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #15 Jefferson St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.467 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 33.4 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 2 0 1 1 0 1 0 1 Volume Module: Base Vol: 47 614 66 189 531 116 162 252 40 94 215 161 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 47 614 66 189 531 116 162 252 40 94 215 161 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 49 646 69 199 559 122 171 265 42 99 226 169 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 49 646 69 199 559 122 171 265 42 99 226 169 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 49 646 69 199 559 122 171 265 42 99 226 169 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 Final Sat.: 1758 5550 1573 3515 5550 1573 1758 3700 1573 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.12 0.04 0.06 0.10 0.08 0.10 0.07 0.03 0.06 0.12 0.11 Crit Moves **** **** **** **** Green/Cycle: 0.15 0.25 0.25 0.12 0.22 0.22 0.21 0.24 0.24 0.23 0.26 0.26 Volume/Cap: 0.19 0.47 0.18 0.47 0.46 0.36 0.47 0.30 0.11 0.24 0.47 0.41 Delay/Veh: 37.3 32.1 29.7 41.7 34.2 33.7 35.7 31.5 30.0 31.6 31.8 31.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 37.3 32.1 29.7 41.7 34.2 33.7 35.7 31.5 30.0 31.6 31.8 31.2 LOS by Move: D C C D C C D C C C C C HCM2kAvgQ: 1 6 2 3 5 3 5 3 1 3 6 5 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:25 Page 20-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Conditions Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Base Volume Alternative) ******************************************************************************** Intersection #16 Jefferson St (NS) at Avenue 52 (EW) ******************************************************************************** Average Delay (sec/veh): 7.1 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 137 387 179 86 376 116 37 221 179 12 217 178 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 137 387 179 86 376 116 37 221 179 12 217 178 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.92 0.92 0.00 0.92 0.92 0.00 0.92 0.92 0.00 0.92 0.92 0.00 PHF Volume: 149 421 0 93 409 0 40 240 0 13 236 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 149 421 0 93 409 0 40 240 0 13 236 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 149 421 0 93 409 0 40 240 0 13 236 0 ------------ ---------------11---------------11--------------- ---------------� PCE Module: AutoPCE: 149 421 0 93 409 0 40 240 0 13 236 0 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 149 421 0 93 409 0 40 240 0 13 236 0 ---------------------------11---------------II--------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 374 398 515 610 MaxVolume: 998 985 922 871 PedVolume: 0 0 0 0 AdjMaxVol: 998 985 922 871 ApproachVol: 570 502 280 249 ApproachDel: 8.3 7.4 5.6 5.8 Queue: 3.7 3.0 1.3 1.2 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA APPENDIX E Internal Trip Capture Worksheets NCHRP 8-51 Internal Trip Capture Estimation Tool Project Name: La Quinta Village Build -Out Plan Table 4-A: Internal Person -Trip Origin -Destination Matrix' Organization: Kunzman Associates, Inc. Project Location: City of La Quinta Total Entering Performed By: Scenario Description: Project Interim 0 Date: Analysis Year: 115 72 Checked By: Analysis Period: AM Street Peak Hour 0 Date: Table 1-A: Base Vehicle -Trip Generation Estimates (Single -Use Site Estimate) Land Use Development Data (For Information Only) ITE LUCs' Quantity Units Table 4-A: Internal Person -Trip Origin -Destination Matrix' Estimated Vehicle -Trips Veh. Occ. % Transit % Non -Motorized Total Entering Exiting Office 0 Restaurant Retail 115 72 43 Restaurant 0 Hotel Cinema/Entertainment 0 0 Residential 99 20 79 Hotel 0 0 All Other Land Usesz Total 0 0 0 214 92 122 Table 2-A: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Veh. Occ. % Transit % Non -Motorized Table 4-A: Internal Person -Trip Origin -Destination Matrix' Exiting Trips Veh. Occ. % Transit % Non -Motorized Office All Person -Trips Retail 1.00 1.00 Restaurant (From) Cinema/Entertainment Retail Restaurant Cinema/Entertainment Residential 1.00 1.00 Hotel Residential All Other Land Usesz 0 Table 5-A: Computations Summary Land Use Table 4-A: Internal Person -Trip Origin -Destination Matrix' Total Entering Origin All Person -Trips Destination (To) 92 122 (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Residential 0 0 0 0 0 Retail 0 0 0 0 0 Restaurant 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 1 0 0 0 Hotel 0 0 0 0 0 Table 5-A: Computations Summary Land Use Entering Trips Total Entering Exiting All Person -Trips 214 92 122 Internal Capture Percentage 1% 1% 1% N/A N/A Residential 0% External Vehicle-Trips3 212 91 121 External Transit -Tri PS4 0 0 0 External Non -Motorized Tri PS4 0 0 0 Table 6-A: Internal Trip Capture Percentages by Land Use Land Use Entering Trips Exiting Trips Office N/A N/A Retail 1 % 0% Restaurant N/A N/A Cinema/Entertainment N/A N/A Residential 0% 1 Hotel N/A N/A 'Land Use Codes (LUCs) from Trip Generation Informational Report, published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A °Person -Trips 'Indicates computation that has been rounded to the nearest whole number. Estimation Tool Developed by the Texas Transportation Institute Project Name: I La Quinta Village Build -Out Plan Analysis Period:1 AM Street Peak Hour 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-A (0): Internal Person -Trip Origin -Destination Matrix (Computed at Origin) Table 7-A: Conversion of Vehicle -Trip Ends to Person -Trip Ends Origin Land Use Table 7-A (D): Entering Trips Veh.Occ. Vehicle -Trips Person -Trips" Person -Trip Estimates External Destination (To) Table 7-A (0): Exiting Trips Veh.Occ. Vehicle -Trips Person -Trips' Office 1.00 0 0 1.00 0 0 Retail 1.00 72 72 1.00 43 43 Restaurant 1.00 0 0 1.00 0 0 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 20 20 1.00 79 79 Hotel 1.00 0 0 1.00 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-A (0): Internal Person -Trip Origin -Destination Matrix (Computed at Origin) Table 9-A (D): Internal and External Trips Summary (Entering Trips) Origin Destination Land Use Internal Person -Trip Estimates External Destination (To) Origin (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 71 0 0 0 0 0 0 Retail 12 Residential 0 20 20 6 0 6 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential Hotel 2 0 1 0 16 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-A (D): Internal Person -Trip Origin -Destination Matrix (Computed at Destination) Table 9-A (D): Internal and External Trips Summary (Entering Trips) Origin Destination Land Use Internal Person -Trip Estimates External Destination (To) (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 71 0 23 0 0 0 0 Retail 0 Residential 0 20 20 0 0 0 0 Restaurant 0 6 0 0 1 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 12 0 0 0 Hotel 0 3 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 9-A (D): Internal and External Trips Summary (Entering Trips) Destination Land Use Internal Person -Trip Estimates External Total External Trips by Mode' Vehicles' Transit' Non-Motorized2 Office 0 0 0 0 0 0 Retail 1 71 72 71 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 0 20 20 20 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 9-A (0): Internal and External Trips Summary (Exiting Trips) Origin Land Use Internal Person -Trip Estimates External Total External Trips by Mode � z Vehicles Transit Non -Motorized z Office 0 0 0 0 0 0 Retail 0 43 43 43 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 1 78 79 78 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. NCHRP 8-51 Internal Trip Capture Estimation Tool Project Name: La Quinta Village Build -Out Plan Table 4-P: Internal Person -Trip Origin -Destination Matrix* Organization: Kunzman Associates, Inc. Project Location: City of La Quinta Total Entering Performed By: Scenario Description: Project Interim 0 Date: Analysis Year: 325 143 Checked By: Analysis Period: PM Street Peak Hour 0 Date: Table 1-P: Base Vehicle -Trip Generation Estimates (Single -Use Site Estimate) Land Use Development Data (For Information Only) ITE LUCs' Quantity Units Table 4-P: Internal Person -Trip Origin -Destination Matrix* Estimated Vehicle -Trips Veh. Occ. % Transit % Non -Motorized Total Entering Exiting Office 0 Restaurant Retail 325 143 182 Restaurant 0 Hotel Cinema/Entertainment 0 0 Residential 121 78 43 Hotel 0 0 All Other Land Usesz Total 0 0 0 446 221 225 Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Veh. Occ. % Transit % Non -Motorized Table 4-P: Internal Person -Trip Origin -Destination Matrix* Exiting Trips Veh. Occ. % Transit % Non -Motorized Office All Person -Trips Retail 1.00 1.00 Restaurant Origin (From) Cinema/Entertainment Retail Restaurant Cinema/Entertainment Residential 1.00 1.00 Hotel Residential All Other Land Usesz 0 Table 5-P: Computations Summary Land Use Table 4-P: Internal Person -Trip Origin -Destination Matrix* Total Entering Exiting All Person -Trips Destination (To) 221 225 Origin (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Residential 0 0 0 0 0 Retail 0 0 0 36 0 Restaurant 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 11 0 0 0 Hotel 0 0 0 0 0 Table 5-P: Computations Summary Land Use Entering Trips Total Entering Exiting All Person -Trips 446 221 225 Internal Capture Percentage 21% 21% 21% N/A N/A Residential 46% External Vehicle-Trips3 352 174 178 External Transit -Tri PS4 0 0 0 External Non -Motorized Tri PS4 0 0 0 Table 6-P: Internal Trip Capture Percentages by Land Use Land Use Entering Trips Exiting Trips Office N/A N/A Retail 8% 20% Restaurant N/A N/A Cinema/Entertainment N/A N/A Residential 46% 26% Hotel N/A N/A 'Land Use Codes (LUCs) from Trip Generation Informational Report, published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P °Person -Trips *Indicates computation that has been rounded to the nearest whole number. Estimation Tool Developed by the Texas Transportation Institute Project Name: 1 La Quinta Village Build -Out Plan Analysis Period:1 PM Street Peak Hour 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 3Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-P (0): Internal Person -Trip Origin -Destination Matrix (Computed at Origin) Table 7-P: Conversion of Vehicle -Trip Ends to Person -Trip Ends Origin Land Use Table 7-P (D): Entering Trips Veh.Occ. Vehicle -Trips Person -Trips* Person -Trip Estimates External Destination (To) Table 7-P (0): Exiting Trips Veh.Occ. Vehicle -Trips Person -Trips* Office 1.00 0 0 1.00 0 0 Retail 1.00 143 143 1.00 182 182 Restaurant 1.00 0 0 1.00 0 0 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 78 78 1.00 43 43 Hotel 1.00 0 0 1.00 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 3Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-P (0): Internal Person -Trip Origin -Destination Matrix (Computed at Origin) Table 9-P (D): Internal and External Trips Summary (Entering Trips) Origin Origin Internal Person -Trip Estimates External Destination (To) Destination (To) (From) (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail 4 0 0 53 0 7 0 45 0 9 Restaurant 0 0 0 0 0 0 Cinema/Entertainment Residential 0 1 2 0 1 14 0 1 9 0 0 0 1 Hotel 1 0 1 0 1 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 3Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-P (D): Internal Person -Trip Origin -Destination Matrix (Computed at Destination) Table 9-P (D): Internal and External Trips Summary (Entering Trips) Origin Destination Land Use Internal Person -Trip Estimates External Destination (To) (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 132 0 11 0 0 3 0 Retail 0 Residential 36 42 78 0 0 36 0 Restaurant Cinema/Entertainment 0 0 72 6 0 0 12 3 0 0 Residential Hotel 0 0 11 3 0 10 0 0 1 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 3Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 9-P (D): Internal and External Trips Summary (Entering Trips) Destination Land Use Internal Person -Trip Estimates External Total External Trips by Mode* Vehicles' TransitZ Non-Motorizedz Office 0 0 0 0 0 0 Retail 11 132 143 132 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 36 42 78 42 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 3Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 9-P (0): Internal and External Trips Summary (Exiting Trips) Origin Land Use Internal Person -Trip Estimates External Total External Trips by Mode* Vehicles' TransitZ Non-Motorizedz Office 0 0 0 0 0 0 Retail 36 146 182 146 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 11 32 43 32 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 3Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Multi -Use Trip Generation Calculation (Internal Capture) - Interim Analyst GJG Project La Quinta Village (Interim) Date 2/16/2016 Time Period Daily Exit to External Enter from External Exit to External 2445 Enter from External 2420 0000* 0% 0 Demand 0 Balanced 0% 0 Demand Land Use Office ITE Land Use Code Size N/A TSF Total Internal External Enter 0 0 0 Exit 0 0 0 Total 0 0 0 % 100% 0% 0% Land Use Specialty Retail ITE Land Use Code Size 826/820 120.0 TSF Demand Total Internal External Enter 2659 239 2420 Exit 2659 214 2445 Total 5318 453 4865 % 100% 9% 91% 0% 1 0 Demand 0 Balanced 0% 1 0 Demand 11% 292 Demand 214 Balanced 33% F2141 Demand 9% 239 Demand 239 Balanced 38% 247 Demand Land Use Multi-Familv Residential ITE Land Use Code Size 220 195 F0_,/,_F0 Demand Balanced Demand External Enter 649 214 435 Exit 649 Demand Balanced Demand 9% 239 Demand 239 Balanced 38% 247 Demand Land Use Multi-Familv Residential ITE Land Use Code Size 220 195 DU Total Internal External Enter 649 214 435 Exit 649 239 410 Total 1298 453 845 % 100% 35% 65% Net External Trips for Multi -Use Development and Use Specialty Ret Land Use Office Use Multi -Family Resh Total Enter 2420 0 435 2855 Exit 2445 0 410 2855 Total 4865 0 845 5710 Internal Capture Sinale-Use TriD Generation Est. 5318 0 1298 6616 14% Exit to External 410 Enter from External 435 NCHRP 8-51 Internal Trip Capture Estimation Tool Project Name: La Quinta Village Build -Out Plan Table 4-A: Internal Person -Trip Origin -Destination Matrix' Organization: Kunzman Associates, Inc. Project Location: City of La Quinta Total Entering Performed By: Scenario Description: Project Buildout 0 Date: Analysis Year: 768 480 Checked By: Analysis Period: AM Street Peak Hour 0 Date: Table 1-A: Base Vehicle -Trip Generation Estimates (Single -Use Site Estimate) Land Use Development Data (For Information Only) ITE LUCs' Quantity Units Table 4-A: Internal Person -Trip Origin -Destination Matrix' Estimated Vehicle -Trips Veh. Occ. % Transit % Non -Motorized Total Entering Exiting Office 0 Restaurant Retail 768 480 288 Restaurant 0 Hotel Cinema/Entertainment 0 0 Residential 627 123 504 Hotel 0 0 All Other Land Usesz Total 0 0 0 1395 603 792 Table 2-A: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Veh. Occ. % Transit % Non -Motorized Table 4-A: Internal Person -Trip Origin -Destination Matrix' Exiting Trips Veh. Occ. % Transit % Non -Motorized Office All Person -Trips Retail 1.00 1.00 Restaurant (From) Cinema/Entertainment Retail Restaurant Cinema/Entertainment Residential 1.00 1.00 Hotel Residential All Other Land Usesz 0 Table 5-A: Computations Summary Land Use Table 4-A: Internal Person -Trip Origin -Destination Matrix' Total Entering Origin All Person -Trips Destination (To) 603 792 (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Residential 0 0 0 0 0 Retail 0 0 0 2 0 Restaurant 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 5 0 0 0 Hotel 0 0 0 0 0 Table 5-A: Computations Summary Land Use Entering Trips Total Entering Exiting All Person -Trips 1,395 603 792 Internal Capture Percentage 1% 1% 1% N/A N/A Residential 2% External Vehicle-Trips3 1,381 596 785 External Transit -Tri PS4 0 0 0 External Non -Motorized Tri PS4 0 0 0 Table 6-A: Internal Trip Capture Percentages by Land Use Land Use Entering Trips Exiting Trips Office N/A N/A Retail 1 % 1 % Restaurant N/A N/A Cinema/Entertainment N/A N/A Residential 2% 1 Hotel N/A N/A 'Land Use Codes (LUCs) from Trip Generation Informational Report, published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A °Person -Trips 'Indicates computation that has been rounded to the nearest whole number. Estimation Tool Developed by the Texas Transportation Institute Project Name: I La Quinta Village Build -Out Plan Analysis Period:1 AM Street Peak Hour 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-A (0): Internal Person -Trip Origin -Destination Matrix (Computed at Origin) Table 7-A: Conversion of Vehicle -Trip Ends to Person -Trip Ends Origin Land Use Table 7-A (D): Entering Trips Veh.Occ. Vehicle -Trips Person -Trips" Person -Trip Estimates External Destination (To) Table 7-A (0): Exiting Trips Veh.Occ. Vehicle -Trips Person -Trips' Office 1.00 0 0 1.00 0 0 Retail 1.00 480 480 1.00 288 288 Restaurant 1.00 0 0 1.00 0 0 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 123 123 1.00 504 504 Hotel 1.00 0 0 1.00 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-A (0): Internal Person -Trip Origin -Destination Matrix (Computed at Origin) Table 9-A (D): Internal and External Trips Summary (Entering Trips) Origin Destination Land Use Internal Person -Trip Estimates External Destination (To) Origin (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 475 0 0 0 0 0 0 Retail 84 Residential 2 121 123 37 0 40 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential Hotel 10 0 5 0 101 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-A (D): Internal Person -Trip Origin -Destination Matrix (Computed at Destination) Table 9-A (D): Internal and External Trips Summary (Entering Trips) Origin Destination Land Use Internal Person -Trip Estimates External Destination (To) (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 475 0 154 0 0 0 0 Retail 0 Residential 2 121 123 0 0 2 0 Restaurant 0 38 0 0 6 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 82 0 0 0 Hotel 0 19 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 9-A (D): Internal and External Trips Summary (Entering Trips) Destination Land Use Internal Person -Trip Estimates External Total External Trips by Mode' Vehicles' Transit' Non-Motorized2 Office 0 0 0 0 0 0 Retail 5 475 480 475 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 2 121 123 121 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 9-A (0): Internal and External Trips Summary (Exiting Trips) Origin Land Use Internal Person -Trip Estimates External Total External Trips by Mode � z Vehicles Transit Non -Motorized z Office 0 0 0 0 0 0 Retail 2 286 288 286 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 5 499 504 499 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. NCHRP 8-51 Internal Trip Capture Estimation Tool Project Name: La Quinta Village Build -Out Plan Table 4-P: Internal Person -Trip Origin -Destination Matrix* Organization: Kunzman Associates, Inc. Project Location: City of La Quinta Total Entering Performed By: Scenario Description: Project Buildout 0 Date: Analysis Year: 2168 952 Checked By: Analysis Period: PM Street Peak Hour 0 Date: Table 1-P: Base Vehicle -Trip Generation Estimates (Single -Use Site Estimate) Land Use Development Data (For Information Only) ITE LUCs' Quantity Units Table 4-P: Internal Person -Trip Origin -Destination Matrix* Estimated Vehicle -Trips Veh. Occ. % Transit % Non -Motorized Total Entering Exiting Office 0 Restaurant Retail 2168 952 1216 Restaurant 0 Hotel Cinema/Entertainment 0 0 Residential 763 492 271 Hotel 0 0 All Other Land Usesz Total 0 0 0 2931 1444 1487 Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Veh. Occ. % Transit % Non -Motorized Table 4-P: Internal Person -Trip Origin -Destination Matrix* Exiting Trips Veh. Occ. % Transit % Non -Motorized Office All Person -Trips Retail 1.00 1.00 Restaurant (From) Cinema/Entertainment Retail Restaurant Cinema/Entertainment Residential 1.00 1.00 Hotel Residential All Other Land Usesz 0 Table 5-P: Computations Summary Land Use Table 4-P: Internal Person -Trip Origin -Destination Matrix* Total Entering Origin All Person -Trips Destination (To) 1,444 1,487 (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Residential 0 0 0 0 0 Retail 0 0 0 226 0 Restaurant 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 75 0 0 0 Hotel 0 0 0 0 0 Table 5-P: Computations Summary Land Use Entering Trips Total Entering Exiting All Person -Trips 2,931 1,444 1,487 Internal Capture Percentage 21% 21% 20% N/A N/A Residential 46% External Vehicle-Trips3 2,329 1,143 1,186 External Transit -Tri PS4 0 0 0 External Non -Motorized Tri PS4 0 0 0 Table 6-P: Internal Trip Capture Percentages by Land Use Land Use Entering Trips Exiting Trips Office N/A N/A Retail 8% 19% Restaurant N/A N/A Cinema/Entertainment N/A N/A Residential 46% 28% Hotel N/A N/A 'Land Use Codes (LUCs) from Trip Generation Informational Report, published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P °Person -Trips *Indicates computation that has been rounded to the nearest whole number. Estimation Tool Developed by the Texas Transportation Institute Project Name: 1 La Quinta Village Build -Out Plan Analysis Period:1 PM Street Peak Hour 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-P (0): Internal Person -Trip Origin -Destination Matrix (Computed at Origin) Table 7-P: Conversion of Vehicle -Trip Ends to Person -Trip Ends Origin Land Use Table 7-P (D): Entering Trips Veh.Occ. Vehicle -Trips Person -Trips* Person -Trip Estimates External Destination (To) Table 7-P (0): Exiting Trips Veh.Occ. Vehicle -Trips Person -Trips* Office 1.00 0 0 1.00 0 0 Retail 1.00 952 952 1.00 1216 1216 Restaurant 1.00 0 0 1.00 0 0 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 492 492 1.00 271 271 Hotel 1.00 0 0 1.00 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-P (0): Internal Person -Trip Origin -Destination Matrix (Computed at Origin) Table 9-P (D): Internal and External Trips Summary (Entering Trips) Origin Destination Land Use Internal Person -Trip Estimates External Destination (To) (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail 24 0 0 353 0 49 0 304 0 61 Restaurant 0 0 0 0 0 0 Cinema/Entertainment Residential 0 1 11 0 1 90 0 1 57 0 0 0 8 Hotel 1 0 1 0 1 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 8-P (D): Internal Person -Trip Origin -Destination Matrix (Computed at Destination) Table 9-P (D): Internal and External Trips Summary (Entering Trips) Origin Destination Land Use Internal Person -Trip Estimates External Destination (To) (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 877 0 76 0 0 20 0 Retail 0 Residential 226 266 492 0 0 226 0 Restaurant Cinema/Entertainment 0 0 476 38 0 0 79 20 0 0 Residential Hotel 0 0 75 19 1 0 10 0 0 1 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 9-P (D): Internal and External Trips Summary (Entering Trips) Destination Land Use Internal Person -Trip Estimates External Total External Trips by Mode* Vehicles' TransitZ Non-Motorizedz Office 0 0 0 0 0 0 Retail 75 877 952 877 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 226 266 492 266 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 9-P (0): Internal and External Trips Summary (Exiting Trips) Origin Land Use Internal Person -Trip Estimates External Total External Trips by Mode* Vehicles' TransitZ Non-Motorizedz Office 0 0 0 0 0 0 Retail 226 990 1216 990 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 75 196 271 196 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 'Total estimate for all other land uses at mixed-use development site -not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Analyst GJG Date 10/26/2015 Exit to External Enter from External Multi -Use Trip Generation Calculation (Internal Capture) - Buildout Exit to External 16378 Enter from External 16174 0000* 0% 0 Demand 0 Balanced 0% 0 Demand Land Use Office ITE Land Use Code Size N/A TSF Total Internal External Enter 0 0 0 Exit 0 0 0 Total 0 0 0 % 100% 0% 0% Land Use Specialty Retail ITE Land Use Code Size 826/820 800.0 TSF Demand Total Internal External Enter 17728 1554 16174 Exit 17728 1350 16378 Total 35456 2904 32552 % 100% 8% 92% 0% 1 0 Demand 0 Balanced 0% 1 0 Demand 11% 1950 Demand 1350 Balanced 33%1350 Demand 0% 0 220 1,230 F0_,/,_F0 Demand Balanced Demand External Enter 4090 1350 2740 Exit 4090 Demand Balanced Demand Project Time Period 9% 1596 Demand 1554 Balanced 38% 1554 Demand Land Use Multi-Familv Residential ITE Land Use Code Size 220 1,230 DU Use Multi -Family Resh Total Internal External Enter 4090 1350 2740 Exit 4090 1554 2536 Total 8180 2904 5276 % 100% 36% 64% Net External Trips for Multi -Use Development La Quinta Village (6115) Exit to External 2536 Enter from External 2740 and Use Specialty Ret Land Use Office Use Multi -Family Resh Total Enter 16174 0 2740 18914 Exit 16378 0 2536 18914 Total 32552 0 5276 37828 Internal Capture Sinale-Use TrID Generation Est. 35456 0 8180 43636 13% APPENDIX F Cumulative Project Data UPDATED 11/1/15 CITY-WIDE CUMULATIVE PROJECT SUMMARY REPORT PROJECTS APPROVED/UNDER CONSTRUCTION/PENDING RESIDENTIAL PROJECTS APPROVED AND /OR UNDER CONSTRUCTION (Permit data current to 8/1/15) Project Lots/Units Approved Permits Issued Lot/Unit Balance Round Acres 1. TR 29894 - Hideaway - CONSTRUCTION 495 278 218 560 Between Jefferson, Madison, 52 and 54 — SFD 2. TR 33076 - Madison Club - CONSTRUCTION 217 63 154 470 NEC Ave 54 and Madison - SFD 3. TR 30092 - Piazza Serena — CONSTRUCTION 97 37 60 37 NWC Ave 58 and Monroe — SFD 4. TR 28983 - The Palms — CONSTRUCTION 99 90 9 200 SWC Ave 56 and Monroe — SFD 5. TT 30834 - Stone Creek — CONSTRUCTION 76 5 71 29 North side Ave 58,1/2 mile west of Madison — SFD 6. TR 31202 - Rancho Santana — CONSTRUCTION 201 167 34 77 SWC Ave 52 and Monroe — SFD 7. TR 31249 - Coral Ridge Estates — APPROVED 85 0 85 33 South side Ave 58,1/2 mile west of Madison — SFD 8. TR 30138 — Diamonte — APPROVED 47 0 47 14 North side Ave 52,1/2 mile east of Jefferson — SFD 9. SP 2001-055 — Centerpointe - CONSTRUCTION 224 44 180 55 SEC Miles Ave and Washington — SFD/CONDO 10. SP 2003-069 - Watermarke — APPROVED 82 0 82 21 NWC Ave 52 and Jefferson Street — SFD 11. SP 2003-070 - Codorniz — CONSTRUCTION 145 87 58 15 SEC Ave 52 and Jefferson Street — SFA 12. SP 2004-072 - Schumacher — APPROVED 392 0 392 100 NEC Ave 60 and Monroe Street 13. TR 31910 — Capistrano — CONSTRUCTION 130 15 115 39 West side Monroe St, 1/4 mile north of Ave 58 — SFD 14. TR 31348 - Estates at Point Happy — CONSTRUCT 72 40 32 38 West side Washington St at Simon Dr. — SFD 15. SP 2003-067 — Andalusia — CONSTRUCTION 1,400 202 1,240 934 Between Ave 58, Ave 60, west of Monroe — SFD 16. TR 32279 — Palo Verde — CONSTRUCTION 30 16 14 10 N side Ave 58,1/2 mile W of Madison - SFD 17. TT 32201 — Estates @ Coral Mtn — APPROVED 24 0 24 7 NWC Ave 60 and Madison St — SFD 18. TR 32225 — Santerra — CONSTRUCTION 29 20 9 8 NWC Madison and Ave 58 — SFD 19. TT 32397 - Laing Homes — APPROVED 74 0 74 28 W/side Washington, north of Ave 48 — SFD 20. TT 32848 — Khatchadourian — APPROVED 16 0 16 4 N/side Ave 60, 660' west of Madison — SFD cumtraffic master 11-2015 Numbered.doc 21. TR 32879 / 34642 - Griffin Ranch — CONSTRUCT S/side Ave 54 between Madison and Monroe — SFD 22. TR 31852 — Polo Estates — APPROVED NWC Madison and Ave 52 — SFD 23. TT 33085 — Core Homes — APPROVED W/side Madison, N of Ave 52 — SFD 24. TR 33597 — Estates @ Coral Mtn — CONSTRUCTION SWC Ave 60 and Madison — SFD 25. TR 32742 — Monterra — APPROVED W/side Monroe, '/2 mi S of Ave 54 — SFD 26. TR 33444 — Coral Canyon — APPROVED SW'ly of Jefferson and Ave 59 — SFD 27. TR 31732, TT 31733 - Palizada — APPROVED SEC Ave 60 and Monroe — SFD 28. SP 94-026 — Travertine — *CURRENT APPROVAL Between Jefferson, Madison, 62 and 64 *Revision to 1,400 units in process — NS* 29. TT 34038 — Casa LQ — APPROVED - CONDO S/side Calle Tampico between Navarro and Villa 30. TR 28409 - Flores de Montahas - CONSTR - SFD NW'ly of Montezuma, NW edge of LQ Cove area 31. TT 31087 — Darby Estates - APPROVED S/side Darby Road, E of Palm Royale — SFD 32. TR 31874 - Carmela — CONSTRUCTION NWC Ave 53 and Monroe - SFD 33. TR 31816 - Westward Shadows - CONSTRUCTION SEC Roadrunner Lane and Ave 46 — SFD 34. Tradition Club - CONSTRUCTION Ave 52/Bermudas — SFD 35. TT 36537 - Signature — APPROVED In PGA West - 100 CONDOM 30 SFD 36. The Quarry - CONSTRUCTION SW of Lake Cahuilla, off Ave 58 — SFD 37. TR 28034 - Lion's Gate - CONSTRUCTION N/side Ave 58, 1/8 mile west of Madison — SFD 38 TR 34243 — Alta Verde - CONSTRUCTION N/side Ave 58,1/4 mile west of Madison - SFD 39. TT 33336 — Mirage - APPROVED N/side Ave 58, W of Madison — SFD 40. TT 33848 — Maman — APPROVED S/side Ave 58, W of Monroe — SFD 41. TT 31434 — Monroe Dates — APPROVED W/side Monroe at Ave 61 — SFD 42. TR 32571 — Dorado — APPROVED In Citrus CC off Jefferson — SFD 43. TT 36279 - Orchards - APPROVED SW corner of Vista Bonita Trail and Madison — SFD 44. TT 36403 - Schivarelli - APPROVED W/side Madison, N of Ave 60 — SFD cumtraffic master 11-2015 Numbered.doc 393 104 289 242 14 0 14 8 7 0 7 5 57 3 54 23 40 0 40 15 219 0 219 331 326 0 326 80 2,300 0 2,300 909 20 0 20 1+ 19 10 9 9 19 5 14 5 101 60 41 38 26 22 4 8 292 203 89 746 230 0 230 42 100 61 39 367 25 16 9 19 70 29 41 20 23 0 23 9 12 0 12 5 94 0 94 30 29 10 15 426 11 0 11 9 11 0 11 9 45. TT 36744 — Estates at Griffin Lake - APPROVED 78 0 78 9 S/s of Ave 54, E of Madison St — SFD NS* - Unit type not specified UNAPPROVED / IN PROCESS 46. Isle of Travertine Specific Plan — Amendment #1 of approved SP (see APPROVED AND/OR UNDER CONSTRUCTION listing) for 1,400 DU's (unit types unknown) on 907 acres. Includes commercial component of up to 500 -key hotel rooms with unspecified associated commercial facilities, 10 -acre neighborhood commercial parcel, and one 18 -hole golf course. 47. Abarca/Morris — TTM 36817 — 10 lots on 4.5 acres, located at the SW corner of Ave 55 and Monroe St. 48. Villas at Indian Springs — TTM 36875 — 15 lots on 3.2 acres, located at the SE corner of Jefferson Street and Palm Circle Dr. 49. Saddle Cub Estates — TTM 36561 — 35 lots on 12.3 acres, located on the west side of Monroe St., approx.1/ mile south of Avenue 54. PROJECTS PROPOSED IN CITY SPHERE OF INFLUENCE These are projects under review as City projects but are in unincorporated territory, within the City's SOI. There are also projects approved or under review by Riverside County. No City applications at this time. Contact Riverside County directly for specific project info / updates under their jurisdiction. COMMERCIAL PROJECTS UNAPPROVED / IN PROCESS 50. Washington 50 Commercial project — The 52 KSF commercial development consists of a 6 KSF gas station with convenience store/deli, 4 KSF automated car wash, two fast food restaurants with drive thru of 3 KSF each, and two office/retail/restaurant buildings, 18 KSF each APPROVED / NOT YET PERMITTED: 51. Mayer Villa Capri — 104 KSF retail; 130,500 SF medical office — NEC Fred Waring/Washington 52. Villas at Old Town - a mixed-use project consisting of 84 residential condominiums and 20,000 square feet of commercial space on approximately 4.32 acres in the Village at La Quinta. The project is an expansion of the existing Old Town La Quinta commercial center. 53. SilverRock Resort - One 18 -hole golf course (existing) and potential second 18 holes with support services, to include a 15 KSF golf clubhouse, up to 71 KSF of conference space; a 140 -room luxury/spa hotel, 200 lifestyle hotel units and up to 95 hotel -branded residential units; and resort mixed-use village of up to 390 units. The 575 -acre SilverRock project site lies south of Avenue 52, west of Jefferson and north of Avenue 54, along the base of the Coral Reef Mtns. One course operational. Completed at present: 50% GC; Temp .Clubhouse 54. Shopping center— NWC Jefferson and Avenue 50 —100 KSF neighborhood retail center. No approved plans, specific plan concept only 55. La Paloma Assisted Living care facility— Specific Plan approved for 236 assisted and independent living units, and 38 dementia and nursing care beds, at north and southeast corners of Ave 50 and Washington. APPROVED & UNDER CONSTRUCTION/STALLED: 56. Jefferson Square/Regency Marinita — 90,440 SF retail complex, SWC Jefferson and Fred Waring. 45 KSF completed; includes 14 KSF Fresh N' Easy market (vacant). Completed at present: 40% 57. Washington Park—Approved for up to 731 KSF retail/office/restaurant. 80% complete (140 KSF retail and 16 KSF restaurant remain per SP). Between Adams Street, Avenue 47, Washington Street, Simon Drive and Highway 111. Includes Lowe's, Target, Circuit City, Steinmart, Trader Joe's, Office Depot. Most existing spaces occupied. Phase 4 of Washington Park commercial center under cumtraffic master 11-2015 Numbered.doc construction for a 42,427 square -foot 12 -screen movie theater, parking, and establishment of four future restaurant pads. Completed at present: 85% (Theaters under construction; open Fall 2015. Restaurant pads TBD 58. Centerpointe —Commercial portion only -Approved for a 130 -room hotel and 196.5 KSF of medical office space. completed. 5,900 s.f. Applebee restaurant completed as part of 12 KSF of approved restaurant space (also see under Residential Projects). 130 -room Homewood Suites completed in 2007. 111,000 square foot retirement community on 9.5 -acre approved 2012, competed 2015. The facility consists of a three-story, 132 -suite retirement facility, four independent living duplex cottage units, a two-story, 72 -suite assisted living facility, and a one-story, 32 -bed memory care facility. Completed (commercial only) at present — 40% of office, 50% of restaurant, 100% hotel 59. La Quinta Business Center — 23,700 s.f. office building, east side of Washington, ±1,000 ft. north of Fred Waring. CO issued in December 2007; occupancy varies. Completed at present: 100% 60. Pavilions —175,000 s.f. retail project, originally part of overall Corporate Center specific plan area, 18 acres at NEC of Hwy 111 and Adams Street. Center completed; 90% leased. Sprout's, Bed Bath & Beyond, Best Buy, Chipotle/Habit Burger/Panera/Waba Grill, Wells Fargo. Completed at present: 100% 61. Centre at La Quinta —Approved for up to 839 KSF; 539 KSF completed. South side of Highway 111, between Dune Palms Road and Adams Street. Wal-Mart, Marshall's, PetSmart. Includes vacant Sam's Club building approved in 2015 for convention center use. Completed at present: 65% - TI permits for convention uses at Sam's expected in 2016. 62. 111 La Quinta Centre — Approved for up to 618 KSF. Located north side Hwy 111 between Washington and Adams. Stater Bros., AM/PM, Ross, Staples, Big 5, Carl's Jr/McDonalds/Taco Bell, Hobby Lobby, Kohls Completed at present: 85% 63. Caleo Bay Park— 27,595 s.f. office/retail complex, with 10 KSF completed to date. Located at NWC of Ave 48/Caleo Bay Completed at present: 35% (Walgreens//Cork and Fork) 64. VUP 06-035— Daniel Cline— proposed 31,500 s.f. retail project, at NEC Desert Club/Tampico. All s.f. is completed; includes 14 KSF Jule's market. Completed at present: 100% (65% occupied) 65. Jefferson Plaza — 218 KSF Specific Plan, with retail/restaurant uses, including Home Depot and 99¢ Store. Located at NWC of Hwy 111 /Jefferson Street. One 0.89 -acre pad remains, approved for construction of a 6,720 square -foot tire sales and installation store on a vacant pad within the Jefferson Square commercial center. Completed at present: 95% 66. La Quinta Square - 30,270 square feet of building area, including: 1) 3,750 square foot fast food restaurant with drive-through and 1,000 square feet of outdoor seating; 2)17,020 square foot food market, and 3) 8,500 square foot retail building. Southwest corner of Highway 111 and Simon Drive Completed at present: 0% cumtraffic master 11-2015 Numbered.doc Table F-1 Other Development Trip Generation ' For approved projects, quantity shown reflects unconstructed development remaining. DU = Dwelling Units; TSF = Thousand Square Feet; RM = Rooms; FP = Fueling Positions 3 Source: Institute of Transportation Engineers, Trio Generation Manual, 9th Edition, 2012. Trips Generated Source' Morning Peak Hour Evening Peak Hour (ITE Code) In Out Total In Out Total Daily ID Project Name Land Use Quantity' Units' 1 TR 29894 - Hideaway Single -Family Detached Residential 218 DU ITE 210 41 123 164 137 81 218 2,075 8 TR 30138 - Diamonte Single -Family Detached Residential 47 DU ITE 210 9 26 35 30 17 47 447 10 SP 2003-069 - Watermarke Single -Family Detached Residential 821 DU ITE 210 16 46 62 52 30 82 781 11 SP 2003-070 - Codomiz Residential Townhomes 58 DU ITE 230 4 22 26 20 10 30 337 14 TR 31348 - Estates at Point Happy Single -Family Detached Residential 32 DU ITE 210 6 18 241 201 12 32 305 19 TT 32397 - Laing Homes Single -Family Detached Residential 74 DU ITE 210 141 42 56 47 27 74 704 22 TR 31852 - Polo Estates Single -Family Detached Residential 14 DU ITE 210 31 8 11 9 5 14 133 23 TT 33085 - Core Homes Single -Family Detached Residential 7 DU ITE 210 1 4 5 4 3 7 67 29 TT 34038 - Casa LQ Condominiums 20 DU ITE 230 1 8 9 7 3 101 116 30 ITR 28409 - Flores de Montanas Single -Family Detached Residential 9 DU I ITE 210 2 5 7 6 3 9 86 34 Tradition Club Single -Family Detached Residential 89 DU ITE 210 17 50 671 561 33 89 847 42 TR 32571 - Dorado Single -Family Detached Residential 15 DU ITE 210 3 8 11 9 6 15 143 43 TT 36279 -Orchards Single -Family Detached Residential 11 DU ITE 210 2 6 8 7 4 11 105 50 Washington 50 Gas Station w/ C. Store & Car Wash 20 FP ITE 946 121 116 237 141 136 277 3,057 Pass -By (62% AM, 56% PM) -75 -72 -147 -79 -76 -155 -302 Fast -Food Restaurant w/ Drive Thru 6.0 TSF ITE 934 139 134 273 102 94 196 2,977 Pass -By (49% AM, 50% PM) -68 -66 -134 -51 -47 -98 -232 Office 18.0 TSF ITE 710 46 6 52 17 84 101 386 Shopping Center 18.0 TSF ITE 820 36 22 58 98 106 204 2,386 Pass -By (34% PM) 0 0 0 -33 -36 -69 -69 Subtotal 199 140 339 195 261 456 8,203 52 Villas at Old Town Condominiums 84 DU ITE 230 6 31 37 29 15 44 488 Retail 20.0 TSF ITE 826 14 10 24 24 30 54 886 Subtotal 20 41 61 53 45 98 1,374 53 SilverRock Resort Golf Course 18 Holes ITE 430 29 8 37 27 26 53 643 Hotel 435 RM ITE 310 135 96 231 135 126 261 3,554 Conference Center 71.0 TSF ITE 495 96 50 146 95 100 195 2,401 Subtotal 260 154 414 257 252 509 6,598 54 Shopping Center Shopping Center 100.0 TSF ITE 820 97 59 156 288 312 600 6,791 Pass -By (34% PM) 0 0 0 -98 -106 -204 -204 Subtotal 97 59 156 190 206 396 6,587 55 La Paloma Assisted Liviing Congregate Care 236 DU ITE 253 9 5 14 21 19 40 477 Assisted Living 38 Beds ITE 254 3 2 5 4 4 8 101 Subtotal 12 7 19 25 23 48 578 57 Washington Park Shopping Center 109.65 TSF ITE 820 102 63 165 306 331 637 7,210 58 Centerpointe Office 117.9 TSF ITE 710 192 26 218 36 175 211 1,488 High Turnover (Sit -Down) Restaurant 6.0 TSF ITE 932 36 29 65 35 24 59 763 Pass -By (43% PM) 0 0 0 15 10 -25 -25 Subtotal 228 55 283 56 189 245 2,226 60 Pavillions Retail 0 TSF ITE 826 0 0 0 0 0 0 0 61 Centre at La Quinta Shopping Center 300.0 TSF ITE 820 189 116 305 600 650 1,250 13,870 62 111 La Quinta Centre Shopping Center 123.6 TSF ITE 820 110 67 177 331 359 690 7,794 63 Caleo Bay Park Shopping Center 17.595 TSF ITE 820 33 21 54 90 97 187 2,195 64 VUP 06-035 Retail 11.025 TSF ITE 826 8 5 13 13 17 30 489 65 Jefferson Plaza Shopping Center 10.9 TSF ITE 820 1 251 15 401 65 711 1361 1,608 66 La Quinta Square Fast -Food Restaurant w/ Drive Thru 4.75 TSF ITE 934 110 106 216 81 74 155 2,357 Pass -By (49% AM, 50% PM) -54 -52 -106 -41 -37 -78 -184 Supermarket 17.02 TSF ITE 850 36 22 58 82 79 161 1,740 Retail 8.5 TSF ITE 826 6 4 10 10 13 23 377 Subtotal 98 80 178 132 129 261 4,290 Total 1 1,5001 1,1891 2,6891 2,7171 2,864 5,5811 69,168 ' For approved projects, quantity shown reflects unconstructed development remaining. DU = Dwelling Units; TSF = Thousand Square Feet; RM = Rooms; FP = Fueling Positions 3 Source: Institute of Transportation Engineers, Trio Generation Manual, 9th Edition, 2012. �� Miles' Are Miles Ave Dr b lroqunis Dr Inrfi a.n v' -'gall-• � I nda +u n rryCl�ih 7 tiyenlaower 7 G re P o G� IF Figure F-1 Other Development Location Map Milese Miles Ave Dr SLl ro o I nda tiyenlaower Middle �01,10C 9d L.: •.lu lii:a Ls Ch q RenchoN LaOuin[_ Club ma ;xhool n a 1-16.-�unli:: lu L• � 3 w .o,inlry Pe64re Beach .flr _ 10 A,yenida Fernando {; y.5 , Inde= La Quint& '�Ixinys N Park Goll C lub c Av'I,n 150 San` Wr;tv.•ard H D Avenue 46 � �>• m L l Indio Id g r 'cam U H9 h xhlm l� N Via La❑uinla a' Man d air ina Re so rt � - P d Club $ ° ro i Quinta ° a z C aumgaic e Ta� L'Li x PiraLa �4ti Ca tfjhv M„nlan �,v :: 'I LT R.•? br::ry ® u .” �aYa C°unFryClu6 111. rj-C' c7 Grga ��Monlezri�j2� 4 cryrrfs ° v Pn Dr Quid— ❑r W' .. Ts l��rl Ra so rte CaEleS inaloa yia Ff°lcnce Sands 3rd Ave 'DollCourse Burns Calve Durango i,�rE P °eaue2 �°c�, SILPIIGCN usn --- -41k1�3NYmr C• `� 2n dAve Tladrtion -_ LT'dy Avenue:48 " - - -- Avenue. 413 Course 'Panclln��4 S hlotorca.uh o i - :; C vu ntry G lu b KUNZMAN ASSOCIATES, INC. OVER 40 YEARS OF EXCELLENT SERVICE Legend = Other Development ID iw (see Table F-1) JN 6115 Dr ro o tiyenlaower in �01,10C 9d L.: •.lu lii:a Ls Ch q RenchoN LaOuin[_ Club ma 49th Ave °m n a 1-16.-�unli:: lu L• 3 w .o,inlry 7 _ 10 A,yenida Fernando {; y.5 , Or E. d N Av'I,n 150 San` Avenue SO' o§a EI 4 50th Ave o U N Via La❑uinla a' Man d air ina Re so rt r d Club $ ° ro i Quinta ° a z C aumgaic e Ta� L'Li x PiraLa �4ti Ca tfjhv M„nlan �,v :: 'I LT R.•? br::ry ® u .” �aYa C°unFryClu6 rj-C' c7 Grga ��Monlezri�j2� cryrrfs ° v Pn Dr i° ❑r W' peac6ri CaEleS inaloa Burns Calve Durango i,�rE P °eaue2 �°c�, SILPIIGCN .. --- -41k1�3NYmr C• `� 2n dAve Tladrtion Golf LT'dy If CIuG 'JJ C alle Snnora� C =golf Club Course S o - :; m r 7wy c� mw o v_-ov •� u L. -aim yiePeSs�o O =dim iQm a ,n KUNZMAN ASSOCIATES, INC. OVER 40 YEARS OF EXCELLENT SERVICE Legend = Other Development ID iw (see Table F-1) JN 6115 APPENDIX G City of La Quinta Traffic Model Data ITERIS' MEMORANDUM To: Giancarlo Ganddini Kunzman Associates, Inc. 1111 Town & Country Road, Suite 34 Orange, CA 92868 Date: January 7, 2016 RE: La Quinta Model Data Request Introduction From: Jennifer Martin Iteris, Inc. 1700 Carnegie Ave., Ste. 100 Santa Ana, CA 92705 The purpose of this memorandum is to respond to a request from Kunzman Associates for data from the City of La Quinta travel demand model which was developed for the 2035 La Quinta General Plan (and based on the 2008 RivTAM model). Iteris received approval from the City of La Quinta to deliver this data. The study area for data is shown in Figure 1. The data requested is needed to support the La Quinta Village Build -Out project, and is summarized below: Base/Validation Year • ADT link volumes • AM Peak Period link volumes • PM Peak Period link volumes General Plan Buildout Year • ADT link volumes • AM Peak Period link volumes • PM Peak Period link volumes • Roadway network and number of lanes • Zone map Peak Period to Peak Hour Conversion Factors Land Use/Socioeconomic inputs for the project zones There were no new model runs completed for this task, and there were no updates to any of the regional model inputs. Regional model inputs include highway and transit networks, as well as land use and socioeconomic attributes. It is possible that forecast inputs (networks and land use) have changed since the development of the original City of La Quinta travel demand model. 1700 Carnegie Avenue I Suite 100 1 Santa Ana I CA 1 92075 1 tel. 949.270.9400 1 fax 949.270.9401 1 www.iteris.com P a g e 11 ITERIS' Desert Club Drh Figure 1: Project Study Area Avenue 50 . . . . . . . ...... Legend 0 = Intersection Reference Number --- = to Quinta Village Build -Out Project Boundary KUNZMAN ASSOCIAT14 INC. siis/C-i OVER 35 YFAR5 of FvrcLLENr SowicE 1700 Carnegie Avenue I Suite 100 1 Santa Ana I CA 1 92075 1 tel. 949.270.9400 1 fax 949.270.9401 1 www.iteris.com P a g e 12 ITERIS' Project Zones The transportation analysis zones (TAZs) are the basic trip generation units within the travel demand model. The TAZs represent geographic areas of relatively similar land use and activity. The TAZs that represent the La Quinta Village Build -Out project boundary are shown in Figure 2. Seven zones make up the area surrounding the development site, zones numbered 550 through 556. Figure 2: La Quinta Village Transportation Analysis Zones J�T'EHIS City of La Quinta Transportation Analysis Zones Land Use/Socioeconomic Inputs for Project Zones The general land use and socioeconomic inputs for the project zones is summarized in Tables 1 through 4. The total population in the selected zones is expected to remain fairly constant, but the employment is expected to grow by 18 percent (467 jobs). Table 2 summarizes the median household income for the zones (expected to grow by $7,824 per household), as well as the number of K-12 students (expected to grow by 330 students). It should be noted that zone 551 contains the Benjamin Franklin Elementary School, and zone 552 contains the John Adams Elementary School. Tables 3 and 4 summarize the breakdown of employment by category. Neither existing nor future year forecast assume any agriculture, wholesale, or information services employment. 1700 Carnegie Avenue I Suite 100 1 Santa Ana I CA 1 92075 1 tel. 949.270.9400 1 fax 949.270.9401 1 www.iteris.com P a g e 13 ITERIS' -A Table 1: Population, Households, and Employment for 2008 and 2035 Table 2: K-12 students, and Median Household Income for 2008 and 2035 2009 2035 Adopted General Plan 2035 Adopted General Plan Zone Population Households Employment Population Households Employment 550 634 294 250 639 342 252 551 0 0 603 0 0 851 552 199 92 448 199 106 459 553 144 60 181 144 77 181 554 0 0 188 0 0 263 555 0 0 541 0 0 670 556 0 0 368 0 0 370 Total 977 446 2,579 982 525 3,046 Table 2: K-12 students, and Median Household Income for 2008 and 2035 Table 3: 2009 Employment by Category 2009 2035 Adopted General Plan Zone K-12 Students Median Household Income K-12 Students Median Household Income 550 0 $43,019 0 $50,843 551 622 $43,019 817 $50,843 552 430 $43,019 565 $50,843 553 0 $43,019 0 $50,843 554 0 $43,019 0 $50,843 555 0 $43,019 0 $50,843 556 0 $43,019 0 $50,843 Table 3: 2009 Employment by Category 1700 Carnegie Avenue I Suite 100 1 Santa Ana I CA 1 92075 1 tel. 949.270.9400 1 fax 949.270.9401 1 www.iteris.com P a g e 14 W o c v o CJ O 3 +. (6 O O m -FO N _U 5 i+ (6 Zone ,—�� o ;Z tir Qo •� Ln c c a, N s° Q' E O U to M 7 (Yp 3�°, i iL s U C E L OA Q C O v d L H w i ii inL E c a -O w +O+ L C Q Uu O .G a Q 550 0 0 0 0 190 0 0 0 0 0 59 1 0 551 0 0 0 0 442 0 0 0 0 50 111 0 0 552 0 0 0 0 331 0 0 0 0 34 82 1 0 553 0 0 0 0 145 0 0 0 0 0 36 0 0 554 0 0 0 0 150 0 0 0 0 0 38 0 0 555 0 0 0 0 433 0 0 0 0 0 107 1 0 556 0 41 16 0 0 16 0 16 49 0 220 1 8 Total 0 41 16 0 1,691 16 0 16 49 84 653 4 8 1700 Carnegie Avenue I Suite 100 1 Santa Ana I CA 1 92075 1 tel. 949.270.9400 1 fax 949.270.9401 1 www.iteris.com P a g e 14 ITERIS' Table 4: 2035 Employment by Category Base/Validation Year The City of La Quinta travel demand model is validated to the year of 2009, meaning that the highway and transit networks, as well as socioeconomic data is for the year 2009. Figures 3 through 5 show the ADT, AM peak period, and PM Peak period link volumes for the base/validation year. General Plan Build -Out Year The general plan build out year used for the City of La Quinta General Plan model is 2035. Figures 6 through 8 show the ADT, AM peak period, and PM Peak period link volumes for the adopted General Plan Build -Out. Figure 9 shows the forecast year roadway network assumptions in the study area. Peak Period to Peak Hour Conversion The City of La Quinta travel demand model is not a peak hour model, but provides AM (6:00 — 9:00 AM) and PM (3:00 — 7:00 PM) peak period data. Peak period to peak hour coefficients were developed for the project, and can be applied directly to peak period data. The peak period to peak hour coefficients are: • AM Peak Period to Hour = 0.38 • PM Peak Period to Hour = 0.29 1700 Carnegie Avenue I Suite 100 1 Santa Ana I CA 1 92075 1 tel. 949.270.9400 1 fax 949.270.9401 1 www.iteris.com P a g e 15 a c •L o c c y o W O a) N r r O fO C E V 3 i+ L Zone 3 = i+ U U isr.d �, L o a U c o 0 -a m d �n 5 ; J_a — C' E r_ (Lo a W. OA O s d i `� C L of a M W i C a W +s+ o O 'O a s 550 0 0 0 0 191 0 0 0 0 0 60 1 0 551 0 0 0 0 629 0 0 0 0 65 157 0 0 552 0 0 0 0 331 0 0 0 0 45 82 1 0 553 0 0 0 0 145 0 0 0 0 0 36 0 0 554 0 0 0 0 210 0 0 0 0 0 53 0 0 555 0 0 0 0 536 0 0 0 0 0 133 1 0 556 0 37 15 0 0 22 0 15 52 0 221 1 7 Total 0 37 15 0 2,042 22 0 15 52 110 742 4 7 Base/Validation Year The City of La Quinta travel demand model is validated to the year of 2009, meaning that the highway and transit networks, as well as socioeconomic data is for the year 2009. Figures 3 through 5 show the ADT, AM peak period, and PM Peak period link volumes for the base/validation year. General Plan Build -Out Year The general plan build out year used for the City of La Quinta General Plan model is 2035. Figures 6 through 8 show the ADT, AM peak period, and PM Peak period link volumes for the adopted General Plan Build -Out. Figure 9 shows the forecast year roadway network assumptions in the study area. Peak Period to Peak Hour Conversion The City of La Quinta travel demand model is not a peak hour model, but provides AM (6:00 — 9:00 AM) and PM (3:00 — 7:00 PM) peak period data. Peak period to peak hour coefficients were developed for the project, and can be applied directly to peak period data. The peak period to peak hour coefficients are: • AM Peak Period to Hour = 0.38 • PM Peak Period to Hour = 0.29 1700 Carnegie Avenue I Suite 100 1 Santa Ana I CA 1 92075 1 tel. 949.270.9400 1 fax 949.270.9401 1 www.iteris.com P a g e 15 ITERIS' Figure 3: 2009 ADT Link Volumes 2009 Average Daily Volumes 1700 Carnegie Avenue I Suite 100 1 Santa Ana I CA 1 92075 1 tel. 949.270.9400 1 fax 949.270.9401 1 www.iteris.com P a g e 16 ITERIS' 0,04090P� � 1010pp� "M11111'O'044'II'le Figure 4: 2009 AM Peak Period (6:00 - 9:00 AM) Link Volumes 1700 Carnegie Avenue I Suite 100 1 Santa Ana I CA 1 92075 1 tel. 949.270.9400 1 fax 949.270.9401 1 www.iteris.com P a g e 17 ITERIS' Figure 5: 2009 PM Peak Period (3:00 - 7:00 PM) Link Volumes 1700 Carnegie Avenue I Suite 100 1 Santa Ana I CA 1 92075 1 tel. 949.270.9400 1 fax 949.270.9401 1 www.iteris.com P a g e 18 ITERIS' Figure 6: 2035 ADT Link Volumes z�s 1700 Carnegie Avenue I Suite 100 1 Santa Ana I CA 1 92075 1 tel. 949.270.9400 1 fax 949.270.9401 1 www.iteris.com P a g e 19 ITERIS' Figure 7: 2035 AM Peak Period (6:00 - 9:00 AM) Link Volumes 32/ 2035 AM Peals Period Volumes i 1700 Carnegie Avenue I Suite 100 1 Santa Ana I CA 1 92075 1 tel. 949.270.9400 1 fax 949.270.9401 1 www.iteris.com P a g e 110 ITERIS' Figure 8: 2035 PM Peak Period (3:00 - 7:00 PM) Link Volumes �0 12 370 22B 77 377 438 MA �7� � 7a-gas=z-sa3a �a�> �5a��5��s5���az�- VIA 32 mn 2033 PM Peak Period Volu 1700 Carnegie Avenue I Suite 100 1 Santa Ana I CA 1 92075 1 tel. 949.270.9400 1 fax 949.270.9401 1 www.iteris.com P a g e 111 ITERIS' 0,04090P� � "'golllo� �491jje Figure 9: 2035 General Plan Build -Out Roadway Network 1700 Carnegie Avenue I Suite 100 1 Santa Ana I CA 1 92075 1 tel. 949.270.9400 1 fax 949.270.9401 1 www.iteris.com P a g e 112 APPENDIX H Future Growth Increment Calculation & Post -Processing Worksheets 1Adjusted for minimum 10% growth over existing average daily traffic volumes for year 2035. MODEL EXISTING MODEL FUTURE OPENING 2009 2015 2035 2035 2021 INTERSECTION LEG ADT ADT ADT ADTe ADT Eisenhower Dr (NS) at Avenue 50 (EW) - #1 North 2,390 15,500 11,659 21,400 17,600 South 7,830 12,500 12,482 15,300 13,600 East 9,496 2,900 6,721 4,500 3,000 West - - - - - Eisenhower Dr (NS) at Calle Tampico (EW) - #2 North 1,709 12,500 3,528 13,900 12,900 South 1,111 12,200 3,406 14,000 12,700 East 1,393 4,300 1,079 5,300 4,400 West - - - - - Eisenhower Dr (NS) at Avenida Montezuma (EW) - #3 North 1,111 12,200 2,589 13,400 12,600 South 1,280 9,500 2,589 10,500 9,800 East - 1,100 - 1,200 1,100 West - 3,900 - 4,300 4,000 Eisenhower Dr (NS) at Calle Sinaloa (EW) - #4 North 1,280 9,500 2,589 10,500 9,800 South 3,600 9,500 4,317 10,500 9,800 East 5,057 5,800 5,489 6,400 6,000 West 2,688 1,900 3,405 2,500 2,100 Avenida Bermudas (NS) at Calle Tampico (EW) - #5 North - 1,400 - 1,500 1,400 South 912 3,400 1,386 4,100 3,500 East 6,823 7,100 3,594 10,300 7,300 West 6,835 4,300 3,102 5,300 4,400 Avenida Bermudas (NS) at Calle Sinaloa/Avenue 52 (EW) - #6 North 689 3,400 975 4,100 3,500 South 2,840 8,900 4,217 10,000 9,200 East 7,954 14,600 10,174 16,900 15,100 West 5,057 5,800 5,489 6,400 6,000 Desert Club Dr (NS) at Calle Tampico (EW) - #7 North - 3,100 - 3,400 3,200 South - 1,900 - 2,700 2,000 East 6,823 16,600 10,925 19,800 17,500 West 6,823 7,100 10,925 10,300 8,000 Desert Club Dr (NS) at Avenue 52 (EW) - #8 North - 1,900 - 2,700 2,000 South - - - - - East 7,954 15,600 10,174 18,100 16,100 West 7,954 14,600 10,174 16,900 15,100 Washington St (NS) at Avenue 48 (EW) - #9 North 26,679 36,000 51,043 54,700 41,600 South 35,204 40,500 62,742 5F ^^^ 46,900 East 9,281 15,700 12,805 18,400 16,500 West - - - - - Washington St (NS) at Eisenhower Dr (EW) - #10 North 35,204 40,500 62,742 58,300 46,900 South 30,125 26,900 48,347 41,400 31,100 East - 1,200 - 1,300 1,200 West 6,098 15,400 15,703 22,800 17,600 1Adjusted for minimum 10% growth over existing average daily traffic volumes for year 2035. 1Adjusted for minimum 10% growth over existing average daily traffic volumes for year 2035. MODEL EXISTING MODEL FUTURE INTERIM 2009 2015 2035 2035 2021 INTERSECTION LEG ADT ADT ADT ADTe ADT Washington St (NS) at Avenue 50 (EW) - #11 North 29,835 26,900 47,864 41,400 31,100 South 25,484 23,100 41,571 36,200 26,800 East 10,817 10,700 16,327 17,800 12,000 West 14,130 2,900 11,454 4,500 3,000 Washington St (NS) at Calle Tampico (EW) - #12 North 23,565 23,100 40,020 36,200 26,900 South 17,676 14,600 34,322 27,400 18,400 East - 2,800 - 3,100 2,900 West 11,151 16,600 11,976 18,300 17,100 Washington St (NS) at Avenida La Fonda (EW) - #13 North 17,966 14,600 34,200 27,100 18,300 South 17,966 12,500 34,200 25,000 16,200 East - - - - - West - 1,400 - 1,500 1,400 Washington St (NS) at Avenue 52 (EW) - #14 North 17,966 12,500 34,200 25,000 16,200 South - 1,200 3,059 3,600 1,900 East 11,262 11,500 32,409 31,800 16,400 West 11,543 15,600 11,566 18,100 16,100 Jefferson St (NS) at Avenue 50 (EW) - #15 North 27,109 22,200 62,329 49,300 30,300 South 18,464 19,500 46,659 35,100 26,000 East 6,898 12,200 25,893 26,800 16,600 West 11,057 10,700 17,278 17,800 12,100 Jefferson St (NS) at Avenue 52 (EW) - #16 North 15,737 19,500 43,694 35,100 26,000 South 15,392 15,900 42,119 36,500 22,100 East 9,495 11,200 31,656 28,200 16,300 West 10,419 11,500 31,813 1 31,800 16,400 1Adjusted for minimum 10% growth over existing average daily traffic volumes for year 2035. EISENHOWER DR (NS) / AVENUE 50 (EW) -#1 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 2015 20 302 26 2015 44 510 38 < v > < v > 20 A A 43 48 ^ A 40 20 > < 19 16 > < 16 7 v v 60 12 v v 74 < A > < ^ > 27 788 89 18 417 52 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 143 227 2009 447 295 v ^ v A 0 < IN = 1852 < 1480 0 < IN = 3309 < 1430 0 > OUT = 2029 > 457 0 > OUT = 3113 > 1722 v A v A 1345 229 1096 1432 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 54 86 Peak Period to Peak Hour: 0.29 130 86 v A v A 0 < IN = 704 < 562 0 < IN = 960 < 415 0 > OUT = 771 > 174 0 > OUT = 903 > 499 v A v A 511 87 318 415 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 1763 907 2035 2394 2028 v A v A 0 < IN = 3134 < 764 0 < IN = 5087 < 698 0 > OUT = 3334 > 310 0 > OUT = 4844 > 894 v v ^ 2117 607 1922 1995 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 670 345 Peak Period to Peak Hour: 0.29 694 588 v A v A 0 < IN = 1191 < 290 0 < IN = 1475 < 202 0 > OUT 1267 > 118 0 > OUT 1405 > 259 v A v A 804 231 557 579 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 616 258 565 503 v A v A 0 < < -272 0 < < -212 0 > > -56 0 > > -240 v A v A 293 144 240 163 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 620 260 10 MINIMUM GROWTH % 560 500 v A v A 10 < IN = 770 < 10 10 < IN = 740 < 10 0 > OUT 570 > 10 10 > OUT 760 > 10 v A v A 290 140 240 160 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 480 200 20 YEARS 430 380 v A v A 10 < < 10 10 < < 10 0 > > 10 10 > > 10 v ^ v A 220 110 180 120 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 830 1050 1020 890 v A v A 80 < < 130 90 < < 140 50 > > 150 90 > > 120 v A v A 590 1010 780 610 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 140 60 6 YEARS 130 120 v ^ v A 0< < 0 0< < 0 0> > 0 0> > 0 v v ^ 70 30 60 40 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 490 910 2021 720 630 v A v A 70 < IN = 1590 < 120 80 < IN = 1460 < 130 50 > OUT= 1560 > 140 80 > OUT= 1480 > 110 v A v A 440 930 660 530 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 490 930 2021 730 630 v ^ v ^ 70 < IN = 1590 < 120 80 < IN = 1480 < 130 50 > OUT= 1590 > 140 80 > OUT= 1480 > 110 v A 1 v ^ 450 930 660 540 EISENHOWER DR (NS) / AVENUE 50 (EW) - #1 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 27 SOUTH LEG NORTH LEG NORTH LEFT 18 SOUTH LEG NORTH LEG BOUND THRU 788 IN ... 1,010 BOUND THRU 417 IN ... 610 RIGHT 89 OUT ... 590 RIGHT 52 OUT ... 780 SOUTH LEFT 26 NORTH LEG SOUTH LEG SOUTH LEFT 38 NORTH LEG SOUTH LEG BOUND THRU 302 IN ... 830 BOUND THRU 510 IN ... 1,020 RIGHT 20 OUT ... 1,050 RIGHT 44 OUT ... 890 EAST LEFT 20 WEST LEG EAST LEG EAST LEFT 48 WEST LEG EAST LEG BOUND THRU 20 IN ... 50 BOUND THRU 16 IN ... 90 RIGHT 7 OUT ... 80 RIGHT 12 OUT ... 90 WEST LEFT 60 EAST LEG WEST LEG WEST LEFT 74 EAST LEG WEST LEG BOUND THRU 19 IN ... 130 BOUND THRU 16 IN ... 140 RIGHT 43 OUT ... 150 RIGHT 40 OUT ... 120 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 27 30 NORTH LEG NORTH LEFT 18 20 NORTH LEG BOUND THRU 788 930 RATIO 8.3% BOUND THRU 417 670 RATIO 8.5% RIGHT 89 98 ADT 21,400 RIGHT 52 57 ADT 21,400 SOUTH LEFT 26 97 SOUTH LEG SOUTH LEFT 38 102 SOUTH LEG BOUND THRU 302 564 RATIO 11.1% BOUND THRU 510 757 RATIO 10.4% RIGHT 20 59 ADT 15,300 RIGHT 44 81 ADT 15,300 EAST LEFT 20 33 EAST LEG EAST LEFT 48 93 EAST LEG BOUND THRU 20 22 RATIO 8.7% BOUND THRU 16 18 RATIO 8.9% RIGHT 7 8 ADT 4,500 RIGHT 12 13 ADT 4,500 WEST LEFT 60 66 WEST LEG WEST LEFT 74 81 WEST LEG BOUND THRU 19 21 RATIO #DIV/0! BOUND THRU 16 18 RATIO #DIV/0! RIGHT 43 87 ADT 0 RIGHT 40 126 ADT 0 EISENHOWER DR (NS) / AVENUE 50 (EW) - #1 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 27 SOUTH LEG NORTH LEG NORTH LEFT 18 SOUTH LEG NORTH LEG BOUND THRU 788 IN ... 930 BOUND THRU 417 IN ... 540 RIGHT 89 OUT ... 450 RIGHT 52 OUT ... 660 SOUTH LEFT 26 NORTH LEG SOUTH LEG SOUTH LEFT 38 NORTH LEG SOUTH LEG BOUND THRU 302 IN ... 490 BOUND THRU 510 IN ... 730 RIGHT 20 OUT ... 930 RIGHT 44 OUT ... 630 EAST LEFT 20 WEST LEG EAST LEG EAST LEFT 48 WEST LEG EAST LEG BOUND THRU 20 IN ... 50 BOUND THRU 16 IN ... 80 RIGHT 7 OUT ... 70 RIGHT 12 OUT ... 80 WEST LEFT 60 EAST LEG WEST LEG WEST LEFT 74 EAST LEG WEST LEG BOUND THRU 19 IN ... 120 BOUND THRU 16 IN ... 130 RIGHT 43 OUT ... 140 RIGHT 40 OUT ... 110 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 27 28 NORTH LEG NORTH LEFT 18 19 NORTH LEG BOUND THRU 788 847 RATIO 8.0% BOUND THRU 417 504 RATIO 7.6% RIGHT 89 92 ADT 17,600 RIGHT 52 54 ADT 17,600 SOUTH LEFT 26 47 SOUTH LEG SOUTH LEFT 38 60 SOUTH LEG BOUND THRU 302 400 RATIO 10.6% BOUND THRU 510 599 RATIO 9.3% RIGHT 20 33 ADT 13,600 RIGHT 44 57 ADT 13,600 EAST LEFT 20 26 EAST LEG EAST LEFT 48 62 EAST LEG BOUND THRU 20 21 RATIO 10.0% BOUND THRU 16 16 RATIO 9.5% RIGHT 7 7 ADT 3,000 RIGHT 12 12 ADT 3,000 WEST LEFT 60 62 WEST LEG WEST LEFT 74 76 WEST LEG BOUND THRU 19 20 RATIO #DIV/0! BOUND THRU 16 16 RATIO #DIV/0! RIGHT 43 57 ADT 0 RIGHT 40 64 ADT 0 EISENHOWER DR (NS) / CALLE TAMPICO (EW) -#2 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 2015 1 206 29 2015 0 347 44 < v > < v > 3 ^ A 71 1 ^ ^ 92 0 > < 2 0 > < 0 0 v v 138 4 v v 271 < ^ > < ^ > 2 726 60 1 394 64 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 108 110 2009 275 239 v ^ v A 0 < IN = 277 < 51 0 < IN = 623 < 226 0 > OUT = 278 > 119 0 > OUT = 623 > 194 v A v A 49 118 190 122 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 41 42 Peak Period to Peak Hour: 0.29 80 69 v A v A 0 < IN = 105 < 19 0 < IN = 181 < 66 0> OUT 106> 45 0> OUT 181> 56 v A v A 19 45 55 35 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 134 376 2035 788 910 v A v A 0 < IN = 559 < 36 0 < IN = 1830 < 190 0 > OUT = 558 > 75 0 > OUT = 1830 > 127 v A v A 107 389 793 852 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 51 143 Peak Period to Peak Hour: 0.29 229 264 v A v A 0 < IN = 212 < 14 0 < IN = 531 < 55 0 > OUT 212 > 29 0 > OUT 531 > 37 v A v A 41 148 230 247 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 10 101 149 195 v ^ v A 0 < < -6 0 < < -10 0 > > -17 0 > > -19 v A v A 22 103 175 212 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 20 100 10 MINIMUM GROWTH % 150 190 v ^ v A 0 < IN = 140 < 20 0 < IN = 400 < 40 0 > OUT = 130 > 10 0 > OUT = 370 > 10 v v A 20 100 170 210 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 20 80 20 YEARS 120 150 v A v A 0 < < 20 0 < < 30 0 > > 10 0 > > 10 v A v A 20 80 130 160 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 260 880 510 640 v A v A 10 < < 230 0 < < 390 0 > > 100 10 > > 120 v ^ v A 360 870 750 620 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 0 20 6 YEARS 30 40 v v A 0 < < 0 0 < < 10 0> > 0 0> > 0 v ^ v A 0 20 40 50 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 240 820 2021 420 530 v A v A 10 < IN = 1260 < 210 0 < IN = 1310 < 370 0 > OUT= 1260 > 90 10 > OUT= 1300 > 110 v A v A 340 810 660 510 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 240 820 2021 420 530 v A v A 10 < IN = 1260 < 210 0 < IN = 1310 < 370 0 > OUT= 1260 > 90 10 > OUT= 1310 > 110 v A v A 340 810 670 510 EISENHOWER DR (NS) / CALLE TAMPICO (EW) - #2 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 2 SOUTH LEG NORTHLEG NORTH LEFT 1 SOUTH LEG NORTHLEG BOUND THRU 726 IN ... 870 BOUND THRU 394 IN ... 620 RIGHT 60 OUT ... 360 RIGHT 64 OUT ... 750 SOUTH LEFT 29 NORTHLEG SOUTH LEG SOUTH LEFT 44 NORTHLEG SOUTH LEG BOUND THRU 206 IN ... 260 BOUND THRU 347 IN ... 510 RIGHT 1 OUT ... 880 RIGHT 0 OUT ... 640 EAST LEFT 3 WEST LEG EAST LEG EAST LEFT 1 WEST LEG EAST LEG BOUND THRU 0 IN ... 0 BOUND THRU 0 IN ... 10 RIGHT 0 OUT ... 10 RIGHT 4 OUT ... 0 WEST LEFT 138 EAST LEG WEST LEG WEST LEFT 271 EAST LEG WEST LEG BOUND THRU 2 IN ... 230 BOUND THRU 0 IN ... 390 RIGHT 71 OUT ... 100 RIGHT 92 OUT ... 120 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 2 4 NORTHLEG NORTH LEFT 1 1 NORTHLEG BOUND THRU 726 799 RATIO 8.3% BOUND THRU 394 540 RATIO 8.2% RIGHT 60 66 ADT 13,900 RIGHT 64 72 ADT 13,900 SOUTH LEFT 29 35 SOUTH LEG SOUTH LEFT 44 48 SOUTH LEG BOUND THRU 206 227 RATIO 8.9% BOUND THRU 347 455 RATIO 9.8% RIGHT 1 2 ADT 14,000 RIGHT 0 0 ADT 14,000 EAST LEFT 3 3 EAST LEG EAST LEFT 1 2 EAST LEG BOUND THRU 0 0 RATIO 6.4% BOUND THRU 0 0 RATIO 9.8% RIGHT 0 0 ADT 5,300 RIGHT 4 8 ADT 5,300 WEST LEFT 138 152 WEST LEG WEST LEFT 271 298 WEST LEG BOUND THRU 2 4 RATIO #DIV/0! BOUND THRU 0 0 RATIO #DIV/0! RIGHT 71 84 ADT 0 RIGHT 92 101 ADT 0 EISENHOWER DR (NS) / CALLE TAMPICO (EW) - #2 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 2 SOUTH LEG NORTHLEG NORTH LEFT 1 SOUTH LEG NORTHLEG BOUND THRU 726 IN ... 810 BOUND THRU 394 IN ... 510 RIGHT 60 OUT ... 340 RIGHT 64 OUT ... 670 SOUTH LEFT 29 NORTHLEG SOUTH LEG SOUTH LEFT 44 NORTHLEG SOUTH LEG BOUND THRU 206 IN ... 240 BOUND THRU 347 IN ... 420 RIGHT 1 OUT ... 820 RIGHT 0 OUT ... 530 EAST LEFT 3 WEST LEG EAST LEG EAST LEFT 1 WEST LEG EAST LEG BOUND THRU 0 IN ... 0 BOUND THRU 0 IN ... 10 RIGHT 0 OUT ... 10 RIGHT 4 OUT ... 0 WEST LEFT 138 EAST LEG WEST LEG WEST LEFT 271 EAST LEG WEST LEG BOUND THRU 2 IN ... 210 BOUND THRU 0 IN ... 370 RIGHT 71 OUT ... 90 RIGHT 92 OUT ... 110 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 2 4 NORTHLEG NORTH LEFT 1 1 NORTHLEG BOUND THRU 726 748 RATIO 8.3% BOUND THRU 394 441 RATIO 7.5% RIGHT 60 62 ADT 12,900 RIGHT 64 68 ADT 12,900 SOUTH LEFT 29 30 SOUTH LEG SOUTH LEFT 44 45 SOUTH LEG BOUND THRU 206 212 RATIO 9.2% BOUND THRU 347 379 RATIO 9.3% RIGHT 1 2 ADT 12,700 RIGHT 0 0 ADT 12,700 EAST LEFT 3 3 EAST LEG EAST LEFT 1 2 EAST LEG BOUND THRU 0 0 RATIO 7.1% BOUND THRU 0 0 RATIO 11.2% RIGHT 0 0 ADT 4,400 RIGHT 4 8 ADT 4,400 WEST LEFT 138 142 WEST LEG WEST LEFT 271 283 WEST LEG BOUND THRU 2 4 RATIO #DIV/0! BOUND THRU 0 0 RATIO #DIV/0! RIGHT 71 73 ADT 0 RIGHT 92 95 ADT 0 EISENHOWER DR (NS) / AVENIDA MONTEZUMA (EW) - #3 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 2015 109 235 0 2015 189 431 2 < v > < v > 253 A A 10 135 A A 35 0 > < 5 0 > < 24 23 v v 14 24 v v 46 < A > < A > 10 539 0 22 289 2 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 52 129 2009 221 138 v A v A 0 < IN = 181 < 0 0 < IN = 359 < 0 0 > OUT= 181 > 0 0 > OUT= 359 > 0 v A v A 52 129 221 138 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 20 49 Peak Period to Peak Hour: 0.29 64 40 v A v A 0 < IN = 69 < 0 0 < IN = 104 < 0 0> OUT 69> 0 0> OUT 104> 0 v A v A 20 49 64 40 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 71 324 2035 586 597 v A v A 0 < IN = 395 < 0 0 < IN = 1183 < 0 0 > OUT = 395 > 0 0 > OUT = 1183 > 0 v A v A 71 324 586 597 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 27 123 Peak Period to Peak Hour: 0.29 170 173 v A v A 0 < IN = 150 < 0 0 < IN = 343 < 0 0 > OUT = 150 > 0 0 > OUT = 343 > 0 v A v A 27 123 170 173 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 7 74 106 133 v A v A 0< < 0 0< < 0 0> > 0 0> > 0 v A v A 7 74 106 133 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 30 80 10 MINIMUM GROWTH % 110 130 v A v A 10 < IN = 130 < 0 20 < IN = 270 < 10 30 > OUT 100 > 0 20 > OUT 260 > 0 v A v A 10 70 110 130 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 20 60 20 YEARS 80 100 v A v A 10 < < 0 20 < < 10 20 > > 0 20 > > 0 v A v A 10 50 80 100 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 360 860 700 560 v A v A 130 < < 30 260 < < 120 300 > > 0 180 > > 0 v A v A 280 600 580 410 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 10 20 6 YEARS 30 30 v A v A 0< < 0 0< < 0 10 > > 0 0 > > 0 v A v A 0 20 30 30 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 350 820 2021 650 490 v A v A 120 < IN = 1240 < 30 240 < IN = 1260 < 110 290 > OUT 1210 > 0 160 > OUT 1260 > 0 v A v A 270 570 530 340 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 350 840 2021 650 490 v A v A 120 < IN = 1240 < 30 240 < IN = 1260 < 110 290 > OUT 1240 > 0 160 > OUT= 1260 > 0 v A v A 280 570 530 340 EISENHOWER DR (NS) / AVENIDA MONTEZUMA (EW) - #3 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 10 SOUTH LEG NORTHLEG NORTH LEFT 22 SOUTH LEG NORTHLEG BOUND THRU 539 IN ... 600 BOUND THRU 289 IN ... 410 RIGHT 0 OUT ... 280 RIGHT 2 OUT ... 580 SOUTH LEFT 0 NORTHLEG SOUTHLEG SOUTH LEFT 2 NORTHLEG SOUTH LEG BOUND THRU 235 IN ... 360 BOUND THRU 431 IN ... 700 RIGHT 109 OUT ... 860 RIGHT 189 OUT ... 560 EAST LEFT 253 WEST LEG EAST LEG EAST LEFT 135 WEST LEG EAST LEG BOUND THRU 0 IN ... 300 BOUND THRU 0 IN ... 180 RIGHT 23 OUT ... 130 RIGHT 24 OUT ... 260 WEST LEFT 14 EAST LEG WEST LEG WEST LEFT 46 EAST LEG WEST LEG BOUND THRU 5 IN ... 30 BOUND THRU 24 IN ... 120 RIGHT 10 OUT ... 0 RIGHT 35 OUT ... 0 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 10 11 NORTHLEG NORTH LEFT 22 31 NORTHLEG BOUND THRU 539 593 RATIO 9.4% BOUND THRU 289 375 RATIO 9.5% RIGHT 0 0 ADT 13,400 RIGHT 2 2 ADT 13,400 SOUTH LEFT 0 0 SOUTHLEG SOUTH LEFT 2 2 SOUTH LEG BOUND THRU 235 259 RATIO 8.6% BOUND THRU 431 494 RATIO 9.4% RIGHT 109 120 ADT 10,500 RIGHT 189 208 ADT 10,500 EAST LEFT 253 278 EAST LEG EAST LEFT 135 149 EAST LEG BOUND THRU 0 0 RATIO 2.7% BOUND THRU 0 0 RATIO 10.4% RIGHT 23 25 ADT 1,200 RIGHT 24 30 ADT 1,200 WEST LEFT 14 15 WEST LEG WEST LEFT 46 55 WEST LEG BOUND THRU 5 6 RATIO 10.2% BOUND THRU 24 27 RATIO 10.3% RIGHT 10 11 ADT 4,300 RIGHT 35 39 ADT 4,300 EISENHOWER DR (NS) / AVENIDA MONTEZUMA (EW) - #3 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 10 SOUTH LEG NORTHLEG NORTH LEFT 22 SOUTH LEG NORTHLEG BOUND THRU 539 IN ... 570 BOUND THRU 289 IN ... 340 RIGHT 0 OUT ... 280 RIGHT 2 OUT ... 530 SOUTH LEFT 0 NORTHLEG SOUTHLEG SOUTH LEFT 2 NORTHLEG SOUTH LEG BOUND THRU 235 IN ... 350 BOUND THRU 431 IN ... 650 RIGHT 109 OUT ... 840 RIGHT 189 OUT ... 490 EAST LEFT 253 WEST LEG EAST LEG EAST LEFT 135 WEST LEG EAST LEG BOUND THRU 0 IN ... 290 BOUND THRU 0 IN ... 160 RIGHT 23 OUT ... 120 RIGHT 24 OUT ... 240 WEST LEFT 14 EAST LEG WEST LEG WEST LEFT 46 EAST LEG WEST LEG BOUND THRU 5 IN ... 30 BOUND THRU 24 IN ... 110 RIGHT 10 OUT ... 0 RIGHT 35 OUT ... 0 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 10 10 NORTHLEG NORTH LEFT 22 23 NORTHLEG BOUND THRU 539 562 RATIO 9.5% BOUND THRU 289 317 RATIO 9.1% RIGHT 0 0 ADT 12,600 RIGHT 2 2 ADT 12,600 SOUTH LEFT 0 0 SOUTHLEG SOUTH LEFT 2 2 SOUTH LEG BOUND THRU 235 243 RATIO 8.7% BOUND THRU 431 457 RATIO 8.9% RIGHT 109 112 ADT 9,800 RIGHT 189 195 ADT 9,800 EAST LEFT 253 267 EAST LEG EAST LEFT 135 139 EAST LEG BOUND THRU 0 0 RATIO 2.7% BOUND THRU 0 0 RATIO 10.5% RIGHT 23 24 ADT 1,100 RIGHT 24 25 ADT 1,100 WEST LEFT 14 14 WEST LEG WEST LEFT 46 49 WEST LEG BOUND THRU 5 5 RATIO 10.5% BOUND THRU 24 25 RATIO 10.2% RIGHT 10 11 ADT 4,000 RIGHT 35 37 ADT 4,000 EISENHOWER DR (NS) / CALLE SINALOA (EW) -#4 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 2015 27 230 15 2015 52 429 20 < v > < v > 1 A A 33 0 A A 39 191 > < 63 73 > < 83 0 v v 112 0 v v 285 < A > < A > 0 568 141 0 274 63 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 52 129 2009 221 138 v v A 169 < IN = 1124 < 371 529 < IN = 1955 < 902 341 > OUT 1124 > 585 328 > OUT 1955 > 694 v A v A 241 360 594 504 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 20 49 Peak Period to Peak Hour: 0.29 64 40 v A v A 64 < IN = 427 < 141 153 < IN = 567 < 262 130 > OUT 427 > 222 95 > OUT 567 > 201 v A v A 92 137 172 146 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 71 324 2035 586 597 v A v A 203 < IN = 1290 < 446 690 < IN = 2514 < 871 418 > OUT 1290 > 480 410 > OUT 2516 > 525 v A v A 283 355 704 647 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 27 123 Peak Period to Peak Hour: 0.29 170 173 v A v A 77 < IN = 490 < 169 200 < IN = 729 < 253 159 > OUT 490 > 182 119 > OUT 730 > 152 v A v A 108 135 204 188 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 7 74 106 133 v A v A 13 < < 29 47 < < -9 29 > > -40 24 > > -49 v A v A 16 -2 32 41 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 30 70 10 MINIMUM GROWTH % 110 130 v A v A 10 < IN = 90 < 30 50 < IN = 210 < 40 30 > OUT 130 > 30 20 > OUT 230 > 20 v A v A 20 0 30 40 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 20 50 20 YEARS 80 100 v A v A 10 < < 20 40 < < 30 20 > > 20 20 > > 20 v A v 20 0 20 30 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 290 650 580 410 v A v 100 < < 230 180 < < 440 210 > > 370 90 > > 180 v A v A 360 710 730 370 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 10 20 6 YEARS 30 30 v A v A 0 < < 10 10 < < 10 10 > > 10 0 > > 0 v A v A 0 0 10 10 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 280 620 2021 530 340 v A v A 90 < IN = 1410 < 220 150 < IN = 1370 < 420 200 > OUT= 1410 > 360 70 > OUT= 1370 > 160 v A v A 340 710 720 350 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 280 620 2021 530 340 v A v A 90 < IN = 1410 < 220 150 < IN = 1370 < 420 200 > OUT= 1410 > 360 70 > OUT= 1370 > 160 v A v A 340 710 720 350 EISENHOWER DR (NS) / CALLE SINALOA (EW) - #4 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 0 SOUTH LEG NORTHLEG NORTH LEFT 0 SOUTH LEG NORTHLEG BOUND THRU 568 IN ... 710 BOUND THRU 274 IN ... 370 RIGHT 141 OUT ... 360 RIGHT 63 OUT ... 730 SOUTH LEFT 15 NORTHLEG SOUTH LEG SOUTH LEFT 20 NORTHLEG SOUTH LEG BOUND THRU 230 IN ... 290 BOUND THRU 429 IN ... 580 RIGHT 27 OUT ... 650 RIGHT 52 OUT ... 410 EAST LEFT 1 WEST LEG EAST LEG EAST LEFT 0 WEST LEG EAST LEG BOUND THRU 191 IN ... 210 BOUND THRU 73 IN ... 90 RIGHT 0 OUT ... 100 RIGHT 0 OUT ... 180 WEST LEFT 112 EAST LEG WEST LEG WEST LEFT 285 EAST LEG WEST LEG BOUND THRU 63 IN ... 230 BOUND THRU 83 IN ... 440 RIGHT 33 OUT ... 370 RIGHT 39 OUT ... 180 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 0 0 NORTHLEG NORTH LEFT 0 0 NORTHLEG BOUND THRU 568 625 RATIO 9.3% BOUND THRU 274 330 RATIO 9.5% RIGHT 141 155 ADT 10,500 RIGHT 63 69 ADT 10,500 SOUTH LEFT 15 20 SOUTH LEG SOUTH LEFT 20 34 SOUTH LEG BOUND THRU 230 253 RATIO 11.0% BOUND THRU 429 472 RATIO 11.3% RIGHT 27 30 ADT 10,500 RIGHT 52 77 ADT 10,500 EAST LEFT 1 1 EAST LEG EAST LEFT 0 0 EAST LEG BOUND THRU 191 216 RATIO 9.9% BOUND THRU 73 93 RATIO 10.8% RIGHT 0 0 ADT 6,400 RIGHT 0 0 ADT 6,400 WEST LEFT 112 123 WEST LEG WEST LEFT 285 314 WEST LEG BOUND THRU 63 70 RATIO 12.7% BOUND THRU 83 103 RATIO 10.9% RIGHT 33 48 ADT 2,500 RIGHT 39 80 ADT 2,500 EISENHOWER DR (NS) / CALLE SINALOA (EW) - #4 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 0 SOUTH LEG NORTHLEG NORTH LEFT 0 SOUTH LEG NORTHLEG BOUND THRU 568 IN ... 710 BOUND THRU 274 IN ... 350 RIGHT 141 OUT ... 340 RIGHT 63 OUT ... 720 SOUTH LEFT 15 NORTHLEG SOUTH LEG SOUTH LEFT 20 NORTHLEG SOUTH LEG BOUND THRU 230 IN ... 280 BOUND THRU 429 IN ... 530 RIGHT 27 OUT ... 620 RIGHT 52 OUT ... 340 EAST LEFT 1 WEST LEG EAST LEG EAST LEFT 0 WEST LEG EAST LEG BOUND THRU 191 IN ... 200 BOUND THRU 73 IN ... 70 RIGHT 0 OUT ... 90 RIGHT 0 OUT ... 150 WEST LEFT 112 EAST LEG WEST LEG WEST LEFT 285 EAST LEG WEST LEG BOUND THRU 63 IN ... 220 BOUND THRU 83 IN ... 420 RIGHT 33 OUT ... 360 RIGHT 39 OUT ... 160 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 0 0 NORTHLEG NORTH LEFT 0 0 NORTHLEG BOUND THRU 568 585 RATIO 9.3% BOUND THRU 274 290 RATIO 8.9% RIGHT 141 145 ADT 9,800 RIGHT 63 65 ADT 9,800 SOUTH LEFT 15 20 SOUTH LEG SOUTH LEFT 20 26 SOUTH LEG BOUND THRU 230 237 RATIO 11.0% BOUND THRU 429 442 RATIO 11.1% RIGHT 27 28 ADT 9,800 RIGHT 52 60 ADT 9,800 EAST LEFT 1 1 EAST LEG EAST LEFT 0 0 EAST LEG BOUND THRU 191 200 RATIO 9.8% BOUND THRU 73 75 RATIO 10.0% RIGHT 0 0 ADT 6,000 RIGHT 0 0 ADT 6,000 WEST LEFT 112 115 WEST LEG WEST LEFT 285 294 WEST LEG BOUND THRU 63 65 RATIO 14.0% BOUND THRU 83 90 RATIO 10.7% RIGHT 33 44 ADT 2,100 RIGHT 39 50 ADT 2,100 AVENIDA BERMUDAS (NS) / CALLE TAMPICO (EW) -#5 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 2015 11 0 1 2015 31 7 35 < v > < v > 22 ^ ^ 36 9 ^ ^ 43 123 > < 187 133 > < 259 12 v v 118 31 v v 188 < ^ > < ^ > 40 1 95 44 10 109 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 0 0 2009 0 0 v ^ v ^ 1372 < IN = 1639 < 1351 628 < IN = 1771 < 640 209 > OUT= 1639 > 230 1018 > OUT= 1771 > 1001 v ^ v ^ 37 79 142 113 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 0 0 Peak Period to Peak Hour: 0.29 0 0 v ^ v ^ 521 < IN = 623 < 513 182 < IN = 514 < 186 79 > OUT 623 > 87 295 > OUT 514 > 290 v ^ v ^ 14 30 41 33 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 0 0 2035 0 0 v ^ v ^ 297 < IN = 622 < 460 356 < IN = 1173 < 361 110 > OUT 622 > 121 684 > OUT 1173 > 685 v ^ v ^ 204 52 132 128 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 0 0 Peak Period to Peak Hour: 0.29 0 0 v ^ v ^ 113 < IN = 236 < 175 103 < IN = 340 < 105 42 > OUT 236 > 46 198 > OUT 340 > 199 v ^ v ^ 78 20 38 37 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 0 0 0 0 v ^ v ^ -409 < < -339 -79 < < -81 -38 > > -41 -97 > > -92 v ^ v ^ 63 -10 -3 4 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 0 10 10 MINIMUM GROWTH % 10 10 v ^ v ^ 20 < IN = 50 < 30 30 < IN = 80 < 50 20 > OUT 110 > 20 20 > OUT 70 > 30 v ^ v ^ 60 0 0 0 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 0 10 20 YEARS 10 10 v ^ v ^ 20 < < 20 20 < < 40 20 > > 20 20 > > 20 v ^ v ^ 50 0 0 0 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 10 70 80 70 v ^ v ^ 260 < < 360 350 < < 530 180 > > 240 190 > > 300 v ^ v ^ 180 140 230 160 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 0 0 6 YEARS 0 0 v ^ v ^ 0 < < 10 10 < < 10 0> > 0 0> > 10 v ^ v ^ 10 0 0 0 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 10 60 2021 70 60 v ^ v ^ 240 < IN = 660 < 350 340 < IN = 900 < 500 160 > OUT 660 > 220 170 > OUT 920 > 290 v ^ v ^ 140 140 230 160 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 10 60 2021 70 60 v ^ v ^ 240 < IN = 660 < 350 340 < IN = 910 < 510 160 > OUT 660 > 220 170 > OUT 920 > 290 v ^ v ^ 140 140 230 160 AVENIDA BERMUDAS (NS) / CALLE TAMPICO (EW) -#5 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 40 SOUTH LEG NORTHLEG NORTH LEFT 44 SOUTH LEG NORTHLEG BOUND THRU 1 IN ... 140 BOUND THRU 10 IN ... 160 RIGHT 95 OUT ... 180 RIGHT 109 OUT ... 230 SOUTH LEFT 1 NORTHLEG SOUTH LEG SOUTH LEFT 35 NORTHLEG SOUTH LEG BOUND THRU 0 IN ... 10 BOUND THRU 7 IN ... 80 RIGHT 11 OUT ... 70 RIGHT 31 OUT ... 70 EAST LEFT 22 WEST LEG EAST LEG EAST LEFT 9 WEST LEG EAST LEG BOUND THRU 123 IN ... 180 BOUND THRU 133 IN ... 190 RIGHT 12 OUT ... 260 RIGHT 31 OUT ... 350 WEST LEFT 118 EAST LEG WEST LEG WEST LEFT 188 EAST LEG WEST LEG BOUND THRU 187 IN ... 360 BOUND THRU 259 IN ... 530 RIGHT 36 OUT ... 240 RIGHT 43 OUT ... 300 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 40 53 NORTHLEG NORTH LEFT 44 48 NORTHLEG BOUND THRU 1 1 RATIO 5.7% BOUND THRU 10 11 RATIO 10.3% RIGHT 95 105 ADT 1,500 RIGHT 109 120 ADT 1,500 SOUTH LEFT 1 1 SOUTH LEG SOUTH LEFT 35 41 SOUTH LEG BOUND THRU 0 0 RATIO 8.3% BOUND THRU 7 8 RATIO 10.4% RIGHT 11 12 ADT 4,100 RIGHT 31 34 ADT 4,100 EAST LEFT 22 32 EAST LEG EAST LEFT 9 10 EAST LEG BOUND THRU 123 141 RATIO 6.3% BOUND THRU 133 149 RATIO 8.3% RIGHT 12 22 ADT 10,300 RIGHT 31 34 ADT 10,300 WEST LEFT 118 158 WEST LEG WEST LEFT 188 207 WEST LEG BOUND THRU 187 206 RATIO 8.8% BOUND THRU 259 285 RATIO 10.6% RIGHT 36 40 ADT 5,300 RIGHT 43 51 ADT 5,300 AVENIDA BERMUDAS (NS) / CALLE TAMPICO (EW) -#5 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 40 SOUTH LEG NORTHLEG NORTH LEFT 44 SOUTH LEG NORTHLEG BOUND THRU 1 IN ... 140 BOUND THRU 10 IN ... 160 RIGHT 95 OUT ... 140 RIGHT 109 OUT ... 230 SOUTH LEFT 1 NORTHLEG SOUTH LEG SOUTH LEFT 35 NORTHLEG SOUTH LEG BOUND THRU 0 IN ... 10 BOUND THRU 7 IN ... 70 RIGHT 11 OUT ... 60 RIGHT 31 OUT ... 60 EAST LEFT 22 WEST LEG EAST LEG EAST LEFT 9 WEST LEG EAST LEG BOUND THRU 123 IN ... 160 BOUND THRU 133 IN ... 170 RIGHT 12 OUT ... 240 RIGHT 31 OUT ... 340 WEST LEFT 118 EAST LEG WEST LEG WEST LEFT 188 EAST LEG WEST LEG BOUND THRU 187 IN ... 350 BOUND THRU 259 IN ... 510 RIGHT 36 OUT ... 220 RIGHT 43 OUT ... 290 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 40 43 NORTHLEG NORTH LEFT 44 45 NORTHLEG BOUND THRU 1 1 RATIO 5.2% BOUND THRU 10 10 RATIO 9.9% RIGHT 95 98 ADT 1,400 RIGHT 109 115 ADT 1,400 SOUTH LEFT 1 1 SOUTH LEG SOUTH LEFT 35 37 SOUTH LEG BOUND THRU 0 0 RATIO 8.1% BOUND THRU 7 7 RATIO 11.6% RIGHT 11 11 ADT 3,500 RIGHT 31 32 ADT 3,500 EAST LEFT 22 23 EAST LEG EAST LEFT 9 9 EAST LEG BOUND THRU 123 127 RATIO 8.0% BOUND THRU 133 138 RATIO 11.0% RIGHT 12 14 ADT 7,300 RIGHT 31 32 ADT 7,300 WEST LEFT 118 126 WEST LEG WEST LEFT 188 197 WEST LEG BOUND THRU 187 193 RATIO 9.3% BOUND THRU 259 274 RATIO 12.0% RIGHT 36 37 ADT 4,400 RIGHT 43 44 ADT 4,400 AVENIDA BERMUDAS (NS) / CALLE SINALOA (EW) -#6 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 2015 9 26 29 2015 41 99 35 < v > < v > 26 A A 19 20 A A 40 318 > < 188 132 > < 362 3 v v 183 4 v v 344 < A > < A > 11 103 919 4 64 300 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 22 94 2009 129 76 v A v A 371 < IN = 1523 < 643 902 < IN = 2617 < 1379 585 > OUT 1523 > 833 694 > OUT 2617 > 1149 v A v A 225 273 490 415 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 8 36 Peak Period to Peak Hour: 0.29 37 22 v A v A 141 < IN = 579 < 244 262 < IN = 759 < 400 222 > OUT 579 > 317 201 > OUT 759 > 333 v A v A 86 104 142 120 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 36 94 2035 210 119 v A v A 446 < IN = 1732 < 870 871 < IN = 2983 < 1603 480 > OUT 1726 > 830 525 > OUT 2973 > 1302 v A v A 356 346 681 645 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 14 36 Peak Period to Peak Hour: 0.29 61 35 v A v A 169 < IN = 658 < 331 253 < IN = 865 < 465 182 > OUT 656 > 315 152 > OUT 862 > 378 v A v A 135 131 197 187 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 5 0 23 12 v A v A 29 < < 86 -9 < < 65 -40 > > -1 -49 > > 44 v A v A 50 28 55 67 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 10 10 10 MINIMUM GROWTH % 20 10 v v A 30 < IN = 160 < 90 40 < IN = 180 < 70 30 > OUT 220 > 130 20 > OUT 160 > 50 v v A 50 30 60 70 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 10 10 20 YEARS 20 10 v A v A 20 < < 70 30 < < 50 20 > > 100 20 > > 40 v v 40 20 50 50 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 70 160 200 130 v A v ^ 230 < < 460 440 < < 800 370 > > 1370 180 > > 510 v A v A 250 1050 500 420 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 0 0 6 YEARS 0 0 v A v A 10 < < 20 10 < < 20 10 > > 30 0 > > 10 v A v A 10 10 10 20 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 60 150 2021 180 120 v A v A 220 < IN = 1870 < 410 420 < IN = 1500 < 770 360 > OUT 1890 > 1300 160 > OUT 1480 > 480 v A v A 220 1040 460 390 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 60 150 2021 180 120 v A v A 220 < IN = 1880 < 410 430 < IN = 1500 < 770 360 > OUT 1890 > 1300 160 > OUT= 1510 > 490 v A v A 220 1050 470 390 AVENIDA BERMUDAS (NS) / CALLE SINALOA (EW) - #6 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 11 SOUTH LEG NORTHLEG NORTH LEFT 4 SOUTH LEG NORTHLEG BOUND THRU 103 IN ... 1,050 BOUND THRU 64 IN ... 420 RIGHT 919 OUT ... 250 RIGHT 300 OUT ... 500 SOUTH LEFT 29 NORTHLEG SOUTH LEG SOUTH LEFT 35 NORTHLEG SOUTH LEG BOUND THRU 26 IN ... 70 BOUND THRU 99 IN ... 200 RIGHT 9 OUT ... 160 RIGHT 41 OUT ... 130 EAST LEFT 26 WEST LEG EAST LEG EAST LEFT 20 WEST LEG EAST LEG BOUND THRU 318 IN ... 370 BOUND THRU 132 IN ... 180 RIGHT 3 OUT ... 230 RIGHT 4 OUT ... 440 WEST LEFT 183 EAST LEG WEST LEG WEST LEFT 344 EAST LEG WEST LEG BOUND THRU 188 IN ... 460 BOUND THRU 362 IN ... 800 RIGHT 19 OUT ... 1,370 RIGHT 40 OUT ... 510 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 11 12 NORTHLEG NORTH LEFT 4 6 NORTHLEG BOUND THRU 103 113 RATIO 6.0% BOUND THRU 64 73 RATIO 8.4% RIGHT 919 1,011 ADT 4,100 RIGHT 300 331 ADT 4,100 SOUTH LEFT 29 38 SOUTH LEG SOUTH LEFT 35 39 SOUTH LEG BOUND THRU 26 29 RATIO 13.9% BOUND THRU 99 119 RATIO 9.1% RIGHT 9 10 ADT 10,000 RIGHT 41 48 ADT 10,000 EAST LEFT 26 29 EAST LEG EAST LEFT 20 23 EAST LEG BOUND THRU 318 354 RATIO 11.1% BOUND THRU 132 147 RATIO 7.9% RIGHT 3 3 ADT 16,900 RIGHT 4 6 ADT 16,900 WEST LEFT 183 222 WEST LEG WEST LEFT 344 378 WEST LEG BOUND THRU 188 214 RATIO 9.7% BOUND THRU 362 398 RATIO 9.8% RIGHT 19 29 ADT 6,400 RIGHT 40 44 ADT 6,400 AVENIDA BERMUDAS (NS) / CALLE SINALOA (EW) - #6 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 11 SOUTH LEG NORTHLEG NORTH LEFT 4 SOUTH LEG NORTHLEG BOUND THRU 103 IN ... 1,050 BOUND THRU 64 IN ... 390 RIGHT 919 OUT ... 220 RIGHT 300 OUT ... 470 SOUTH LEFT 29 NORTHLEG SOUTH LEG SOUTH LEFT 35 NORTHLEG SOUTH LEG BOUND THRU 26 IN ... 60 BOUND THRU 99 IN ... 180 RIGHT 9 OUT ... 150 RIGHT 41 OUT ... 120 EAST LEFT 26 WEST LEG EAST LEG EAST LEFT 20 WEST LEG EAST LEG BOUND THRU 318 IN ... 360 BOUND THRU 132 IN ... 160 RIGHT 3 OUT ... 220 RIGHT 4 OUT ... 430 WEST LEFT 183 EAST LEG WEST LEG WEST LEFT 344 EAST LEG WEST LEG BOUND THRU 188 IN ... 410 BOUND THRU 362 IN ... 770 RIGHT 19 OUT ... 1,300 RIGHT 40 OUT ... 490 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 11 11 NORTHLEG NORTH LEFT 4 5 NORTHLEG BOUND THRU 103 106 RATIO 6.3% BOUND THRU 64 66 RATIO 8.9% RIGHT 919 947 ADT 3,500 RIGHT 300 321 ADT 3,500 SOUTH LEFT 29 30 SOUTH LEG SOUTH LEFT 35 36 SOUTH LEG BOUND THRU 26 27 RATIO 14.0% BOUND THRU 99 105 RATIO 9.4% RIGHT 9 9 ADT 9,200 RIGHT 41 44 ADT 9,200 EAST LEFT 26 27 EAST LEG EAST LEFT 20 21 EAST LEG BOUND THRU 318 332 RATIO 11.4% BOUND THRU 132 136 RATIO 8.5% RIGHT 3 3 ADT 15,100 RIGHT 4 5 ADT 15,100 WEST LEFT 183 192 WEST LEG WEST LEFT 344 361 WEST LEG BOUND THRU 188 200 RATIO 9.7% BOUND THRU 362 382 RATIO 9.9% RIGHT 19 20 ADT 6,000 RIGHT 40 41 ADT 6,000 DESERT CLUB DR (NS) / CALLE TAMPICO (EW) - N7 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 201S 81 55 203 2015 57 27 108 < v > < v > 96 ^ A 107 46 ^ ^ 22 131 > < 232 223 > < 385 2 v v 61 12 v v 114 < ^ > < A > 13 92 45 37 28 92 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 0 0 2009 0 0 v A v A 1801 < IN = 2127 < 1801 1026 < IN = 2675 < 1026 326 > OUT= 2127 > 326 1649 > OUT= 2675 > 1649 v A v ^ 0 0 0 0 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 0 0 Peak Period to Peak Hour: 0.29 0 0 v A v ^ 684 < IN = 808 < 684 298 < IN = 776 < 298 124 > OUT 808 > 124 478 > OUT 776 > 478 v A v ^ 0 0 0 0 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 0 0 2035 0 0 v ^ v ^ 1328 < IN = 1775 < 1328 1376 < IN = 3414 < 1376 447 > OUT 1775 > 447 2038 > OUT 3414 > 2038 v ^ v ^ 0 0 0 0 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 0 0 Peak Period to Peak Hour: 0.29 0 0 v A v ^ 505 < IN = 675 < 505 399 < IN = 990 < 399 170 > OUT 675 > 170 591 > OUT 990 > 591 v A v ^ 0 0 0 0 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 0 0 0 0 v v A -180 < < -180 102 < < 102 46 > > 46 113 > > 113 v v ^ 0 0 0 0 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 30 30 10 MINIMUM GROWTH % 20 10 v ^ v ^ 30 < IN = 120 < 40 100 < IN = 230 < 100 50 > OUT 110 > 50 110 > OUT 220 > 110 v ^ v A 0 0 0 0 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 20 20 20 YEARS 20 10 v v ^ 20 < < 30 80 < < 80 40 > > 40 80 > > 80 v v A 0 0 0 0 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 360 320 210 110 v ^ v ^ 350 < < 430 560 < < 600 270 > > 420 360 > > 500 v ^ v ^ 120 150 150 160 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 10 10 6 YEARS 0 0 v A v ^ 10 < < 10 20 < < 20 10 > > 10 30 > > 30 v A v A 0 0 0 0 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 350 310 2021 190 100 v A v A 340 < IN = 1150 < 410 500 < IN = 1200 < 540 240 > OUT= 1160 > 390 310 > OUT= 1200 > 450 v A v A 120 150 150 160 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 350 310 2021 190 100 v ^ v ^ 340 < IN = 1150 < 410 500 < IN = 1200 < 540 240 > OUT= 1160 > 390 310 > OUT= 1200 > 450 v A v A 120 150 150 160 DESERT CLUB DR (NS) / CALLE TAMPICO (EW) - #7 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 13 SOUTH LEG NORTH LEG NORTH LEFT 37 SOUTH LEG NORTH LEG BOUND THRU 92 IN ... 150 BOUND THRU 28 IN ... 160 RIGHT 45 OUT ... 120 RIGHT 92 OUT ... 150 SOUTH LEFT 203 NORTH LEG SOUTH LEG SOUTH LEFT 108 NORTH LEG SOUTH LEG BOUND THRU 55 IN ... 360 BOUND THRU 27 IN ... 210 RIGHT 81 OUT ... 320 RIGHT 57 OUT ... 110 EAST LEFT 96 WEST LEG EAST LEG EAST LEFT 46 WEST LEG EAST LEG BOUND THRU 131 IN ... 270 BOUND THRU 223 IN ... 360 RIGHT 2 OUT ... 350 RIGHT 12 OUT ... 560 WEST LEFT 61 EAST LEG WEST LEG WEST LEFT 114 EAST LEG WEST LEG BOUND THRU 232 IN ... 430 BOUND THRU 385 IN ... 600 RIGHT 107 OUT ... 420 RIGHT 22 OUT ... 500 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 13 14 NORTH LEG NORTH LEFT 37 41 NORTH LEG BOUND THRU 92 101 RATIO 20.7% BOUND THRU 28 31 RATIO 9.6% RIGHT 45 50 ADT 3,400 RIGHT 92 101 ADT 3,400 SOUTH LEFT 203 223 SOUTH LEG SOUTH LEFT 108 120 SOUTH LEG BOUND THRU 55 61 RATIO 10.9% BOUND THRU 27 30 RATIO 12.6% RIGHT 81 89 ADT 2,700 RIGHT 57 64 ADT 2,700 EAST LEFT 96 112 EAST LEG EAST LEFT 46 57 EAST LEG BOUND THRU 131 156 RATIO 4.4% BOUND THRU 223 287 RATIO 5.6% RIGHT 2 2 ADT 19,800 RIGHT 12 13 ADT 19,800 WEST LEFT 61 67 WEST LEG WEST LEFT 114 125 WEST LEG BOUND THRU 232 255 RATIO 6.1% BOUND THRU 385 458 RATIO 8.9% RIGHT 107 118 ADT 10,300 RIGHT 22 25 ADT 10,300 DESERT CLUB DR (NS) / CALLE TAMPICO (EW) - #7 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 13 SOUTH LEG NORTH LEG NORTH LEFT 37 SOUTH LEG NORTH LEG BOUND THRU 92 IN ... 150 BOUND THRU 28 IN ... 160 RIGHT 45 OUT ... 120 RIGHT 92 OUT ... 150 SOUTH LEFT 203 NORTH LEG SOUTH LEG SOUTH LEFT 108 NORTH LEG SOUTH LEG BOUND THRU 55 IN ... 350 BOUND THRU 27 IN ... 190 RIGHT 81 OUT ... 310 RIGHT 57 OUT ... 100 EAST LEFT 96 WEST LEG EAST LEG EAST LEFT 46 WEST LEG EAST LEG BOUND THRU 131 IN ... 240 BOUND THRU 223 IN ... 310 RIGHT 2 OUT ... 340 RIGHT 12 OUT ... 500 WEST LEFT 61 EAST LEG WEST LEG WEST LEFT 114 EAST LEG WEST LEG BOUND THRU 232 IN ... 410 BOUND THRU 385 IN ... 540 RIGHT 107 OUT ... 390 RIGHT 22 OUT ... 450 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 13 13 NORTH LEG NORTH LEFT 37 38 NORTH LEG BOUND THRU 92 95 RATIO 20.8% BOUND THRU 28 29 RATIO 9.4% RIGHT 45 46 ADT 3,200 RIGHT 92 95 ADT 3,200 SOUTH LEFT 203 210 SOUTH LEG SOUTH LEFT 108 111 SOUTH LEG BOUND THRU 55 57 RATIO 13.8% BOUND THRU 27 28 RATIO 16.0% RIGHT 81 86 ADT 2,000 RIGHT 57 59 ADT 2,000 EAST LEFT 96 104 EAST LEG EAST LEFT 46 50 EAST LEG BOUND THRU 131 136 RATIO 4.6% BOUND THRU 223 248 RATIO 5.7% RIGHT 2 2 ADT 17,500 RIGHT 12 12 ADT 17,500 WEST LEFT 61 63 WEST LEG WEST LEFT 114 117 WEST LEG BOUND THRU 232 240 RATIO 7.3% BOUND THRU 385 405 RATIO 10.2% RIGHT 107 112 ADT 8,000 RIGHT 22 23 ADT 8,000 DESERT CLUB DR (NS) / AVENUE 52 (EW) -#8 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 2015 38 10 15 2015 71 0 43 < v > < v > 68 A A 34 36 A A 50 1147 > < 351 431 > < 675 1 v v 15 0 v v 7 < A > < A > 1 10 0 0 3 2 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 0 0 2009 0 0 v ^ v A 643 < IN = 1476 < 643 1379 < IN = 2528 < 1379 833 > OUT 1476 > 833 1149 > OUT 2528 > 1149 v ^ v ^ 0 0 0 0 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 0 0 Peak Period to Peak Hour: 0.29 0 0 v A v A 244 < IN = 561 < 244 400 < IN = 733 < 400 317 > OUT 561 > 317 333 > OUT 733 > 333 v A v A 0 0 0 0 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 0 0 2035 0 0 v A v A 870 < IN = 1700 < 870 1603 < IN = 2905 < 1603 830 > OUT 1700 > 830 1302 > OUT 2905 > 1302 v A v A 0 0 0 0 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 0 0 Peak Period to Peak Hour: 0.29 0 0 v A v A 331 < IN = 646 < 331 465 < IN = 842 < 465 315 > OUT 646 > 315 378 > OUT 842 > 378 v A v A 0 0 0 0 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 0 0 0 0 v A v A 86 < < 86 65 < < 65 -1 > > -1 44 > > 44 v A v A 0 0 0 0 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 10 10 10 MINIMUM GROWTH % 10 10 v ^ v A 90 < IN = 220 < 90 70 < IN = 130 < 70 120 > OUT 220 > 120 50 > OUT 130 > 50 v ^ v A 0 0 0 0 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 10 10 20 YEARS 10 10 v ^ v A 70 < < 70 50 < < 50 90 > > 90 40 > > 40 v ^ v A 0 0 0 0 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 70 120 120 100 v ^ v A 460 < < 470 800 < < 780 1310 > > 1250 510 > > 520 v A v A 30 10 10 10 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 0 0 6 YEARS 0 0 v A v A 20 < < 20 20 < < 20 30 > > 30 10 > > 10 v A v A 0 0 0 0 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 60 110 2021 110 90 v A v A 410 < IN = 1740 < 420 770 < IN = 1350 < 750 1250 > OUT= 1740 > 1190 480 > OUT= 1360 > 490 v A v A 30 10 10 10 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 60 110 2021 110 90 v A v A 410 < IN = 1740 < 420 770 < IN = 1360 < 760 1250 > OUT= 1740 > 1190 480 > OUT= 1360 > 490 v A v A 30 10 10 10 DESERT CLUB DR (NS) / AVENUE 52 (EW) - #8 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 1 SOUTH LEG NORTH LEG NORTH LEFT 0 SOUTH LEG NORTH LEG BOUND THRU 10 IN ... 10 BOUND THRU 3 IN ... 10 RIGHT 0 OUT ... 30 RIGHT 2 OUT ... 10 SOUTH LEFT 15 NORTH LEG SOUTH LEG SOUTH LEFT 43 NORTH LEG SOUTH LEG BOUND THRU 10 IN ... 70 BOUND THRU 0 IN ... 120 RIGHT 38 OUT ... 120 RIGHT 71 OUT ... 100 EAST LEFT 68 WEST LEG EAST LEG EAST LEFT 36 WEST LEG EAST LEG BOUND THRU 1,147 IN ... 1,310 BOUND THRU 431 IN ... 510 RIGHT 1 OUT ... 460 RIGHT 0 OUT ... 800 WEST LEFT 15 EAST LEG WEST LEG WEST LEFT 7 EAST LEG WEST LEG BOUND THRU 351 IN ... 470 BOUND THRU 675 IN ... 780 RIGHT 34 OUT ... 1,250 RIGHT 50 OUT ... 520 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 1 1 NORTH LEG NORTH LEFT 0 0 NORTH LEG BOUND THRU 10 11 RATIO 7.2% BOUND THRU 3 6 RATIO 8.4% RIGHT 0 0 ADT 2,700 RIGHT 2 4 ADT 2,700 SOUTH LEFT 15 17 SOUTH LEG SOUTH LEFT 43 47 SOUTH LEG BOUND THRU 10 11 RATIO #DIV/0! BOUND THRU 0 0 RATIO #DIV/0! RIGHT 38 43 ADT 0 RIGHT 71 78 ADT 0 EAST LEFT 68 75 EAST LEG EAST LEFT 36 41 EAST LEG BOUND THRU 1,147 1,262 RATIO 9.7% BOUND THRU 431 474 RATIO 7.4% RIGHT 1 1 ADT 18,100 RIGHT 0 0 ADT 18,100 WEST LEFT 15 18 WEST LEG WEST LEFT 7 10 WEST LEG BOUND THRU 351 416 RATIO 10.6% BOUND THRU 675 743 RATIO 7.9% RIGHT 34 38 ADT 16,900 RIGHT 50 55 ADT 16,900 DESERT CLUB DR (NS) / AVENUE 52 (EW) - #8 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 1 SOUTH LEG NORTH LEG NORTH LEFT 0 SOUTH LEG NORTH LEG BOUND THRU 10 IN ... 10 BOUND THRU 3 IN ... 10 RIGHT 0 OUT ... 30 RIGHT 2 OUT ... 10 SOUTH LEFT 15 NORTH LEG SOUTH LEG SOUTH LEFT 43 NORTH LEG SOUTH LEG BOUND THRU 10 IN ... 60 BOUND THRU 0 IN ... 110 RIGHT 38 OUT ... 110 RIGHT 71 OUT ... 90 EAST LEFT 68 WEST LEG EAST LEG EAST LEFT 36 WEST LEG EAST LEG BOUND THRU 1,147 IN ... 1,250 BOUND THRU 431 IN ... 480 RIGHT 1 OUT ... 410 RIGHT 0 OUT ... 770 WEST LEFT 15 EAST LEG WEST LEG WEST LEFT 7 EAST LEG WEST LEG BOUND THRU 351 IN ... 420 BOUND THRU 675 IN ... 760 RIGHT 34 OUT ... 1,190 RIGHT 50 OUT ... 490 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 1 1 NORTH LEG NORTH LEFT 0 0 NORTH LEG BOUND THRU 10 10 RATIO 9.0% BOUND THRU 3 6 RATIO 10.6% RIGHT 0 0 ADT 2,000 RIGHT 2 4 ADT 2,000 SOUTH LEFT 15 15 SOUTH LEG SOUTH LEFT 43 44 SOUTH LEG BOUND THRU 10 11 RATIO #DIV/0! BOUND THRU 0 0 RATIO #DIV/0! RIGHT 38 39 ADT 0 RIGHT 71 73 ADT 0 EAST LEFT 68 70 EAST LEG EAST LEFT 36 37 EAST LEG BOUND THRU 1,147 1,181 RATIO 10.1% BOUND THRU 431 445 RATIO 7.8% RIGHT 1 1 ADT 16,100 RIGHT 0 0 ADT 16,100 WEST LEFT 15 18 WEST LEG WEST LEFT 7 10 WEST LEG BOUND THRU 351 373 RATIO 11.0% BOUND THRU 675 701 RATIO 8.3% RIGHT 34 35 ADT 15,100 RIGHT 50 52 ADT 15,100 WASHINGTON ST (NS) / EISENHOWER DR (EW) - #9 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 2015 0 702 53 2015 0 1210 142 < v > < v > 0 ^ A 277 0 ^ ^ 205 0 > < 0 0 > < 0 0 v v 451 0 v v 530 < ^ > < ^ > 0 1682 573 0 1194 451 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 3208 1682 2009 4696 4097 v A v A 0 < IN = 6563 < 1032 0 < IN = 11711 < 1437 0 > OUT = 6384 > 564 0 > OUT = 11502 > 1489 v A v A 4138 2323 5916 5578 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 1219 639 Peak Period to Peak Hour: 0.29 1362 1188 v A v A 0 < IN = 2494 < 392 0 < IN = 3396 < 417 0 > OUT 2426 > 214 0 > OUT 3336 > 432 v A v A 1572 883 1716 1618 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 5720 5102 2035 8915 9138 v A v A 0 < IN = 12914 < 1159 0 < IN = 22684 < 2285 0 > OUT = 12709 > 883 0 > OUT = 22410 > 2407 v A v A 6724 6035 10865 11484 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 2174 1939 Peak Period to Peak Hour: 0.29 2585 2650 v A v A 0 < IN = 4907 < 440 0 < IN = 6578 < 663 0 > OUT = 4829 > 336 0 > OUT = 6499 > 698 v A v A 2555 2293 3151 3330 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 955 1300 1224 1462 v A v A 0 < < 48 0 < < 246 0 > > 121 0 > > 266 v A v A 983 1411 1435 1713 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 950 1300 10 MINIMUM GROWTH % 1220 1460 v A v A 0 < IN = 2430 < 70 0 < IN = 3180 < 250 0 > OUT = 2400 > 120 0 > OUT = 3170 > 270 v A v A 980 1410 1440 1710 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 730 1000 20 YEARS 940 1120 v A v A 0< < 50 0< < 190 0> > 90 0> > 210 v ^ v ^ 750 1080 1110 1320 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 1490 2960 2290 2520 v A v A 0 < < 780 0 < < 930 0 > > 720 0 > > 800 v A v A 1900 3340 2850 2970 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 220 300 6 YEARS 280 340 v A v A 0 < < 20 0 < < 60 0 > > 30 0 > > 60 v A v A 230 330 330 390 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 980 2260 2021 1630 1740 v A v A 0 < IN = 4320 < 750 0 < IN = 4470 < 800 0 > OUT = 4300 > 660 0 > OUT = 4460 > 650 v A v A 1380 2590 2070 2040 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 980 2270 2021 1630 1740 v A v A 0 < IN = 4320 < 750 0 < IN = 4470 < 800 0 > OUT = 4320 > 660 0 > OUT = 4460 > 650 v A v A 1390 2590 2070 2040 WASHINGTON ST (NS) / EISENHOWER DR (EW) - #9 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 0 SOUTH LEG NORTH LEG NORTH LEFT 0 SOUTH LEG NORTH LEG BOUND THRU 1,682 IN ... 3,340 BOUND THRU 1,194 IN ... 2,970 RIGHT 573 OUT ... 1,900 RIGHT 451 OUT ... 2,850 SOUTH LEFT 53 NORTH LEG SOUTH LEG SOUTH LEFT 142 NORTH LEG SOUTH LEG BOUND THRU 702 IN ... 1,490 BOUND THRU 1,210 IN ... 2,290 RIGHT 0 OUT ... 2,960 RIGHT 0 OUT ... 2,520 EAST LEFT 0 WEST LEG EAST LEG EAST LEFT 0 WEST LEG EAST LEG BOUND THRU 0 IN ... 0 BOUND THRU 0 IN ... 0 RIGHT 0 OUT ... 0 RIGHT 0 OUT ... 0 WEST LEFT 451 EAST LEG WEST LEG WEST LEFT 530 EAST LEG WEST LEG BOUND THRU 0 IN ... 780 BOUND THRU 0 IN... 930 RIGHT 277 OUT ... 720 RIGHT 205 OUT ... 800 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 0 0 NORTH LEG NORTH LEFT 0 0 NORTH LEG BOUND THRU 1,682 2,669 RATIO 8.2% BOUND THRU 1,194 2,294 RATIO 8.8% RIGHT 573 646 ADT 54,700 RIGHT 451 645 ADT 54,700 SOUTH LEFT 53 74 SOUTH LEG SOUTH LEFT 142 156 SOUTH LEG BOUND THRU 702 1,414 RATIO 9.0% BOUND THRU 1,210 2,145 RATIO 9.9% RIGHT 0 0 ADT 58,300 RIGHT 0 0 ADT 58,300 EAST LEFT 0 0 EAST LEG EAST LEFT 0 0 EAST LEG BOUND THRU 0 0 RATIO 8.3% BOUND THRU 0 0 RATIO 9.4% RIGHT 0 0 ADT 18,400 RIGHT 0 0 ADT 18,400 WEST LEFT 451 496 WEST LEG WEST LEFT 530 705 WEST LEG BOUND THRU 0 0 RATIO #DIV/0! BOUND THRU 0 0 RATIO #DIV/01 RIGHT 277 305 ADT 0 RIGHT 205 226 ADT 0 WASHINGTON ST (NS) / EISENHOWER DR (EW) - #9 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 0 SOUTH LEG NORTH LEG NORTH LEFT 0 SOUTH LEG NORTH LEG BOUND THRU 1,682 IN ... 2,590 BOUND THRU 1,194 IN ... 2,040 RIGHT 573 OUT ... 1,390 RIGHT 451 OUT ... 2,070 SOUTH LEFT 53 NORTH LEG SOUTH LEG SOUTH LEFT 142 NORTH LEG SOUTH LEG BOUND THRU 702 IN ... 980 BOUND THRU 1,210 IN ... 1,630 RIGHT 0 OUT ... 2,270 RIGHT 0 OUT ... 1,740 EAST LEFT 0 WEST LEG EAST LEG EAST LEFT 0 WEST LEG EAST LEG BOUND THRU 0 IN ... 0 BOUND THRU 0 IN ... 0 RIGHT 0 OUT ... 0 RIGHT 0 OUT ... 0 WEST LEFT 451 EAST LEG WEST LEG WEST LEFT 530 EAST LEG WEST LEG BOUND THRU 0 IN ... 750 BOUND THRU 0 IN... 800 RIGHT 277 OUT ... 660 RIGHT 205 OUT ... 650 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 0 0 NORTH LEG NORTH LEFT 0 0 NORTH LEG BOUND THRU 1,682 1,988 RATIO 7.8% BOUND THRU 1,194 1,526 RATIO 8.1% RIGHT 573 600 ADT 41,600 RIGHT 451 506 ADT 41,600 SOUTH LEFT 53 60 SOUTH LEG SOUTH LEFT 142 146 SOUTH LEG BOUND THRU 702 921 RATIO 8.5% BOUND THRU 1,210 1,485 RATIO 8.7% RIGHT 0 0 ADT 46,900 RIGHT 0 0 ADT 46,900 EAST LEFT 0 0 EAST LEG EAST LEFT 0 0 EAST LEG BOUND THRU 0 0 RATIO 8.6% BOUND THRU 0 0 RATIO 8.8% RIGHT 0 0 ADT 16,500 RIGHT 0 0 ADT 16,500 WEST LEFT 451 469 WEST LEG WEST LEFT 530 585 WEST LEG BOUND THRU 0 0 RATIO #DIV/0! BOUND THRU 0 0 RATIO #DIV/01 RIGHT 277 285 ADT 0 RIGHT 205 214 ADT 0 WASHINGTON ST (NS) / EISENHOWER DR (EW) - #10 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 2015 307 785 24 2015 507 1137 37 < v > < v > 703 ^ A 14 519 ^ A 45 4 > < 2 1 > < 7 8 v v 3 10 v v 3 < ^ > < ^ > 10 1463 8 13 1023 12 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 4138 2323 2009 5916 5578 v ^ v ^ 652 < IN = 6537 < 0 798 < IN = 11655 < 0 353 > OUT 6540 > 0 1318 > OUT 11646 > 0 v ^ v ^ 3565 2046 5270 4421 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 1572 883 Peak Period to Peak Hour: 0.29 1716 1618 v A v A 248 < IN = 2484 < 0 231 < IN = 3380 < 0 134 > OUT 2485 > 0 382 > OUT 3377 > 0 v ^ v ^ 1355 777 1528 1282 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 6724 6035 2035 10865 11484 v ^ v ^ 2180 < IN = 12858 < 0 3110 < IN = 22543 < 0 1254 > OUT 12863 > 0 2886 > OUT 22531 > 0 v ^ v ^ 4648 4880 7937 8792 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 2555 2293 Peak Period to Peak Hour: 0.29 3151 3330 v A v A 828 < IN = 4886 < 0 902 < IN = 6537 < 0 477 > OUT 4888 > 0 837 > OUT 6534 > 0 v ^ v ^ 1766 1854 2302 2550 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 983 1411 1435 1713 v ^ v ^ 581 < < 0 670 < < 0 342 > > 0 455 > > 0 v ^ v ^ 412 1077 773 1268 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 980 1410 10 MINIMUM GROWTH % 1440 1710 v ^ v ^ 580 < IN = 2400 < 0 670 < IN = 3170 < 10 340 > OUT 2400 > 0 450 > OUT 3160 > 10 v ^ v ^ 410 1080 770 1270 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 750 1080 20 YEARS 1110 1320 v ^ v ^ 450 < < 0 520 < < 10 260 > > 0 350 > > 10 v ^ v ^ 320 830 590 980 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 1870 3260 2790 2910 v ^ v ^ 770 < < 20 1050 < < 70 980 > > 40 880 > > 60 v ^ v ^ 1120 2310 1740 2030 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 230 330 6 YEARS 330 390 v ^ v ^ 130 < < 0 150 < < 0 80 > > 0 100 > > 0 v ^ v ^ 90 250 180 290 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 1350 2510 2021 2010 1980 v ^ v ^ 450 < IN = 3900 < 20 680 < IN = 4040 < 60 800 > OUT 3890 > 40 630 > OUT= 4040 > 50 v ^ v ^ 890 1730 1330 1340 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 1350 2520 2021 2010 1980 v ^ v ^ 450 < IN = 3900 < 20 680 < IN = 4040 < 60 800 > OUT 3900 > 40 630 > OUT= 4040 > 50 v ^ v ^ 890 1730 1330 1340 WASHINGTON ST (NS) / EISENHOWER DR (EW) - #10 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 10 SOUTH LEG NORTHLEG NORTH LEFT 13 SOUTH LEG NORTHLEG BOUND THRU 1,463 IN ... 2,310 BOUND THRU 1,023 IN ... 2,030 RIGHT 8 OUT ... 1,120 RIGHT 12 OUT ... 1,740 SOUTH LEFT 24 NORTHLEG SOUTH LEG SOUTH LEFT 37 NORTHLEG SOUTH LEG BOUND THRU 785 IN ... 1,870 BOUND THRU 1,137 IN ... 2,790 RIGHT 307 OUT ... 3,260 RIGHT 507 OUT ... 2,910 EAST LEFT 703 WEST LEG EAST LEG EAST LEFT 519 WEST LEG EAST LEG BOUND THRU 4 IN ... 980 BOUND THRU 1 IN ... 880 RIGHT 8 OUT ... 770 RIGHT 10 OUT ... 1,050 WEST LEFT 3 EAST LEG WEST LEG WEST LEFT 3 EAST LEG WEST LEG BOUND THRU 2 IN ... 20 BOUND THRU 7 IN ... 70 RIGHT 14 OUT ... 40 RIGHT 45 OUT ... 60 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 10 23 NORTHLEG NORTH LEFT 13 29 NORTHLEG BOUND THRU 1,463 2,279 RATIO 8.8% BOUND THRU 1,023 1,988 RATIO 9.8% RIGHT 8 9 ADT 58,300 RIGHT 12 16 ADT 58,300 SOUTH LEFT 24 27 SOUTH LEG SOUTH LEFT 37 43 SOUTH LEG BOUND THRU 785 1,108 RATIO 8.3% BOUND THRU 1,137 1,722 RATIO 9.1% RIGHT 307 744 ADT 41,400 RIGHT 507 1,011 ADT 41,400 EAST LEFT 703 967 EAST LEG EAST LEFT 519 865 EAST LEG BOUND THRU 4 4 RATIO 4.7% BOUND THRU 1 1 RATIO 10.0% RIGHT 8 10 ADT 1,300 RIGHT 10 15 ADT 1,300 WEST LEFT 3 3 WEST LEG WEST LEFT 3 3 WEST LEG BOUND THRU 2 3 RATIO 7.7% BOUND THRU 7 10 RATIO 8.5% RIGHT 14 15 ADT 22,800 RIGHT 45 57 ADT 22,800 WASHINGTON ST (NS) / EISENHOWER DR (EW) - #10 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 10 SOUTH LEG NORTHLEG NORTH LEFT 13 SOUTH LEG NORTHLEG BOUND THRU 1,463 IN ... 1,730 BOUND THRU 1,023 IN ... 1,340 RIGHT 8 OUT ... 890 RIGHT 12 OUT ... 1,330 SOUTH LEFT 24 NORTHLEG SOUTH LEG SOUTH LEFT 37 NORTHLEG SOUTH LEG BOUND THRU 785 IN ... 1,350 BOUND THRU 1,137 IN ... 2,010 RIGHT 307 OUT ... 2,520 RIGHT 507 OUT ... 1,980 EAST LEFT 703 WEST LEG EAST LEG EAST LEFT 519 WEST LEG EAST LEG BOUND THRU 4 IN ... 800 BOUND THRU 1 IN ... 630 RIGHT 8 OUT ... 450 RIGHT 10 OUT ... 680 WEST LEFT 3 EAST LEG WEST LEG WEST LEFT 3 EAST LEG WEST LEG BOUND THRU 2 IN ... 20 BOUND THRU 7 IN ... 60 RIGHT 14 OUT ... 40 RIGHT 45 OUT ... 50 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 10 13 NORTHLEG NORTH LEFT 13 18 NORTHLEG BOUND THRU 1,463 1,714 RATIO 8.2% BOUND THRU 1,023 1,312 RATIO 8.5% RIGHT 8 8 ADT 46,900 RIGHT 12 12 ADT 46,900 SOUTH LEFT 24 28 SOUTH LEG SOUTH LEFT 37 38 SOUTH LEG BOUND THRU 785 879 RATIO 8.4% BOUND THRU 1,137 1,316 RATIO 8.6% RIGHT 307 435 ADT 31,100 RIGHT 507 654 ADT 31,100 EAST LEFT 703 791 EAST LEG EAST LEFT 519 619 EAST LEG BOUND THRU 4 4 RATIO 5.0% BOUND THRU 1 1 RATIO 9.3% RIGHT 8 8 ADT 1,200 RIGHT 10 11 ADT 1,200 WEST LEFT 3 3 WEST LEG WEST LEFT 3 3 WEST LEG BOUND THRU 2 2 RATIO 7.1% BOUND THRU 7 8 RATIO 7.4% RIGHT 14 15 ADT 17,600 RIGHT 45 49 ADT 17,600 WASHINGTON ST (NS) / AVENUE 50 (EW) - #11 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 2015 48 633 125 2015 83 902 204 < v > < v > 41 ^ ^ 339 44 ^ ^ 218 116 > < 132 95 > < 85 15 v v 91 15 v v 114 < ^ > < ^ > 18 1021 79 6 784 72 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 3548 2017 2009 5215 4358 v ^ v ^ 1805 < IN = 7565 < 1409 2323 < IN = 13348 < 1512 960 > OUT= 7563 > 724 2406 > OUT= 13348 > 2492 v ^ v ^ 3017 1648 4175 4215 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 1348 766 Peak Period to Peak Hour: 0.29 1512 1264 v ^ v ^ 686 < IN = 2875 < 535 674 < IN = 3871 < 438 365 > OUT 2874 > 275 698 > OUT 3871 > 723 v ^ v ^ 1146 626 1211 1222 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 4615 4838 2035 7858 8720 v ^ v ^ 1138 < IN = 11140 < 2173 1401 < IN = 19788 < 3397 688 > OUT 11142 > 996 1482 > OUT 19789 > 3438 v ^ v ^ 4170 3664 6230 7051 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 1754 1838 Peak Period to Peak Hour: 0.29 2279 2529 v ^ v ^ 432 < IN = 4233 < 826 406 < IN = 5739 < 985 261 > OUT 4234 > 378 430 > OUT 5739 > 997 v ^ v ^ 1585 1392 1807 2045 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 405 1072 766 1265 v ^ v ^ -253 < < 290 -267 < < 547 -103 > > 103 -268 > > 274 v ^ v ^ 438 766 596 822 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 410 1070 10 MINIMUM GROWTH % 770 1260 v ^ v ^ 20 < IN = 1490 < 290 20 < IN = 2160 < 550 20 > OUT 1630 > 100 20 > OUT 2150 > 270 v ^ v ^ 440 770 600 820 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 320 820 20 YEARS 590 970 v v ^ 20 < < 220 20 < < 420 20 > > 80 20 > > 210 v ^ v ^ 340 590 460 630 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 1130 2220 1780 2020 v ^ v ^ 220 < < 780 190 < < 840 190 > > 400 170 > > 580 v ^ v ^ 1080 1710 1490 1490 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 90 250 6 YEARS 180 290 v ^ v ^ 0 < < 70 0 < < 130 0 > > 20 0 > > 60 v ^ v ^ 100 180 140 190 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 900 1650 2021 1370 1340 v ^ v ^ 200 < IN = 3000 < 630 170 < IN = 3120 < 550 170 > OUT= 3030 > 340 150 > OUT= 3110 > 430 v ^ v ^ 840 1300 1170 1050 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 910 1650 2021 1370 1340 v ^ v ^ 200 < IN = 3030 < 640 170 < IN = 3120 < 550 170 > OUT= 3030 > 340 150 > OUT= 3110 > 430 v ^ v ^ 840 1310 1170 1050 WASHINGTON ST (NS) / AVENUE 50 (EW) - #11 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 18 SOUTH LEG NORTH LEG NORTH LEFT 6 SOUTH LEG NORTH LEG BOUND THRU 1,021 IN ... 1,710 BOUND THRU 784 IN ... 1,490 RIGHT 79 OUT ... 1,080 RIGHT 72 OUT ... 1,490 SOUTH LEFT 125 NORTH LEG SOUTH LEG SOUTH LEFT 204 NORTH LEG SOUTH LEG BOUND THRU 633 IN ... 1,130 BOUND THRU 902 IN ... 1,780 RIGHT 48 OUT ... 2,220 RIGHT 83 OUT ... 2,020 EAST LEFT 41 WEST LEG EAST LEG EAST LEFT 44 WEST LEG EAST LEG BOUND THRU 116 IN ... 190 BOUND THRU 95 IN ... 170 RIGHT 15 OUT ... 220 RIGHT 15 OUT ... 190 WEST LEFT 91 EAST LEG WEST LEG WEST LEFT 114 EAST LEG WEST LEG BOUND THRU 132 IN ... 780 BOUND THRU 85 IN ... 840 RIGHT 339 OUT ... 400 RIGHT 218 OUT ... 580 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 18 20 NORTH LEG NORTH LEFT 6 7 NORTH LEG BOUND THRU 1,021 1,637 RATIO 8.2% BOUND THRU 784 1,397 RATIO 9.1% RIGHT 79 105 ADT 41,400 RIGHT 72 101 ADT 41,400 SOUTH LEFT 125 170 SOUTH LEG SOUTH LEFT 204 379 SOUTH LEG BOUND THRU 633 934 RATIO 7.9% BOUND THRU 902 1,298 RATIO 8.3% RIGHT 48 55 ADT 36,200 RIGHT 83 91 ADT 36,200 EAST LEFT 41 53 EAST LEG EAST LEFT 44 58 EAST LEG BOUND THRU 116 128 RATIO 6.8% BOUND THRU 95 105 RATIO 8.0% RIGHT 15 18 ADT 17,800 RIGHT 15 17 ADT 17,800 WEST LEFT 91 128 WEST LEG WEST LEFT 114 180 WEST LEG BOUND THRU 132 145 RATIO 9.3% BOUND THRU 85 98 RATIO 8.4% RIGHT 339 530 ADT 4,500 RIGHT 218 565 ADT 4,500 WASHINGTON ST (NS) / AVENUE 50 (EW) - #11 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 18 SOUTH LEG NORTH LEG NORTH LEFT 6 SOUTH LEG NORTH LEG BOUND THRU 1,021 IN ... 1,310 BOUND THRU 784 IN ... 1,050 RIGHT 79 OUT ... 840 RIGHT 72 OUT ... 1,170 SOUTH LEFT 125 NORTH LEG SOUTH LEG SOUTH LEFT 204 NORTH LEG SOUTH LEG BOUND THRU 633 IN ... 910 BOUND THRU 902 IN ... 1,370 RIGHT 48 OUT ... 1,650 RIGHT 83 OUT ... 1,340 EAST LEFT 41 WEST LEG EAST LEG EAST LEFT 44 WEST LEG EAST LEG BOUND THRU 116 IN ... 170 BOUND THRU 95 IN ... 150 RIGHT 15 OUT ... 200 RIGHT 15 OUT ... 170 WEST LEFT 91 EAST LEG WEST LEG WEST LEFT 114 EAST LEG WEST LEG BOUND THRU 132 IN ... 640 BOUND THRU 85 IN ... 550 RIGHT 339 OUT ... 340 RIGHT 218 OUT ... 430 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 18 19 NORTH LEG NORTH LEFT 6 6 NORTH LEG BOUND THRU 1,021 1,205 RATIO 8.2% BOUND THRU 784 966 RATIO 8.7% RIGHT 79 88 ADT 31,100 RIGHT 72 80 ADT 31,100 SOUTH LEFT 125 139 SOUTH LEG SOUTH LEFT 204 260 SOUTH LEG BOUND THRU 633 721 RATIO 8.0% BOUND THRU 902 1,021 RATIO 8.3% RIGHT 48 49 ADT 26,800 RIGHT 83 85 ADT 26,800 EAST LEFT 41 42 EAST LEG EAST LEFT 44 47 EAST LEG BOUND THRU 116 119 RATIO 8.2% BOUND THRU 95 98 RATIO 8.2% RIGHT 15 15 ADT 12,000 RIGHT 15 15 ADT 12,000 WEST LEFT 91 104 WEST LEG WEST LEFT 114 136 WEST LEG BOUND THRU 132 136 RATIO 12.7% BOUND THRU 85 88 RATIO 11.3% RIGHT 339 403 ADT 3,000 RIGHT 218 327 ADT 3,000 WASHINGTON ST (NS) / CALLE TAMPICO (EW) -#12 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 2015 211 429 24 2015 322 532 35 < v > < v > 195 ^ ^ 59 309 ^ ^ 43 70 > < 73 110 > < 59 12 v v 41 46 v v 29 < ^ > < ^ > 29 751 129 39 393 46 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 2589 1697 2009 3977 3771 v ^ v ^ 2011 < IN = 4880 < 0 1203 < IN = 8454 < 0 384 > OUT= 5011 > 0 1900 > OUT= 8423 > 0 v ^ v ^ 1303 1907 3449 2577 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 984 645 Peak Period to Peak Hour: 0.29 1153 1094 v ^ v ^ 764 < IN = 1854 < 0 349 < IN = 2452 < 0 146 > OUT 1904 > 0 551 > OUT 2443 > 0 v ^ v ^ 495 725 1000 747 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 3836 3626 2035 6095 6824 v ^ v ^ 1532 < IN = 7916 < 0 1582 < IN = 14137 < 0 515 > OUT 8011 > 0 2089 > OUT 14127 > 0 v ^ v ^ 2853 3565 5721 5953 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 1458 1378 Peak Period to Peak Hour: 0.29 1768 1979 v ^ v ^ 582 < IN = 3008 < 0 459 < IN = 4100 < 0 196 > OUT 3044 > 0 606 > OUT 4097 > 0 v ^ v ^ 1084 1355 1659 1726 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 474 733 614 885 v ^ v ^ -182 < < 0 110 < < 0 50 > > 0 55 > > 0 v ^ v ^ 589 630 659 979 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 470 730 10 MINIMUM GROWTH % 610 890 v ^ v ^ 30 < IN = 1170 < 20 110 < IN = 1650 < 10 50 > OUT 1370 > 20 50 > OUT 1680 > 20 v ^ v ^ 590 630 660 980 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 360 560 20 YEARS 470 680 v ^ v ^ 20 < < 20 80 < < 10 40 > > 20 40 > > 20 v ^ v ^ 450 480 510 750 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 1020 1570 1360 1430 v ^ v ^ 330 < < 190 500 < < 140 320 > > 240 510 > > 210 v ^ v ^ 930 1390 1120 1230 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 110 170 6 YEARS 140 210 v ^ v ^ 10 < < 0 30 < < 0 10 > > 0 10 > > 0 v ^ v ^ 140 150 150 230 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 770 1180 2021 1030 960 v ^ v ^ 320 < IN = 2290 < 170 450 < IN = 2350 < 130 290 > OUT= 2340 > 220 480 > OUT= 2360 > 190 v ^ v ^ 620 1060 760 710 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 790 1180 2021 1030 960 v ^ v ^ 320 < IN = 2340 < 170 450 < IN = 2350 < 130 300 > OUT= 2340 > 220 480 > OUT= 2360 > 190 v ^ v ^ 620 1080 760 710 WASHINGTON ST (NS) / CALLE TAMPICO (EW) - #12 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 29 SOUTH LEG NORTHLEG NORTH LEFT 39 SOUTH LEG NORTHLEG BOUND THRU 751 IN ... 1,390 BOUND THRU 393 IN ... 1,230 RIGHT 129 OUT ... 930 RIGHT 46 OUT ... 1,120 SOUTH LEFT 24 NORTHLEG SOUTH LEG SOUTH LEFT 35 NORTHLEG SOUTH LEG BOUND THRU 429 IN ... 1,020 BOUND THRU 532 IN ... 1,360 RIGHT 211 OUT ... 1,570 RIGHT 322 OUT ... 1,430 EAST LEFT 195 WEST LEG EAST LEG EAST LEFT 309 WEST LEG EAST LEG BOUND THRU 70 IN ... 320 BOUND THRU 110 IN ... 510 RIGHT 12 OUT ... 330 RIGHT 46 OUT ... 500 WEST LEFT 41 EAST LEG WEST LEG WEST LEFT 29 EAST LEG WEST LEG BOUND THRU 73 IN ... 190 BOUND THRU 59 IN ... 140 RIGHT 59 OUT ... 240 RIGHT 43 OUT ... 210 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 29 39 NORTHLEG NORTH LEFT 39 94 NORTHLEG BOUND THRU 751 1,256 RATIO 7.4% BOUND THRU 393 1,045 RATIO 7.8% RIGHT 129 154 ADT 36,200 RIGHT 46 90 ADT 36,200 SOUTH LEFT 24 26 SOUTH LEG SOUTH LEFT 35 39 SOUTH LEG BOUND THRU 429 839 RATIO 8.7% BOUND THRU 532 996 RATIO 8.6% RIGHT 211 232 ADT 27,400 RIGHT 322 354 ADT 27,400 EAST LEFT 195 248 EAST LEG EAST LEFT 309 342 EAST LEG BOUND THRU 70 77 RATIO 15.2% BOUND THRU 110 121 RATIO 13.1% RIGHT 12 23 ADT 3,100 RIGHT 46 79 ADT 3,100 WEST LEFT 41 68 WEST LEG WEST LEFT 29 45 WEST LEG BOUND THRU 73 80 RATIO 3.8% BOUND THRU 59 65 RATIO 5.8% RIGHT 59 66 ADT 18,300 RIGHT 43 47 ADT 18,300 WASHINGTON ST (NS) / CALLE TAMPICO (EW) - #12 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 29 SOUTH LEG NORTHLEG NORTH LEFT 39 SOUTH LEG NORTHLEG BOUND THRU 751 IN ... 1,080 BOUND THRU 393 IN ... 710 RIGHT 129 OUT ... 620 RIGHT 46 OUT ... 760 SOUTH LEFT 24 NORTHLEG SOUTH LEG SOUTH LEFT 35 NORTHLEG SOUTH LEG BOUND THRU 429 IN ... 790 BOUND THRU 532 IN ... 1,030 RIGHT 211 OUT ... 1,180 RIGHT 322 OUT ... 960 EAST LEFT 195 WEST LEG EAST LEG EAST LEFT 309 WEST LEG EAST LEG BOUND THRU 70 IN ... 300 BOUND THRU 110 IN ... 480 RIGHT 12 OUT ... 320 RIGHT 46 OUT ... 450 WEST LEFT 41 EAST LEG WEST LEG WEST LEFT 29 EAST LEG WEST LEG BOUND THRU 73 IN ... 170 BOUND THRU 59 IN ... 130 RIGHT 59 OUT ... 220 RIGHT 43 OUT ... 190 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 29 35 NORTHLEG NORTH LEFT 39 58 NORTHLEG BOUND THRU 751 908 RATIO 7.4% BOUND THRU 393 594 RATIO 7.4% RIGHT 129 133 ADT 26,900 RIGHT 46 59 ADT 26,900 SOUTH LEFT 24 25 SOUTH LEG SOUTH LEFT 35 36 SOUTH LEG BOUND THRU 429 556 RATIO 9.2% BOUND THRU 532 669 RATIO 8.0% RIGHT 211 218 ADT 18,400 RIGHT 322 336 ADT 18,400 EAST LEFT 195 216 EAST LEG EAST LEFT 309 325 EAST LEG BOUND THRU 70 72 RATIO 14.3% BOUND THRU 110 113 RATIO 11.9% RIGHT 12 16 ADT 2,900 RIGHT 46 57 ADT 2,900 WEST LEFT 41 48 WEST LEG WEST LEFT 29 33 WEST LEG BOUND THRU 73 75 RATIO 3.7% BOUND THRU 59 61 RATIO 5.6% RIGHT 59 61 ADT 17,100 RIGHT 43 44 ADT 17,100 WASHINGTON ST (NS) / AV ENIDA LA FONDA (EW) - #13 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 2015 62 418 2 2015 44 602 12 < v > < v > 39 ^ A 0 72 A ^ 0 0 > < 0 0 > < 0 14 v v 0 39 v v 0 < A > < ^ > 54 868 0 15 394 0 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 1289 1955 2009 3404 2606 v A v A 0 < IN = 3244 < 0 0 < IN = 6010 < 0 0> OUT 3244> 0 0> OUT 6010> 0 v A v A 1289 1955 3404 2606 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 490 743 Peak Period to Peak Hour: 0.29 987 756 v A v A 0 < IN = 1233 < 0 0 < IN = 1743 < 0 0 > OUT = 1233 > 0 0 > OUT = 1743 > 0 v A v A 490 743 987 756 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 2828 3604 2035 5657 5822 v A v A 0 < IN = 6432 < 0 0 < IN = 11479 < 0 0 > OUT = 6432 > 0 0 > OUT = 11479 > 0 v A v A 2828 3604 5657 5822 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 1075 1370 Peak Period to Peak Hour: 0.29 1641 1688 v A v A 0 < IN = 2444 < 0 0 < IN = 3329 < 0 0 > OUT = 2444 > 0 0 > OUT = 3329 > 0 v A v A 1075 1370 1641 1688 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 585 627 653 933 v A v A 0< < 0 0< < 0 0> > 0 0> > 0 v A v A 585 627 653 933 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 580 630 10 MINIMUM GROWTH % 650 930 v A v A 10 < IN = 1220 < 0 10 < IN = 1590 < 0 10 > OUT 1220 > 0 10 > OUT 1590 > 0 v A v A 580 630 650 930 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 450 480 20 YEARS 500 720 v A v A 10 < < 0 10 < < 0 10 > > 0 10 > > 0 v A v A 450 480 500 720 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 930 1390 1160 1190 v A v A 130 < < 0 70 < < 0 60 > > 0 120 > > 10 v A v A 880 1400 1140 1130 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 130 150 6 YEARS 150 210 v A v A 0< < 0 0< < 0 0> > 0 0> > 0 v A v A 130 150 150 210 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 610 1060 2021 810 680 v A v A 120 < IN = 1730 < 0 60 < IN = 1540 < 0 50 > OUT 1740 > 0 110 > OUT 1540 > 10 v ^ v A 560 1070 790 620 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 610 1060 2021 810 680 v A v A 120 < IN = 1740 < 0 60 < IN = 1540 < 0 50 > OUT 1740 > 0 110 > OUT 1540 > 10 v A v A 560 1080 790 620 WASHINGTON ST (NS) / AVENIDA LA FONDA (EW) -#13 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 54 SOUTH LEG NORTHLEG NORTH LEFT 15 SOUTH LEG NORTHLEG BOUND THRU 868 IN ... 1,400 BOUND THRU 394 IN ... 1,130 RIGHT 0 OUT ... 880 RIGHT 0 OUT ... 1,140 SOUTH LEFT 2 NORTHLEG SOUTHLEG SOUTH LEFT 12 NORTHLEG SOUTH LEG BOUND THRU 418 IN ... 930 BOUND THRU 602 IN ... 1,160 RIGHT 62 OUT ... 1,390 RIGHT 44 OUT ... 1,190 EAST LEFT 39 WEST LEG EAST LEG EAST LEFT 72 WEST LEG EAST LEG BOUND THRU 0 IN ... 60 BOUND THRU 0 IN ... 120 RIGHT 14 OUT ... 130 RIGHT 39 OUT ... 70 WEST LEFT 0 EAST LEG WEST LEG WEST LEFT 0 EAST LEG WEST LEG BOUND THRU 0 IN ... 0 BOUND THRU 0 IN ... 0 RIGHT 0 OUT ... 0 RIGHT 0 OUT ... 10 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 54 59 NORTHLEG NORTH LEFT 15 23 NORTHLEG BOUND THRU 868 1,347 RATIO 8.6% BOUND THRU 394 1,111 RATIO 8.7% RIGHT 0 0 ADT 27,100 RIGHT 0 0 ADT 27,100 SOUTH LEFT 2 2 SOUTHLEG SOUTH LEFT 12 13 SOUTH LEG BOUND THRU 418 863 RATIO 9.1% BOUND THRU 602 1,099 RATIO 9.1% RIGHT 62 75 ADT 25,000 RIGHT 44 48 ADT 25,000 EAST LEFT 39 43 EAST LEG EAST LEFT 72 79 EAST LEG BOUND THRU 0 0 RATIO #DIV/0! BOUND THRU 0 0 RATIO #DIV/0! RIGHT 14 17 ADT 0 RIGHT 39 43 ADT 0 WEST LEFT 0 0 WEST LEG WEST LEFT 0 0 WEST LEG BOUND THRU 0 0 RATIO 12.9% BOUND THRU 0 0 RATIO 12.9% RIGHT 0 0 ADT 1,500 RIGHT 0 0 ADT 1,500 WASHINGTON ST (NS) / AVENIDA LA FONDA (EW) -#13 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 54 SOUTH LEG NORTHLEG NORTH LEFT 15 SOUTH LEG NORTHLEG BOUND THRU 868 IN ... 1,080 BOUND THRU 394 IN ... 620 RIGHT 0 OUT ... 560 RIGHT 0 OUT ... 790 SOUTH LEFT 2 NORTHLEG SOUTHLEG SOUTH LEFT 12 NORTHLEG SOUTH LEG BOUND THRU 418 IN ... 610 BOUND THRU 602 IN ... 810 RIGHT 62 OUT ... 1,060 RIGHT 44 OUT ... 680 EAST LEFT 39 WEST LEG EAST LEG EAST LEFT 72 WEST LEG EAST LEG BOUND THRU 0 IN ... 50 BOUND THRU 0 IN ... 110 RIGHT 14 OUT ... 120 RIGHT 39 OUT ... 60 WEST LEFT 0 EAST LEG WEST LEG WEST LEFT 0 EAST LEG WEST LEG BOUND THRU 0 IN ... 0 BOUND THRU 0 IN ... 0 RIGHT 0 OUT ... 0 RIGHT 0 OUT ... 10 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 54 56 NORTHLEG NORTH LEFT 15 17 NORTHLEG BOUND THRU 868 1,024 RATIO 9.2% BOUND THRU 394 606 RATIO 8.1% RIGHT 0 0 ADT 18,300 RIGHT 0 0 ADT 18,300 SOUTH LEFT 2 2 SOUTHLEG SOUTH LEFT 12 12 SOUTH LEG BOUND THRU 418 546 RATIO 10.1% BOUND THRU 602 753 RATIO 8.7% RIGHT 62 65 ADT 16,200 RIGHT 44 45 ADT 16,200 EAST LEFT 39 40 EAST LEG EAST LEFT 72 74 EAST LEG BOUND THRU 0 0 RATIO #DIV/0! BOUND THRU 0 0 RATIO #DIV/0! RIGHT 14 14 ADT 0 RIGHT 39 40 ADT 0 WEST LEFT 0 0 WEST LEG WEST LEFT 0 0 WEST LEG BOUND THRU 0 0 RATIO 12.5% BOUND THRU 0 0 RATIO 12.6% RIGHT 0 0 ADT 1,400 RIGHT 0 0 ADT 1,400 WASHINGTON ST (NS) / AVENUE 52 (EW) - 014 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 2015 240 8 184 2015 406 12 223 < v > < v > 730 ^ ^ 182 241 ^ A 153 384 > < 157 226 > < 320 1 v v 22 0 v v 13 < A > < ^ > 3 10 3 6 15 10 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 1289 1955 2009 3404 2606 v A v ^ 1039 < IN = 3653 < 1391 1854 < IN = 6771 < 1462 973 > OUT= 3653 > 659 1905 > OUT= 6736 > 2276 v A v A 0 0 0 0 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 490 743 Peak Period to Peak Hour: 0.29 987 756 v A v A 395 < IN = 1388 < 529 538 < IN = 1964 < 424 370 > OUT 1388 > 250 552 > OUT 1953 > 660 v A v A 0 0 0 0 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 2828 3604 2035 5657 5822 v ^ v ^ 1039 < IN = 7452 < 3464 1760 < IN = 13640 < 5868 876 > OUT 7452 > 2585 1655 > OUT 13640 > 5504 v v ^ 224 284 554 460 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 1075 1370 Peak Period to Peak Hour: 0.29 1641 1688 v A v ^ 395 < IN = 2832 < 1316 510 < IN = 3956 < 1702 333 > OUT 2832 > 982 480 > OUT 3956 > 1596 v ^ v ^ 85 108 161 133 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 585 627 653 933 v ^ v ^ 0 < < 788 -27 < < 1278 -37 > > 732 -73 > > 936 v ^ v ^ 85 108 161 133 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 580 630 10 MINIMUM GROWTH % 650 930 v ^ v ^ 40 < IN = 1590 < 790 70 < IN = 2110 < 1280 110 > OUT 1490 > 730 50 > OUT 2100 > 940 v ^ v ^ 90 110 160 130 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 450 480 20 YEARS 500 720 v v ^ 30 < < 610 50 < < 980 80 > > 560 40 > > 720 v v ^ 70 80 120 100 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 880 1400 1140 1130 v ^ v A 430 < < 970 780 < < 1470 1200 > > 1130 510 > > 1180 v ^ v A 100 100 150 130 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 130 150 6 YEARS 150 210 v A v A 10 < < 180 20 < < 300 30 > > 170 10 > > 220 v A v A 20 30 40 30 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 560 1070 2021 790 620 v A v A 410 < IN = 2300 < 540 750 < IN = 2120 < 790 1150 > OUT= 2270 > 740 480 > OUT= 2120 > 680 v A v A 50 50 70 60 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 560 1080 2021 790 620 v A v A 420 < IN = 2300 < 540 750 < IN = 2120 < 790 1150 > OUT= 2300 > 750 480 > OUT= 2120 > 680 v A v A 50 50 70 60 WASHINGTON ST (NS) / AVENUE 52 (EW) - #14 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 3 SOUTH LEG NORTH LEG NORTH LEFT 6 SOUTH LEG NORTH LEG BOUND THRU 10 IN ... 100 BOUND THRU 15 IN ... 130 RIGHT 3 OUT ... 100 RIGHT 10 OUT ... 150 SOUTH LEFT 184 NORTH LEG SOUTH LEG SOUTH LEFT 223 NORTH LEG SOUTH LEG BOUND THRU 8 IN ... 880 BOUND THRU 12 IN ... 1,140 RIGHT 240 OUT ... 1,400 RIGHT 406 OUT ... 1,130 EAST LEFT 730 WEST LEG EAST LEG EAST LEFT 241 WEST LEG EAST LEG BOUND THRU 384 IN ... 1,200 BOUND THRU 226 IN ... 510 RIGHT 1 OUT ... 430 RIGHT 0 OUT ... 780 WEST LEFT 22 EAST LEG WEST LEG WEST LEFT 13 EAST LEG WEST LEG BOUND THRU 157 IN ... 970 BOUND THRU 320 IN ... 1,470 RIGHT 182 OUT ... 1,130 RIGHT 153 OUT ... 1,180 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 3 7 NORTH LEG NORTH LEFT 6 7 NORTH LEG BOUND THRU 10 64 RATIO 9.7% BOUND THRU 15 61 RATIO 10.0% RIGHT 3 26 ADT 25,000 RIGHT 10 62 ADT 25,000 SOUTH LEFT 184 619 SOUTH LEG SOUTH LEFT 223 820 SOUTH LEG BOUND THRU 8 20 RATIO 5.5% BOUND THRU 12 43 RATIO 7.8% RIGHT 240 264 ADT 3,600 RIGHT 406 447 ADT 3,600 EAST LEFT 730 803 EAST LEG EAST LEFT 241 265 EAST LEG BOUND THRU 384 485 RATIO 6.5% BOUND THRU 226 298 RATIO 8.3% RIGHT 1 1 ADT 31,800 RIGHT 0 0 ADT 31,800 WEST LEFT 22 79 WEST LEG WEST LEFT 13 107 WEST LEG BOUND THRU 157 206 RATIO 9.8% BOUND THRU 320 498 RATIO 8.4% RIGHT 182 657 ADT 18,100 RIGHT 153 858 ADT 18,100 WASHINGTON ST (NS) / AVENUE 52 (EW) - #14 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 3 SOUTH LEG NORTH LEG NORTH LEFT 6 SOUTH LEG NORTH LEG BOUND THRU 10 IN ... 50 BOUND THRU 15 IN ... 60 RIGHT 3 OUT ... 50 RIGHT 10 OUT ... 70 SOUTH LEFT 184 NORTH LEG SOUTH LEG SOUTH LEFT 223 NORTH LEG SOUTH LEG BOUND THRU 8 IN ... 560 BOUND THRU 12 IN ... 790 RIGHT 240 OUT ... 1,080 RIGHT 406 OUT ... 620 EAST LEFT 730 WEST LEG EAST LEG EAST LEFT 241 WEST LEG EAST LEG BOUND THRU 384 IN ... 1,150 BOUND THRU 226 IN ... 480 RIGHT 1 OUT ... 420 RIGHT 0 OUT ... 750 WEST LEFT 22 EAST LEG WEST LEG WEST LEFT 13 EAST LEG WEST LEG BOUND THRU 157 IN ... 540 BOUND THRU 320 IN ... 790 RIGHT 182 OUT ... 750 RIGHT 153 OUT ... 680 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 3 6 NORTH LEG NORTH LEFT 6 6 NORTH LEG BOUND THRU 10 33 RATIO 10.4% BOUND THRU 15 31 RATIO 9.2% RIGHT 3 11 ADT 16,200 RIGHT 10 23 ADT 16,200 SOUTH LEFT 184 314 SOUTH LEG SOUTH LEFT 223 411 SOUTH LEG BOUND THRU 8 12 RATIO 5.3% BOUND THRU 12 28 RATIO 6.8% RIGHT 240 247 ADT 1,900 RIGHT 406 418 ADT 1,900 EAST LEFT 730 752 EAST LEG EAST LEFT 241 248 EAST LEG BOUND THRU 384 425 RATIO 7.9% BOUND THRU 226 246 RATIO 9.0% RIGHT 1 1 ADT 16,400 RIGHT 0 0 ADT 16,400 WEST LEFT 22 37 WEST LEG WEST LEFT 13 42 WEST LEG BOUND THRU 157 179 RATIO 10.0% BOUND THRU 320 392 RATIO 8.1% RIGHT 182 324 ADT 16,100 RIGHT 153 356 ADT 16,100 JEFFERSON ST(NS)/AVENUE 50(EW)-#15 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 2015 235 429 110 2015 116 531 189 < v > < v > 183 ^ ^ 189 162 ^ ^ 161 196 > < 276 252 > < 215 29 v v 54 40 v v 94 < A > < > 29 472 29 47 614 66 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 2534 3336 2009 3857 5816 v A v A 1668 < IN = 6734 < 914 1475 < IN = 11307 < 760 687 > OUT= 6735 > 501 2669 > OUT= 11308 > 1470 v A v A 1230 2599 2547 4021 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 963 1268 Peak Period to Peak Hour: 0.29 1119 1687 v A v A 634 < IN = 2559 < 347 428 < IN = 3279 < 220 261 > OUT 2559 > 190 774 > OUT 3279 > 426 v A v A 467 988 739 1166 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 6502 6266 2035 9951 10523 v ^ v ^ 2507 < IN = 15633 < 2952 3436 < IN = 26886 < 4014 875 > OUT 15633 > 1860 3742 > OUT 26885 > 4126 v ^ v ^ 5000 5304 8800 9179 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 2471 2381 Peak Period to Peak Hour: 0.29 2886 3052 v A v A 953 < IN = 5941 < 1122 996 < IN = 7797 < 1164 333 > OUT 5941 > 707 1085 > OUT 7797 > 1197 v ^ v ^ 1900 2016 2552 2662 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 1508 1113 1767 1365 v ^ v ^ 319 < <77 569 < < 944 71 > > 516 311 > > 770 v ^ v ^ 1433 1028 1813 1496 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 1510 1110 10 MINIMUM GROWTH % 1770 1370 v ^ v ^ 320 < IN = 3380 < 770 570 < IN = 4520 < 940 70 > OUT 3380 > 520 310 > OUT 4520 > 770 v ^ v ^ 1430 1030 1810 1500 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 1160 850 20 YEARS 1360 1050 v ^ v ^ 250 < < 590 440 < < 720 50 > > 400 240 > > 590 v ^ v ^ 1100 790 1390 1150 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 1930 1690 2200 1990 v ^ v ^ 790 < < 1110 820 < < 1190 460 > > 740 690 > > 1100 v ^ v ^ 1610 1320 2060 1880 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 350 260 6 YEARS 410 320 v A v A 70 < < 180 130 < < 220 20 > > 120 70 > > 180 v A v A 330 240 420 350 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 1120 1100 2021 1250 1260 v A v A 610 < IN = 3020 < 700 510 < IN = 3540 < 690 430 > OUT= 3010 > 460 520 > OUT= 3550 > 690 v A v A 840 770 1090 1080 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 1120 1100 2021 1250 1260 v A v A 610 < IN = 3020 < 700 510 < IN = 3540 < 690 430 > OUT= 3010 > 460 520 > OUT= 3550 > 690 v A v A 840 770 1090 1080 JEFFERSON ST (NS) / AVENUE 50 (EW) - #15 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 29 SOUTH LEG NORTH LEG NORTH LEFT 47 SOUTH LEG NORTH LEG BOUND THRU 472 IN ... 1,320 BOUND THRU 614 IN ... 1,880 RIGHT 29 OUT ... 1,610 RIGHT 66 OUT ... 2,060 SOUTH LEFT 110 NORTH LEG SOUTH LEG SOUTH LEFT 189 NORTH LEG SOUTH LEG BOUND THRU 429 IN ... 1,930 BOUND THRU 531 IN ... 2,200 RIGHT 235 OUT ... 1,690 RIGHT 116 OUT ... 1,990 EAST LEFT 183 WEST LEG EAST LEG EAST LEFT 162 WEST LEG EAST LEG BOUND THRU 196 IN ... 460 BOUND THRU 252 IN ... 690 RIGHT 29 OUT ... 790 RIGHT 40 OUT ... 820 WEST LEFT 54 EAST LEG WEST LEG WEST LEFT 94 EAST LEG WEST LEG BOUND THRU 276 IN ... 1,110 BOUND THRU 215 IN ... 1,190 RIGHT 189 OUT ... 740 RIGHT 161 OUT ... 1,100 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 29 52 NORTH LEG NORTH LEFT 47 132 NORTH LEG BOUND THRU 472 1,133 RATIO 7.5% BOUND THRU 614 1,494 RATIO 8.5% RIGHT 29 131 ADT 49,300 RIGHT 66 248 ADT 49,300 SOUTH LEFT 110 329 SOUTH LEG SOUTH LEFT 189 427 SOUTH LEG BOUND THRU 429 1,333 RATIO 8.3% BOUND THRU 531 1,590 RATIO 11.2% RIGHT 235 279 ADT 35,100 RIGHT 116 196 ADT 35,100 EAST LEFT 183 201 EAST LEG EAST LEFT 162 178 EAST LEG BOUND THRU 196 279 RATIO 6.9% BOUND THRU 252 425 RATIO 8.6% RIGHT 29 43 ADT 26,800 RIGHT 40 89 ADT 26,800 WEST LEFT 54 234 WEST LEG WEST LEFT 94 381 WEST LEG BOUND THRU 276 458 RATIO 7.4% BOUND THRU 215 492 RATIO 8.5% RIGHT 189 419 ADT 17,800 RIGHT 161 319 ADT 17,800 JEFFERSON ST (NS) / AVENUE 50 (EW) - #15 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 29 SOUTH LEG NORTH LEG NORTH LEFT 47 SOUTH LEG NORTH LEG BOUND THRU 472 IN ... 770 BOUND THRU 614 IN ... 1,080 RIGHT 29 OUT ... 840 RIGHT 66 OUT ... 1,090 SOUTH LEFT 110 NORTH LEG SOUTH LEG SOUTH LEFT 189 NORTH LEG SOUTH LEG BOUND THRU 429 IN ... 1,120 BOUND THRU 531 IN ... 1,250 RIGHT 235 OUT ... 1,100 RIGHT 116 OUT ... 1,260 EAST LEFT 183 WEST LEG EAST LEG EAST LEFT 162 WEST LEG EAST LEG BOUND THRU 196 IN ... 430 BOUND THRU 252 IN ... 520 RIGHT 29 OUT ... 610 RIGHT 40 OUT ... 510 WEST LEFT 54 EAST LEG WEST LEG WEST LEFT 94 EAST LEG WEST LEG BOUND THRU 276 IN ... 700 BOUND THRU 215 IN ... 690 RIGHT 189 OUT ... 460 RIGHT 161 OUT ... 690 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 29 36 NORTH LEG NORTH LEFT 47 72 NORTH LEG BOUND THRU 472 675 RATIO 7.4% BOUND THRU 614 889 RATIO 8.3% RIGHT 29 55 ADT 30,300 RIGHT 66 119 ADT 30,300 SOUTH LEFT 110 174 SOUTH LEG SOUTH LEFT 189 264 SOUTH LEG BOUND THRU 429 702 RATIO 6.2% BOUND THRU 531 855 RATIO 8.3% RIGHT 235 242 ADT 26,000 RIGHT 116 137 ADT 26,000 EAST LEFT 183 188 EAST LEG EAST LEFT 162 167 EAST LEG BOUND THRU 196 231 RATIO 7.0% BOUND THRU 252 307 RATIO 8.3% RIGHT 29 35 ADT 16,600 RIGHT 40 56 ADT 16,600 WEST LEFT 54 103 WEST LEG WEST LEFT 94 179 WEST LEG BOUND THRU 276 332 RATIO 8.8% BOUND THRU 215 301 RATIO 8.6% RIGHT 189 263 ADT 12,100 RIGHT 161 213 ADT 12,100 JEFFERSON ST(NS)/AVENUE 52(EW)-#16 MORNING PEAK HOUR EVENING PEAK HOUR EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES: 2015 60 302 87 2015 116 376 86 < v > < v > 44 A A 169 37 A A 178 191 > < 239 221 > < 217 165 v v 19 179 v v 12 < A > < A > 150 302 182 137 387 179 EXISTING PEAK PERIOD MODEL YEAR: EXISTING PEAK PERIOD MODEL YEAR: 2009 1009 2337 2009 2117 3529 v A v A 1638 < IN = 5365 < 1246 1249 < IN = 8880 < 1295 543 > OUT= 5363 > 675 2143 > OUT= 8889 > 2160 v A v A 713 2567 1951 3325 EXISTING PEAK HOUR MODEL YEAR: EXISTING PEAK HOUR MODEL YEAR: Peak Period to Peak Hour: 0.38 383 888 Peak Period to Peak Hour: 0.29 614 1023 v A v A 622 < IN = 2039 < 473 362 < IN = 2575 < 376 206 > OUT 2038 > 257 621 > OUT 2578 > 626 v A v A 271 975 566 964 FUTURE PEAK PERIOD MODEL YEAR: FUTURE PEAK PERIOD MODEL YEAR: 2035 4790 5035 2035 8303 8676 v A v A 3592 < IN = 15684 < 3698 5737 < IN = 27414 < 5103 2299 > OUT 15430 > 2754 5511 > OUT 27994 > 5194 v A v A 4049 4897 8387 8497 FUTURE PEAK HOUR MODEL YEAR (PCE'S): FUTURE PEAK HOUR MODEL YEAR (PCE'S): Peak Period to Peak Hour: 0.38 1820 1913 Peak Period to Peak Hour: 0.29 2408 2516 v A v A 1365 < IN = 5960 < 1405 1664 < IN = 7950 < 1480 874 > OUT 5863 > 1047 1598 > OUT 8118 > 1506 v A v A 1539 1861 2432 2464 RAW GROWTH: 2009 TO 2035 RAW GROWTH: 2009 TO 2035 1437 1025 1794 1493 v A v A 743 < < 932 1302 < < 1104 667 > > 790 977 > > 880 v A v A 1268 885 1866 1500 ADJUSTED GROWTH: 2009 TO 2035 ADJUSTED GROWTH: 2009 TO 2035 10 MINIMUM GROWTH % 1440 1030 10 MINIMUM GROWTH % 1790 1490 v A v A 740 < IN = 3930 < 930 1300 < IN = 5370 < 1100 670 > OUT 3830 > 790 980 > OUT 5540 > 880 v A v A 1270 890 1870 1500 PRORATED GROWTH: 2015 TO 2035 PRORATED GROWTH: 2015 TO 2035 20 YEARS 1110 790 20 YEARS 1380 1150 v A v A 570 < < 720 1000 < < 850 520 > > 610 750 > > 680 v v A 980 680 1440 1150 NEW PROJECTED VOLUMES: 2035 NEW PROJECTED VOLUMES: 2035 1560 1310 1960 1750 v v A 1020 < < 1150 1470 < < 1260 920 > > 1070 1190 > > 1170 v A v A 1470 1310 2010 1850 YEAR 2021 GROWTH: 2015 TO 2021 YEAR 2021 GROWTH: 2015 TO 2021 6 YEARS 330 240 6 YEARS 410 340 v A v A 170 < < 210 300 < < 250 150 > > 180 230 > > 200 v A v A 290 210 430 350 INITIALYEAR 2021 VOLUMES: INITIALYEAR 2021 VOLUMES: 2021 780 760 2021 990 940 v A v A 620 < IN = 2810 < 640 770 < IN = 3370 < 660 550 > OUT= 2800 > 640 670 > OUT= 3400 > 690 v A v A 780 840 1000 1050 BALANCED YEAR 2021 VOLUMES: BALANCED YEAR 2021 VOLUMES: 2021 780 760 2021 1000 940 v A v A 620 < IN = 2810 < 640 770 < IN = 3410 < 670 550 > OUT= 2800 > 640 680 > OUT= 3400 > 690 v A v A 780 840 1000 1060 JEFFERSON ST (NS) / AVENUE 52 (EW) - #16 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2035 YEAR 2035 TURNING BASE YEAR YEAR 2035 YEAR 2035 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 150 SOUTH LEG NORTH LEG NORTH LEFT 137 SOUTH LEG NORTH LEG BOUND THRU 302 IN ... 1,310 BOUND THRU 387 IN ... 1,850 RIGHT 182 OUT ... 1,470 RIGHT 179 OUT ... 2,010 SOUTH LEFT 87 NORTH LEG SOUTH LEG SOUTH LEFT 86 NORTH LEG SOUTH LEG BOUND THRU 302 IN ... 1,560 BOUND THRU 376 IN ... 1,960 RIGHT 60 OUT ... 1,310 RIGHT 116 OUT ... 1,750 EAST LEFT 44 WEST LEG EAST LEG EAST LEFT 37 WEST LEG EAST LEG BOUND THRU 191 IN ... 920 BOUND THRU 221 IN ... 1,190 RIGHT 165 OUT ... 1,020 RIGHT 179 OUT ... 1,470 WEST LEFT 19 EAST LEG WEST LEG WEST LEFT 12 EAST LEG WEST LEG BOUND THRU 239 IN ... 1,150 BOUND THRU 217 IN ... 1,260 RIGHT 169 OUT ... 1,070 RIGHT 178 OUT ... 1,170 YEAR 2035 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2035 PEAK - DAILY TURNING BASE YEAR YEAR 2035 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 150 263 NORTH LEG NORTH LEFT 137 392 NORTH LEG BOUND THRU 302 680 RATIO 8.1% BOUND THRU 387 1,087 RATIO 10.7% RIGHT 182 349 ADT 35,100 RIGHT 179 412 ADT 35,100 SOUTH LEFT 87 299 SOUTH LEG SOUTH LEFT 86 232 SOUTH LEG BOUND THRU 302 1,050 RATIO 7.6% BOUND THRU 376 1,385 RATIO 10.7% RIGHT 60 189 ADT 36,500 RIGHT 116 388 ADT 36,500 EAST LEFT 44 114 EAST LEG EAST LEFT 37 107 EAST LEG BOUND THRU 191 423 RATIO 7.8% BOUND THRU 221 526 RATIO 8.7% RIGHT 165 370 ADT 28,200 RIGHT 179 583 ADT 28,200 WEST LEFT 19 50 WEST LEG WEST LEFT 12 42 WEST LEG BOUND THRU 239 568 RATIO 6.1% BOUND THRU 217 690 RATIO 8.4% RIGHT 169 516 ADT 31,800 RIGHT 178 556 ADT 31,800 JEFFERSON ST (NS) / AVENUE 52 (EW) - #16 FUTURE DIRECTIONAL TURN VOLUMES FROM FUTURE DIRECTIONAL LINK VOLUMES NCHRP 255 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR INPUT DATA EVENING PEAK HOUR INPUT DATA TURNING BASE YEAR YEAR 2021 YEAR 2021 TURNING BASE YEAR YEAR 2021 YEAR 2021 APPROACH MOVEMENT COUNT APPROACH TOTAL APPROACH MOVEMENT COUNT APPROACH TOTAL NORTH LEFT 150 SOUTH LEG NORTH LEG NORTH LEFT 137 SOUTH LEG NORTH LEG BOUND THRU 302 IN ... 840 BOUND THRU 387 IN ... 1,060 RIGHT 182 OUT ... 780 RIGHT 179 OUT ... 1,000 SOUTH LEFT 87 NORTH LEG SOUTH LEG SOUTH LEFT 86 NORTH LEG SOUTH LEG BOUND THRU 302 IN ... 780 BOUND THRU 376 IN ... 1,000 RIGHT 60 OUT ... 760 RIGHT 116 OUT ... 940 EAST LEFT 44 WEST LEG EAST LEG EAST LEFT 37 WEST LEG EAST LEG BOUND THRU 191 IN ... 550 BOUND THRU 221 IN ... 680 RIGHT 165 OUT ... 620 RIGHT 179 OUT ... 770 WEST LEFT 19 EAST LEG WEST LEG WEST LEFT 12 EAST LEG WEST LEG BOUND THRU 239 IN ... 640 BOUND THRU 217 IN ... 670 RIGHT 169 OUT ... 640 RIGHT 178 OUT ... 690 YEAR 2021 TRAFFIC CONDITIONS MORNING PEAK HOUR RESULTS EVENING PEAK HOUR RESULTS TURNING BASE YEAR YEAR 2021 PEAK - DAILY TURNING BASE YEAR YEAR 2021 PEAK - DAILY APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP APPROACH MOVEMENT COUNT FORECAST RELATIONSHIP NORTH LEFT 150 183 NORTH LEG NORTH LEFT 137 215 NORTH LEG BOUND THRU 302 422 RATIO 5.9% BOUND THRU 387 594 RATIO 7.5% RIGHT 182 232 ADT 26,000 RIGHT 179 248 ADT 26,000 SOUTH LEFT 87 150 SOUTH LEG SOUTH LEFT 86 128 SOUTH LEG BOUND THRU 302 527 RATIO 7.3% BOUND THRU 376 673 RATIO 9.3% RIGHT 60 100 ADT 22,100 RIGHT 116 196 ADT 22,100 EAST LEFT 44 65 EAST LEG EAST LEFT 37 58 EAST LEG BOUND THRU 191 258 RATIO 7.8% BOUND THRU 221 314 RATIO 8.3% RIGHT 165 225 ADT 16,300 RIGHT 179 306 ADT 16,300 WEST LEFT 19 28 WEST LEG WEST LEFT 12 21 WEST LEG BOUND THRU 239 337 RATIO 7.1% BOUND THRU 217 359 RATIO 8.8% RIGHT 169 273 ADT 16,400 RIGHT 178 288 ADT 16,400 APPENDIX I Future Intersection Delay and Level of Service Worksheets Existing Plus Prosect Default Scenario Wed Apr 6, 2016 10:53:46 Page 7-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Eisenhower Dr (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.353 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 17.5 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 Volume Module: Base Vol: 27 788 89 26 302 20 20 20 7 60 19 43 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 27 788 89 26 302 20 20 20 7 60 19 43 Added Vol: 0 14 4 0 24 0 0 0 0 1 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 27 802 93 26 326 20 20 20 7 61 19 43 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 28 844 98 27 343 21 21 21 7 64 20 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 28 844 98 27 343 21 21 21 7 64 20 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 28 844 98 27 343 21 21 21 7 64 20 45 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.96 0.96 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.74 0.26 1.00 1.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 1573 1758 1317 461 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.23 0.06 0.02 0.09 0.01 0.01 0.02 0.02 0.04 0.01 0.03 Crit Moves **** **** **** **** Green/Cycle: 0.29 0.60 0.60 0.07 0.38 0.38 0.08 0.07 0.07 0.10 0.08 0.08 Volume/Cap: 0.06 0.38 0.10 0.22 0.24 0.03 0.14 0.23 0.23 0.38 0.13 0.35 Delay/Veh: 25.7 10.3 8.4 44.8 21.0 19.3 43.0 44.9 44.9 43.8 42.9 44.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 25.7 10.3 8.4 44.8 21.0 19.3 43.0 44.9 44.9 43.8 42.9 44.8 LOS by Move: C B A D C B D D D D D D HCM2kAvgQ: 1 7 1 1 4 0 1 1 1 2 1 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:46 Page 8-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Eisenhower Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.518 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 23.9 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 0 0 0 1 0 0 1 Volume Module: Base Vol: 2 726 60 29 206 1 3 0 0 138 2 71 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 2 726 60 29 206 1 3 0 0 138 2 71 Added Vol: 0 5 47 22 3 0 0 0 0 28 0 13 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 2 731 107 51 209 1 3 0 0 166 2 84 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 PHF Volume: 2 891 130 62 255 1 4 0 0 202 2 102 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 891 130 62 255 1 4 0 0 202 2 102 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 891 130 62 255 1 4 0 0 202 2 102 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.98 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.85 Lanes: 1.00 1.74 0.26 1.00 1.99 0.01 1.00 0.00 0.00 0.99 0.01 1.00 Final Sat.: 1758 3166 463 1758 3679 18 1758 0 0 1742 21 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.28 0.28 0.04 0.07 0.07 0.00 0.00 0.00 0.12 0.12 0.07 Crit Moves **** **** **** **** Green/Cycle: 0.28 0.50 0.50 0.07 0.28 0.28 0.07 0.00 0.00 0.20 0.20 0.27 Volume/Cap: 0.00 0.57 0.57 0.51 0.25 0.25 0.03 0.00 0.00 0.57 0.57 0.24 Delay/Veh: 25.8 18.1 18.1 48.2 27.8 27.8 43.4 0.0 0.0 37.9 37.9 28.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 25.8 18.1 18.1 48.2 27.8 27.8 43.4 0.0 0.0 37.9 37.9 28.4 LOS by Move: C B B D C C D A A D D C HCM2kAvgQ: 0 11 11 3 3 3 0 0 0 6 6 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:47 Page 9-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4 -Way Stop Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.747 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 24.1 Optimal Cycle: 0 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Ignore Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 10 539 0 0 235 109 253 0 23 14 5 10 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 10 539 0 0 235 109 253 0 23 14 5 10 Added Vol: 0 35 8 3 21 7 12 2 0 5 1 5 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 10 574 8 3 256 116 265 2 23 19 6 15 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.81 0.81 0.00 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 PHF Volume: 12 709 0 4 316 143 327 2 28 23 7 19 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 12 709 0 4 316 143 327 2 28 23 7 19 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 12 709 0 4 316 143 327 2 28 23 7 19 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.38 0.62 0.91 0.01 0.08 0.76 0.24 1.00 Final Sat.: 447 966 524 418 626 295 438 3 38 288 91 427 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.73 0.00 0.01 0.50 0.48 0.75 0.75 0.75 0.08 0.08 0.04 Crit Moves **** **** **** **** Delay/Veh: 10.8 27.4 0.0 11.1 17.7 16.6 28.5 28.5 28.5 12.1 12.1 10.7 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 10.8 27.4 0.0 11.1 17.7 16.6 28.5 28.5 28.5 12.1 12.1 10.7 LOS by Move: B D * B C C D D D B B B ApproachDel: 27.1 17.3 28.5 11.6 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 27.1 17.3 28.5 11.6 LOS by Appr: D C D B AllWayAvgQ: 0.0 2.3 0.0 0.0 0.9 0.9 2.4 2.4 2.4 0.1 0.1 0.0 ******************************************************************************** Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:47 Page 10-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Eisenhower Dr (NS) at Calle Sinaloa (EW) ******************************************************************************** Average Delay (sec/veh): 10.0 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 0 568 141 15 230 27 1 191 0 112 63 33 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 568 141 15 230 27 1 191 0 112 63 33 Added Vol: 0 27 20 0 16 9 15 42 0 12 25 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 595 161 15 246 36 16 233 0 124 88 33 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Volume: 0 647 175 16 267 39 17 253 0 135 96 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 647 175 16 267 39 17 253 0 135 96 36 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 647 175 16 267 39 17 253 0 135 96 36 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 0 647 175 16 267 39 17 253 0 135 96 36 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 0 647 175 16 267 39 17 253 0 135 96 36 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 287 230 418 664 MaxVolume: 1045 1076 974 841 PedVolume: 0 0 0 0 AdjMaxVol: 1045 1076 974 841 ApproachVol: 822 323 271 266 ApproachDel: 14.8 4.8 5.1 6.2 Queue: 8.5 1.3 1.1 1.4 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:47 Page 11-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #5 Avenida Bermudas (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.338 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 27.6 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 40 1 95 1 0 11 22 123 12 118 187 36 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 40 1 95 1 0 11 22 123 12 118 187 36 Added Vol: 6 47 81 123 28 14 23 105 10 52 46 60 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 46 48 176 124 28 25 45 228 22 170 233 96 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 PHF Volume: 51 53 193 136 31 27 49 251 24 187 256 105 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 51 53 193 136 31 27 49 251 24 187 256 105 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 51 53 193 136 31 27 49 251 24 187 256 105 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.72 1.00 0.85 0.73 0.93 0.93 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 1.00 1.00 1.00 0.53 0.47 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1334 1850 1573 1341 908 811 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.03 0.12 0.10 0.03 0.03 0.03 0.07 0.02 0.11 0.07 0.07 Crit Moves: **** **** **** Green/Cycle: 0.36 0.36 0.36 0.36 0.36 0.36 0.26 0.20 0.20 0.31 0.26 0.26 Volume/Cap: 0.10 0.08 0.34 0.28 0.09 0.09 0.11 0.34 0.08 0.34 0.27 0.26 Delay/Veh: 21.1 20.8 23.4 22.8 21.0 21.0 28.4 34.5 32.6 26.6 29.7 29.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 21.1 20.8 23.4 22.8 21.0 21.0 28.4 34.5 32.6 26.6 29.7 29.9 LOS by Move: C C C C C C C C C C C C HCM2kAvgQ: 1 1 4 3 1 1 1 3 1 4 3 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:47 Page 12-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Ave Bermudas (NS) at Calle Sinaloa/Ave 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.950 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 46.8 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Ovl Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 1 0 0 1 1 0 0 1 0 1 0 2 0 1 2 0 2 0 1 Volume Module: Base Vol: 11 103 919 29 26 9 26 318 3 183 188 19 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 11 103 919 29 26 9 26 318 3 183 188 19 Added Vol: 0 71 0 23 43 25 42 20 0 0 12 9 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 11 174 919 52 69 34 68 338 3 183 200 28 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Volume: 12 189 999 57 75 37 74 367 3 199 217 30 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 12 189 999 57 75 37 74 367 3 199 217 30 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 12 189 999 57 75 37 74 367 3 199 217 30 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 1.00 0.85 0.95 0.95 0.95 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.06 0.94 1.00 1.00 0.67 0.33 1.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 110 1735 1573 1758 1179 581 1758 3700 1573 3515 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.64 0.03 0.06 0.06 0.04 0.10 0.00 0.06 0.06 0.02 Crit Moves **** **** **** **** Green/Cycle: 0.60 0.60 0.67 0.07 0.07 0.07 0.09 0.10 0.10 0.07 0.09 0.09 Volume/Cap: 0.18 0.18 0.95 0.46 0.91 0.91 0.48 0.95 0.02 0.81 0.67 0.22 Delay/Veh: 9.3 9.3 33.2 47.4 100 100.1 45.9 77.3 40.2 63.6 49.7 43.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 9.3 9.3 33.2 47.4 100 100.1 45.9 77.3 40.2 63.6 49.7 43.3 LOS by Move: A A C D F F D E D E D D HCM2kAvgQ: 3 3 34 2 6 6 3 9 0 5 5 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:47 Page 13-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Desert Club Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.721 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 40.7 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 0 1 0 1 0 1! 0 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 13 92 45 203 55 81 96 131 2 61 232 107 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 13 92 45 203 55 81 96 131 2 61 232 107 Added Vol: 0 0 111 137 0 14 23 285 0 79 144 83 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 13 92 156 340 55 95 119 416 2 140 376 190 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 PHF Volume: 15 107 181 395 64 110 138 484 2 163 437 221 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 15 107 181 395 64 110 138 484 2 163 437 221 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 15 107 181 395 64 110 138 484 2 163 437 221 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.91 0.91 0.94 0.94 0.94 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 0.37 0.63 1.53 0.17 0.30 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1758 622 1054 2657 298 515 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.17 0.17 0.15 0.21 0.21 0.08 0.13 0.00 0.09 0.12 0.14 Crit Moves **** **** **** **** Green/Cycle: 0.24 0.24 0.24 0.30 0.30 0.30 0.11 0.18 0.18 0.13 0.19 0.19 Volume/Cap: 0.04 0.72 0.72 0.50 0.72 0.72 0.72 0.73 0.01 0.73 0.61 0.72 Delay/Veh: 29.3 41.3 41.3 29.3 34.7 34.7 55.6 43.2 33.9 54.1 38.2 45.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 29.3 41.3 41.3 29.3 34.7 34.7 55.6 43.2 33.9 54.1 38.2 45.8 LOS by Move: C D D C C C E D C D D D HCM2kAvgQ: 0 10 10 7 12 12 6 9 0 6 7 8 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:47 Page 14-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Desert Club Dr (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.431 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 11.9 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 1 0 0 0 0 1 0 0 1 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 1 10 0 15 10 38 68 1147 1 15 351 34 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 1 10 0 15 10 38 68 1147 1 15 351 34 Added Vol: 0 0 0 29 0 12 20 23 0 0 9 24 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 1 10 0 44 10 50 88 1170 1 15 360 58 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 1 10 0 46 10 52 92 1219 1 16 375 60 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 10 0 46 10 52 92 1219 1 16 375 60 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 1 10 0 46 10 52 92 1219 1 16 375 60 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.98 0.98 1.00 0.75 0.75 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.09 0.91 0.00 0.81 0.19 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 164 1645 0 1123 255 1573 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.01 0.00 0.04 0.04 0.03 0.05 0.33 0.00 0.01 0.10 0.04 Crit Moves: **** **** **** Green/Cycle: 0.09 0.09 0.00 0.09 0.09 0.09 0.32 0.72 0.72 0.07 0.47 0.47 Volume/Cap: 0.07 0.07 0.00 0.46 0.46 0.37 0.16 0.46 0.00 0.13 0.22 0.08 Delay/Veh: 41.9 41.9 0.0 45.9 45.9 44.5 24.3 5.9 3.9 44.1 15.8 14.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 41.9 41.9 0.0 45.9 45.9 44.5 24.3 5.9 3.9 44.1 15.8 14.8 LOS by Move: D D A D D D C A A D B B HCM2kAvgQ: 0 0 0 2 2 2 2 8 0 1 3 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:47 Page 15-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Washington St (NS) at Avenue 48 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.883 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 27.8 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 2 1 0 2 0 3 0 0 0 0 0 0 0 3 0 0 0 1 ------------ --------- --------------- --------------- ---------------� Volume Module: Base Vol: 0 1682 573 53 702 0 0 0 0 451 0 277 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1682 573 53 702 0 0 0 0 451 0 277 Added Vol: 0 328 54 0 120 0 0 0 0 54 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 2010 627 53 822 0 0 0 0 505 0 277 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Volume: 0 2284 713 60 934 0 0 0 0 574 0 315 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 2284 713 60 934 0 0 0 0 574 0 315 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 2284 713 60 934 0 0 0 0 574 0 315 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.96 0.96 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 2.29 0.71 2.00 3.00 0.00 0.00 0.00 0.00 3.00 0.00 1.00 Final Sat.: 0 4078 1272 3515 5550 0 0 0 0 5273 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.56 0.56 0.02 0.17 0.00 0.00 0.00 0.00 0.11 0.00 0.20 Crit Moves: **** **** **** Green/Cycle: 0.00 0.60 0.60 0.07 0.47 0.00 0.00 0.00 0.00 0.21 0.00 0.21 Volume/Cap: 0.00 0.94 0.94 0.24 0.36 0.00 0.00 0.00 0.00 0.51 0.00 0.94 Delay/Veh: 0.0 24.8 24.8 44.5 16.9 0.0 0.0 0.0 0.0 35.1 0.0 72.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 24.8 24.8 44.5 16.9 0.0 0.0 0.0 0.0 35.1 0.0 72.2 LOS by Move: A C C D B A A A A D A E HCM2kAvgQ: 0 33 33 1 6 0 0 0 0 6 0 14 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:47 Page 16-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Washington St (NS) at Eisenhower Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.658 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 24.2 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 1 0 3 0 1 2 0 1! 0 0 0 0 1! 0 0 Volume Module: Base Vol: 10 1463 8 24 785 307 703 4 8 3 2 14 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 10 1463 8 24 785 307 703 4 8 3 2 14 Added Vol: 0 382 0 0 174 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 10 1845 8 24 959 307 703 4 8 3 2 14 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 11 2050 9 27 1066 341 781 4 9 3 2 16 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 11 2050 9 27 1066 341 781 4 9 3 2 16 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 11 2050 9 27 1066 341 781 4 9 3 2 16 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.95 0.95 0.89 0.89 0.89 Lanes: 1.00 3.00 1.00 1.00 3.00 1.00 2.95 0.02 0.03 0.16 0.10 0.74 Final Sat.: 1758 5550 1573 1758 5550 1573 5193 29 57 261 174 1218 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.37 0.01 0.02 0.19 0.22 0.15 0.16 0.16 0.01 0.01 0.01 Crit Moves **** **** **** **** Green/Cycle: 0.15 0.49 0.49 0.07 0.41 0.62 0.21 0.21 0.21 0.07 0.07 0.07 Volume/Cap: 0.04 0.75 0.01 0.22 0.47 0.35 0.73 0.75 0.75 0.18 0.18 0.18 Delay/Veh: 36.4 21.6 13.0 44.8 21.5 9.5 39.4 40.2 40.2 44.6 44.6 44.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 36.4 21.6 13.0 44.8 21.5 9.5 39.4 40.2 40.2 44.6 44.6 44.6 LOS by Move: D C B D C A D D D D D D HCM2kAvgQ: 0 18 0 1 8 5 9 10 10 1 1 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:47 Page 17-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Washington St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.758 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 28.5 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 2 0 2 1 0 1 0 1 1 0 2 0 1 0 1 Volume Module: Base Vol: 18 1021 79 125 633 48 41 116 15 91 132 339 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 18 1021 79 125 633 48 41 116 15 91 132 339 Added Vol: 0 396 116 0 197 0 0 4 0 69 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 18 1417 195 125 830 48 41 120 15 160 133 339 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 PHF Volume: 21 1687 232 149 988 57 49 143 18 190 158 404 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 21 1687 232 149 988 57 49 143 18 190 158 404 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 21 1687 232 149 988 57 49 143 18 190 158 404 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.98 0.98 0.95 0.99 0.99 0.95 0.98 0.98 0.95 1.00 0.85 Lanes: 1.00 2.64 0.36 2.00 2.84 0.16 1.00 1.78 0.22 2.00 1.00 1.00 Final Sat.: 1758 4791 659 3515 5205 301 1758 3233 404 3515 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.35 0.35 0.04 0.19 0.19 0.03 0.04 0.04 0.05 0.09 0.26 Crit Moves **** **** **** **** Green/Cycle: 0.14 0.46 0.46 0.07 0.39 0.39 0.07 0.16 0.16 0.16 0.24 0.31 Volume/Cap: 0.09 0.77 0.77 0.60 0.49 0.49 0.40 0.28 0.28 0.35 0.35 0.82 Delay/Veh: 37.4 24.2 24.2 49.4 23.5 23.5 46.6 37.5 37.5 38.0 31.9 42.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 37.4 24.2 24.2 49.4 23.5 23.5 46.6 37.5 37.5 38.0 31.9 42.4 LOS by Move: D C C D C C D D D D C D HCM2kAvgQ: 1 18 18 3 8 8 2 2 2 3 4 14 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:47 Page 18-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Washington St (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.576 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 30.0 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 1 0 2 0 1 2 1 0 0 1 1 0 0 1 0 Volume Module: Base Vol: 29 751 129 24 429 211 195 70 12 41 73 59 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 29 751 129 24 429 211 195 70 12 41 73 59 Added Vol: 33 0 0 0 0 251 492 29 52 0 48 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 62 751 129 24 429 462 687 99 64 41 121 59 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Volume: 70 853 147 27 488 525 781 113 73 47 138 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 70 853 147 27 488 525 781 113 73 47 138 67 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 70 853 147 27 488 525 781 113 73 47 138 67 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.98 0.98 0.95 1.00 0.85 0.96 0.96 0.85 0.95 0.95 0.95 Lanes: 1.00 2.56 0.44 1.00 2.00 1.00 2.62 0.38 1.00 1.00 0.67 0.33 Final Sat.: 1758 4632 796 1758 3700 1573 4647 670 1573 1758 1183 577 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.18 0.18 0.02 0.13 0.33 0.17 0.17 0.05 0.03 0.12 0.12 Crit Moves **** **** **** **** Green/Cycle: 0.11 0.30 0.30 0.07 0.26 0.54 0.28 0.28 0.28 0.19 0.19 0.19 Volume/Cap: 0.36 0.61 0.61 0.22 0.50 0.62 0.61 0.61 0.17 0.14 0.61 0.61 Delay/Veh: 42.4 30.5 30.5 44.8 31.8 17.4 32.2 32.2 27.7 33.8 40.2 40.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 42.4 30.5 30.5 44.8 31.8 17.4 32.2 32.2 27.7 33.8 40.2 40.2 LOS by Move: D C C D C B C C C C D D HCM2kAvgQ: 2 9 9 1 7 12 9 9 2 1 7 7 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:47 Page 19-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 1.1 Worst Case Level Of Service: C[ 20.2] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 1 0 2 1 0 0 0 1! 0 0 0 0 0 0 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 54 868 0 2 418 62 39 0 14 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 54 868 0 2 418 62 39 0 14 0 0 0 Added Vol: 2 33 0 0 52 0 0 0 8 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 56 901 0 2 470 62 39 0 22 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 62 1001 0 2 522 69 43 0 24 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 62 1001 0 2 522 69 43 0 24 0 0 0 --------------------------- --------------- --------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx 4.1 xxxx xxxxx 6.8 6.5 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx 2.2 xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx --------------------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: 591 xxxx xxxxx 1001 xxxx xxxxx 1019 1687 209 xxxx xxxx xxxxx Potent Cap.: 994 xxxx xxxxx 700 xxxx xxxxx 236 95 804 xxxx xxxx xxxxx Move Cap.: 994 xxxx xxxxx 700 xxxx xxxxx 225 89 804 xxxx xxxx xxxxx Volume/Cap: 0.06 xxxx xxxx 0.00 xxxx xxxx 0.19 0.00 0.03 xxxx xxxx xxxx ------------ I --------------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: 0.2 xxxx xxxxx 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 8.9 xxxx xxxxx 10.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 303 xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.8 xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 20.2 xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * C ApproachDel: xxxxxx xxxxxx 20.2 xxxxxx ApproachLOS: * * C ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:47 Page 20-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #14 Washington St (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.469 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 23.7 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Ovl Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 1! 0 0 1 1 0 0 2 2 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 3 10 3 184 8 240 730 384 1 22 157 182 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 3 10 3 184 8 240 730 384 1 22 157 182 Added Vol: 0 0 0 60 0 0 0 51 0 0 33 35 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 3 10 3 244 8 240 730 435 1 22 190 217 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 3 11 3 271 9 267 811 483 1 24 211 241 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 3 11 3 271 9 267 811 483 1 24 211 241 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 3 11 3 271 9 267 811 483 1 24 211 241 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.97 0.97 0.97 0.95 0.95 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.19 0.62 0.19 1.94 0.06 2.00 2.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 335 1117 335 3418 112 3145 3515 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.01 0.01 0.08 0.08 0.08 0.23 0.13 0.00 0.01 0.06 0.15 Crit Moves **** **** **** **** Green/Cycle: 0.07 0.07 0.07 0.16 0.16 0.62 0.46 0.40 0.40 0.21 0.15 0.31 Volume/Cap: 0.14 0.14 0.14 0.50 0.50 0.14 0.50 0.33 0.00 0.07 0.38 0.50 Delay/Veh: 44.2 44.2 44.2 39.1 39.1 7.9 19.0 21.0 18.1 31.5 38.9 29.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 44.2 44.2 44.2 39.1 39.1 7.9 19.0 21.0 18.1 31.5 38.9 29.1 LOS by Move: D D D D D A B C B C D C HCM2kAvgQ: 1 1 1 4 4 2 9 5 0 1 3 6 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:47 Page 21-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #15 Jefferson St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.674 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 34.6 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 2 0 1 1 0 1 0 1 Volume Module: Base Vol: 29 472 29 110 429 235 183 196 29 54 276 189 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 29 472 29 110 429 235 183 196 29 54 276 189 Added Vol: 0 8 0 0 2 34 56 64 0 0 36 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 29 480 29 110 431 269 239 260 29 54 312 189 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 PHF Volume: 33 552 33 126 495 309 275 299 33 62 359 217 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 33 552 33 126 495 309 275 299 33 62 359 217 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 33 552 33 126 495 309 275 299 33 62 359 217 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 Final Sat.: 1758 5550 1573 3515 5550 1573 1758 3700 1573 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.10 0.02 0.04 0.09 0.20 0.16 0.08 0.02 0.04 0.19 0.14 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.20 0.20 0.14 0.28 0.28 0.22 0.26 0.26 0.23 0.27 0.27 Volume/Cap: 0.27 0.49 0.10 0.25 0.32 0.71 0.71 0.31 0.08 0.15 0.71 0.51 Delay/Veh: 45.3 35.6 32.5 38.3 28.8 37.9 42.1 29.6 27.7 31.0 37.5 31.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 45.3 35.6 32.5 38.3 28.8 37.9 42.1 29.6 27.7 31.0 37.5 31.6 LOS by Move: D D C D C D D C C C D C HCM2kAvgQ: 1 5 1 2 4 10 9 4 1 2 11 6 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:53:47 Page 22-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #16 Jefferson St (NS) at Avenue 52 (EW) ******************************************************************************** Average Delay (sec/veh): 7.4 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 150 302 182 87 302 60 44 191 165 19 239 169 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 150 302 182 87 302 60 44 191 165 19 239 169 Added Vol: 24 0 0 0 0 2 8 89 14 0 42 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 174 302 182 87 302 62 52 280 179 19 281 169 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.89 0.89 0.00 0.89 0.89 0.00 0.89 0.89 0.00 0.89 0.89 0.00 PHF Volume: 196 339 0 98 339 0 58 315 0 21 316 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 196 339 0 98 339 0 58 315 0 21 316 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 196 339 0 98 339 0 58 315 0 21 316 0 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 196 339 0 98 339 0 58 315 0 21 316 0 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 196 339 0 98 339 0 58 315 0 21 316 0 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 471 533 458 593 MaxVolume: 946 912 952 880 PedVolume: 0 0 0 0 AdjMaxVol: 946 912 952 880 ApproachVol: 535 437 373 337 ApproachDel: 8.6 7.5 6.2 6.6 Queue: 3.6 2.6 1.9 1.8 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 7-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Eisenhower Dr (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.297 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 20.6 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 Volume Module: Base Vol: 18 417 52 38 510 44 48 16 12 74 16 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 18 417 52 38 510 44 48 16 12 74 16 40 Added Vol: 0 50 2 0 44 0 0 0 0 2 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 18 467 54 38 554 44 48 16 12 76 16 40 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Volume: 20 531 61 43 630 50 55 18 14 86 18 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 20 531 61 43 630 50 55 18 14 86 18 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 20 531 61 43 630 50 55 18 14 86 18 45 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.94 0.94 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.57 0.43 1.00 1.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 1573 1758 989 742 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.14 0.04 0.02 0.17 0.03 0.03 0.02 0.02 0.05 0.01 0.03 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.41 0.41 0.20 0.54 0.54 0.11 0.07 0.07 0.16 0.11 0.11 Volume/Cap: 0.17 0.35 0.09 0.12 0.31 0.06 0.27 0.26 0.26 0.31 0.09 0.25 Delay/Veh: 44.4 20.3 18.1 32.9 12.7 10.8 41.3 45.2 45.2 38.0 39.9 41.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 44.4 20.3 18.1 32.9 12.7 10.8 41.3 45.2 45.2 38.0 39.9 41.2 LOS by Move: D C B C B B D D D D D D HCM2kAvgQ: 1 6 1 1 5 1 2 1 1 3 1 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 8-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Eisenhower Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.588 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 30.8 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 1 0 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 1 394 64 44 347 0 1 0 4 271 0 92 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 1 394 64 44 347 0 1 0 4 271 0 92 Added Vol: 0 6 86 40 6 0 0 0 0 97 0 46 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 1 400 150 84 353 0 1 0 4 368 0 138 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 PHF Volume: 1 476 179 100 420 0 1 0 5 438 0 164 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 476 179 100 420 0 1 0 5 438 0 164 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 1 476 179 100 420 0 1 0 5 438 0 164 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.96 0.96 0.95 1.00 1.00 0.88 1.00 0.88 0.95 1.00 0.85 Lanes: 1.00 1.45 0.55 1.00 2.00 0.00 0.20 0.00 0.80 1.00 0.00 1.00 Final Sat.: 1758 2581 968 1758 3700 0 327 0 1307 1761 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.18 0.18 0.06 0.11 0.00 0.00 0.00 0.00 0.25 0.00 0.10 Crit Moves **** **** **** **** Green/Cycle: 0.14 0.29 0.29 0.09 0.23 0.00 0.07 0.00 0.07 0.39 0.00 0.48 Volume/Cap: 0.00 0.64 0.64 0.64 0.48 0.00 0.05 0.00 0.05 0.64 0.00 0.22 Delay/Veh: 36.6 32.3 32.3 52.3 33.5 0.0 43.6 0.0 43.6 26.7 0.0 15.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 36.6 32.3 32.3 52.3 33.5 0.0 43.6 0.0 43.6 26.7 0.0 15.2 LOS by Move: D C C D C A D A D C A B HCM2kAvgQ: 0 10 10 4 6 0 0 0 0 12 0 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 9-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4 -Way Stop Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.729 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 19.6 Optimal Cycle: 0 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Ignore Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 22 289 2 2 431 189 135 0 24 46 24 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 22 289 2 2 431 189 135 0 24 46 24 35 Added Vol: 0 65 14 6 73 24 22 4 0 16 4 6 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 22 354 16 8 504 213 157 4 24 62 28 41 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.94 0.94 0.00 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 23 377 0 9 536 227 167 4 26 66 30 44 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 377 0 9 536 227 167 4 26 66 30 44 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 23 377 0 9 536 227 167 4 26 66 30 44 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.41 0.59 0.85 0.02 0.13 0.69 0.31 1.00 Final Sat.: 428 920 498 473 736 324 390 10 60 287 130 472 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.05 0.41 0.00 0.02 0.73 0.70 0.43 0.43 0.43 0.23 0.23 0.09 Crit Moves **** **** **** **** Delay/Veh: 11.2 15.1 0.0 10.3 25.3 22.5 15.8 15.8 15.8 13.1 13.1 10.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 11.2 15.1 0.0 10.3 25.3 22.5 15.8 15.8 15.8 13.1 13.1 10.5 LOS by Move: B C * B D C C C C B B B ApproachDel: 14.9 24.3 15.8 12.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 14.9 24.3 15.8 12.2 LOS by Appr: B C C B AllWayAvgQ: 0.1 0.6 0.0 0.0 2.4 2.0 0.7 0.7 0.7 0.3 0.3 0.1 ******************************************************************************** Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 10-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Eisenhower Dr (NS) at Calle Sinaloa (EW) ******************************************************************************** Average Delay (sec/veh): 8.4 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 0 274 63 20 429 52 0 73 0 285 83 39 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 274 63 20 429 52 0 73 0 285 83 39 Added Vol: 0 50 38 0 56 32 29 78 0 43 88 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 324 101 20 485 84 29 151 0 328 171 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 338 105 21 505 88 30 157 0 342 178 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 338 105 21 505 88 30 157 0 342 178 41 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 338 105 21 505 88 30 157 0 342 178 41 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 0 338 105 21 505 88 30 157 0 342 178 41 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 0 338 105 21 505 88 30 157 0 342 178 41 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 208 520 868 368 MaxVolume: 1088 919 731 1001 PedVolume: 0 0 0 0 AdjMaxVol: 1088 919 731 1001 ApproachVol: 443 614 188 560 ApproachDel: 5.6 11.4 6.6 8.1 Queue: 2.0 5.3 1.0 3.6 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 11-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #5 Avenida Bermudas (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.426 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 27.2 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 44 10 109 35 7 31 9 133 31 188 259 43 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 44 10 109 35 7 31 9 133 31 188 259 43 Added Vol: 21 86 102 113 97 49 43 109 19 101 125 119 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 65 96 211 148 104 80 52 242 50 289 384 162 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 PHF Volume: 67 99 218 153 107 82 54 249 52 298 396 167 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 67 99 218 153 107 82 54 249 52 298 396 167 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 67 99 218 153 107 82 54 249 52 298 396 167 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.55 1.00 0.85 0.69 0.94 0.94 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 1.00 1.00 1.00 0.57 0.43 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1025 1850 1573 1277 978 752 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.07 0.05 0.14 0.12 0.11 0.11 0.03 0.07 0.03 0.17 0.11 0.11 Crit Moves: **** **** **** Green/Cycle: 0.32 0.32 0.32 0.32 0.32 0.32 0.22 0.16 0.16 0.40 0.34 0.34 Volume/Cap: 0.20 0.16 0.43 0.37 0.34 0.34 0.14 0.43 0.21 0.43 0.32 0.32 Delay/Veh: 24.7 24.2 27.1 26.5 26.0 26.0 31.6 38.5 37.1 22.3 24.8 25.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 24.7 24.2 27.1 26.5 26.0 26.0 31.6 38.5 37.1 22.3 24.8 25.0 LOS by Move: C C C C C C C D D C C C HCM2kAvgQ: 2 2 5 4 5 5 1 4 2 7 5 4 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 12-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Ave Bermudas (NS) at Calle Sinaloa/Ave 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.605 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 35.5 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Ovl Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 1 0 0 1 1 0 0 1 0 1 0 2 0 1 2 0 2 0 1 Volume Module: Base Vol: 4 64 300 35 99 41 20 132 4 344 362 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 4 64 300 35 99 41 20 132 4 344 362 40 Added Vol: 0 132 0 16 149 88 78 38 0 0 43 18 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 4 196 300 51 248 129 98 170 4 344 405 58 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 4 204 313 53 258 134 102 177 4 358 422 60 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 4 204 313 53 258 134 102 177 4 358 422 60 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 4 204 313 53 258 134 102 177 4 358 422 60 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 1.00 0.85 0.95 0.95 0.95 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.02 0.98 1.00 1.00 0.66 0.34 1.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 37 1811 1573 1758 1155 601 1758 3700 1573 3515 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.20 0.03 0.22 0.22 0.06 0.05 0.00 0.10 0.11 0.04 Crit Moves: **** **** **** **** Green/Cycle: 0.19 0.19 0.35 0.37 0.37 0.37 0.10 0.12 0.12 0.17 0.19 0.19 Volume/Cap: 0.61 0.61 0.56 0.08 0.61 0.61 0.61 0.41 0.02 0.60 0.61 0.20 Delay/Veh: 40.4 40.4 27.3 20.6 27.2 27.2 49.5 41.7 39.3 40.3 38.7 34.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 40.4 40.4 27.3 20.6 27.2 27.2 49.5 41.7 39.3 40.3 38.7 34.6 LOS by Move: D D C C C C D D D D D C HCM2kAvgQ: 7 7 8 1 10 10 4 3 0 6 7 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 13-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Desert Club Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.765 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 39.0 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 0 1 0 1 0 1! 0 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 37 28 92 108 27 57 46 223 12 114 385 22 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 37 28 92 108 27 57 46 223 12 114 385 22 Added Vol: 0 0 157 161 0 49 43 281 0 153 296 162 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 37 28 249 269 27 106 89 504 12 267 681 184 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 39 29 259 280 28 110 93 525 13 278 709 192 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 39 29 259 280 28 110 93 525 13 278 709 192 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 39 29 259 280 28 110 93 525 13 278 709 192 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.87 0.87 0.93 0.93 0.93 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 0.10 0.90 1.50 0.10 0.40 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1758 162 1438 2584 174 681 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.18 0.18 0.11 0.16 0.16 0.05 0.14 0.01 0.16 0.19 0.12 Crit Moves **** **** **** **** Green/Cycle: 0.24 0.24 0.24 0.21 0.21 0.21 0.10 0.19 0.19 0.21 0.29 0.29 Volume/Cap: 0.09 0.76 0.76 0.51 0.76 0.76 0.50 0.76 0.04 0.76 0.67 0.42 Delay/Veh: 30.0 44.7 44.7 35.4 43.4 43.4 44.5 43.8 33.5 46.7 33.0 29.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 30.0 44.7 44.7 35.4 43.4 43.4 44.5 43.8 33.5 46.7 33.0 29.6 LOS by Move: C D D D D D D D C D C C HCM2kAvgQ: 1 10 10 6 10 10 3 10 0 10 11 5 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 14-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Desert Club Dr (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.361 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 18.9 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 0 1 0 0 1 0 0 1 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 0 3 2 43 0 71 36 431 0 7 675 50 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 3 2 43 0 71 36 431 0 7 675 50 Added Vol: 0 0 0 49 0 43 38 16 0 0 18 47 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 3 2 92 0 114 74 447 0 7 693 97 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 0 3 2 97 0 120 78 471 0 7 729 102 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 3 2 97 0 120 78 471 0 7 729 102 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 3 2 97 0 120 78 471 0 7 729 102 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.95 0.95 0.71 1.00 0.85 0.95 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 0.60 0.40 1.00 0.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 0 1050 700 1314 0 1573 1758 3700 1850 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.07 0.00 0.08 0.04 0.13 0.00 0.00 0.20 0.06 Crit Moves: **** **** **** Green/Cycle: 0.00 0.21 0.21 0.21 0.00 0.21 0.12 0.43 0.00 0.24 0.55 0.55 Volume/Cap: 0.00 0.01 0.01 0.35 0.00 0.36 0.36 0.29 0.00 0.02 0.36 0.12 Delay/Veh: 0.0 31.2 31.2 34.3 0.0 34.3 41.3 18.6 0.0 29.2 13.0 11.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 31.2 31.2 34.3 0.0 34.3 41.3 18.6 0.0 29.2 13.0 11.1 LOS by Move: A C C C A C D B A C B B HCM2kAvgQ: 0 0 0 3 0 3 3 5 0 0 6 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 15-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Washington St (NS) at Avenue 48 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.641 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 19.8 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 2 1 0 2 0 3 0 0 0 0 0 0 0 3 0 0 0 1 Volume Module: Base Vol: 0 1194 451 142 1210 0 0 0 0 530 0 205 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1194 451 142 1210 0 0 0 0 530 0 205 Added Vol: 0 217 109 0 248 0 0 0 0 101 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 1411 560 142 1458 0 0 0 0 631 0 205 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 1470 583 148 1519 0 0 0 0 657 0 214 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1470 583 148 1519 0 0 0 0 657 0 214 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 1470 583 148 1519 0 0 0 0 657 0 214 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.96 0.96 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 2.15 0.85 2.00 3.00 0.00 0.00 0.00 0.00 3.00 0.00 1.00 Final Sat.: 0 3802 1509 3515 5550 0 0 0 0 5273 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.39 0.39 0.04 0.27 0.00 0.00 0.00 0.00 0.12 0.00 0.14 Crit Moves: **** **** **** Green/Cycle: 0.00 0.60 0.60 0.07 0.53 0.00 0.00 0.00 0.00 0.21 0.00 0.21 Volume/Cap: 0.00 0.64 0.64 0.60 0.51 0.00 0.00 0.00 0.00 0.59 0.00 0.64 Delay/Veh: 0.0 13.5 13.5 49.3 15.2 0.0 0.0 0.0 0.0 36.5 0.0 40.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 13.5 13.5 49.3 15.2 0.0 0.0 0.0 0.0 36.5 0.0 40.4 LOS by Move: A B B D B A A A A D A D HCM2kAvgQ: 0 14 14 3 10 0 0 0 0 7 0 7 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 16-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Washington St (NS) at Eisenhower Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.507 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 20.4 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 1 0 3 0 1 2 0 1! 0 0 0 0 1! 0 0 Volume Module: Base Vol: 13 1023 12 37 1137 507 519 1 10 3 7 45 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 13 1023 12 37 1137 507 519 1 10 3 7 45 Added Vol: 0 325 0 0 349 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 13 1348 12 37 1486 507 519 1 10 3 7 45 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 PHF Volume: 13 1390 12 38 1532 523 535 1 10 3 7 46 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 13 1390 12 38 1532 523 535 1 10 3 7 46 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 13 1390 12 38 1532 523 535 1 10 3 7 46 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.95 0.95 0.89 0.89 0.89 Lanes: 1.00 3.00 1.00 1.00 3.00 1.00 2.94 0.01 0.05 0.05 0.13 0.82 Final Sat.: 1758 5550 1573 1758 5550 1573 5168 10 96 90 209 1343 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.25 0.01 0.02 0.28 0.33 0.10 0.11 0.11 0.03 0.03 0.03 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.45 0.45 0.13 0.50 0.70 0.20 0.20 0.20 0.07 0.07 0.07 Volume/Cap: 0.11 0.56 0.02 0.17 0.55 0.47 0.53 0.55 0.55 0.49 0.49 0.49 Delay/Veh: 44.0 20.6 15.4 39.5 17.3 7.1 36.5 36.8 36.8 48.1 48.1 48.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 44.0 20.6 15.4 39.5 17.3 7.1 36.5 36.8 36.8 48.1 48.1 48.1 LOS by Move: D C B D B A D D D D D D HCM2kAvgQ: 0 11 0 1 11 7 6 6 6 2 2 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 17-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Washington St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.526 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 23.2 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 2 0 2 1 0 1 0 1 1 0 2 0 1 0 1 Volume Module: Base Vol: 6 784 72 204 902 83 44 95 15 114 85 218 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 6 784 72 204 902 83 44 95 15 114 85 218 Added Vol: 0 375 133 0 393 0 0 2 0 135 2 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 6 1159 205 204 1295 83 44 97 15 249 87 218 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 PHF Volume: 6 1246 220 219 1392 89 47 104 16 268 94 234 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 6 1246 220 219 1392 89 47 104 16 268 94 234 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 6 1246 220 219 1392 89 47 104 16 268 94 234 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.98 0.98 0.95 0.99 0.99 0.95 0.98 0.98 0.95 1.00 0.85 Lanes: 1.00 2.55 0.45 2.00 2.82 0.18 1.00 1.73 0.27 2.00 1.00 1.00 Final Sat.: 1758 4612 816 3515 5169 331 1758 3140 486 3515 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.27 0.27 0.06 0.27 0.27 0.03 0.03 0.03 0.08 0.05 0.15 Crit Moves **** **** **** **** Green/Cycle: 0.13 0.51 0.51 0.12 0.50 0.50 0.10 0.07 0.07 0.14 0.12 0.24 Volume/Cap: 0.03 0.53 0.53 0.53 0.54 0.54 0.28 0.47 0.47 0.53 0.43 0.63 Delay/Veh: 38.1 16.7 16.7 42.8 17.5 17.5 43.0 46.1 46.1 40.8 42.3 37.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 38.1 16.7 16.7 42.8 17.5 17.5 43.0 46.1 46.1 40.8 42.3 37.9 LOS by Move: D B B D B B D D D D D D HCM2kAvgQ: 0 10 10 4 11 11 2 2 2 5 3 7 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 18-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Washington St (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.834 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 33.4 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 1 0 2 0 1 2 1 0 0 1 1 0 0 1 0 Volume Module: Base Vol: 39 393 46 35 532 322 309 110 46 29 59 43 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 39 393 46 35 532 322 309 110 46 29 59 43 Added Vol: 63 0 0 0 0 499 479 99 64 0 88 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 102 393 46 35 532 821 788 209 110 29 147 43 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 PHF Volume: 104 401 47 36 543 838 804 213 112 30 150 44 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 104 401 47 36 543 838 804 213 112 30 150 44 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 104 401 47 36 543 838 804 213 112 30 150 44 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.98 0.98 0.95 1.00 0.85 0.96 0.96 0.85 0.95 0.97 0.97 Lanes: 1.00 2.69 0.31 1.00 2.00 1.00 2.37 0.63 1.00 1.00 0.77 0.23 Final Sat.: 1758 4889 572 1758 3700 1573 4220 1119 1573 1758 1383 404 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.06 0.08 0.08 0.02 0.15 0.53 0.19 0.19 0.07 0.02 0.11 0.11 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.26 0.26 0.22 0.41 0.64 0.23 0.23 0.23 0.13 0.13 0.13 Volume/Cap: 0.83 0.32 0.32 0.09 0.36 0.83 0.83 0.83 0.31 0.13 0.83 0.83 Delay/Veh: 81.8 30.0 30.0 31.0 20.5 20.1 41.9 41.9 32.5 38.7 64.5 64.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 81.8 30.0 30.0 31.0 20.5 20.1 41.9 41.9 32.5 38.7 64.5 64.5 LOS by Move: F C C C C C D D C D E E HCM2kAvgQ: 5 4 4 1 6 22 13 13 3 1 8 8 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 19-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 2.0 Worst Case Level Of Service: C[ 21.1] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 1 0 2 1 0 0 0 1! 0 0 0 0 0 0 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 15 394 0 12 602 44 72 0 39 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 15 394 0 12 602 44 72 0 39 0 0 0 Added Vol: 4 63 0 0 64 0 0 0 3 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 19 457 0 12 666 44 72 0 42 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 20 476 0 13 694 46 75 0 44 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 20 476 0 13 694 46 75 0 44 0 0 0 --------------------------- --------------- --------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx 4.1 xxxx xxxxx 6.8 6.5 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx 2.2 xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx --------------------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: 740 xxxx xxxxx 476 xxxx xxxxx 940 1257 254 xxxx xxxx xxxxx Potent Cap.: 876 xxxx xxxxx 1097 xxxx xxxxx 266 173 751 xxxx xxxx xxxxx Move Cap.: 876 xxxx xxxxx 1097 xxxx xxxxx 259 167 751 xxxx xxxx xxxxx Volume/Cap: 0.02 xxxx xxxx 0.01 xxxx xxxx 0.29 0.00 0.06 xxxx xxxx xxxx ------------ I --------------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: 0.1 xxxx xxxxx 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 9.2 xxxx xxxxx 8.3 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 341 xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 1.5 xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 21.1 xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * C ApproachDel: xxxxxx xxxxxx 21.1 xxxxxx ApproachLOS: * * C ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 20-1 LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #14 Washington St (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.349 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 25.1 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Ovl Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 1! 0 0 1 1 0 0 2 2 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 6 15 10 223 12 406 241 226 0 13 320 153 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 6 15 10 223 12 406 241 226 0 13 320 153 Added Vol: 0 0 0 67 0 0 0 65 0 0 64 68 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 6 15 10 290 12 406 241 291 0 13 384 221 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 6 16 11 309 13 432 256 310 0 14 409 235 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 6 16 11 309 13 432 256 310 0 14 409 235 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 6 16 11 309 13 432 256 310 0 14 409 235 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.95 0.95 0.95 0.95 0.85 0.95 1.00 1.00 0.95 1.00 0.85 Lanes: 0.19 0.49 0.32 1.92 0.08 2.00 2.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 339 847 565 3390 140 3145 3515 3700 1850 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.02 0.02 0.09 0.09 0.14 0.07 0.08 0.00 0.01 0.11 0.15 Crit Moves **** **** **** **** Green/Cycle: 0.07 0.07 0.07 0.26 0.26 0.46 0.20 0.28 0.00 0.23 0.31 0.57 Volume/Cap: 0.27 0.27 0.27 0.36 0.36 0.30 0.36 0.30 0.00 0.03 0.36 0.26 Delay/Veh: 45.3 45.3 45.3 30.7 30.7 17.0 34.4 28.4 0.0 29.6 27.0 11.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 45.3 45.3 45.3 30.7 30.7 17.0 34.4 28.4 0.0 29.6 27.0 11.3 LOS by Move: D D D C C B C C A C C B HCM2kAvgQ: 1 1 1 4 4 4 4 4 0 0 5 4 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 21-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #15 Jefferson St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.563 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 34.8 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 2 0 1 1 0 1 0 1 Volume Module: Base Vol: 47 614 66 189 531 116 162 252 40 94 215 161 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 47 614 66 189 531 116 162 252 40 94 215 161 Added Vol: 0 3 0 0 4 66 66 69 0 0 71 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 47 617 66 189 535 182 228 321 40 94 286 161 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 49 649 69 199 563 192 240 338 42 99 301 169 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 49 649 69 199 563 192 240 338 42 99 301 169 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 49 649 69 199 563 192 240 338 42 99 301 169 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 Final Sat.: 1758 5550 1573 3515 5550 1573 1758 3700 1573 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.12 0.04 0.06 0.10 0.12 0.14 0.09 0.03 0.06 0.16 0.11 Crit Moves **** **** **** **** Green/Cycle: 0.11 0.21 0.21 0.10 0.20 0.20 0.24 0.30 0.30 0.23 0.29 0.29 Volume/Cap: 0.25 0.56 0.21 0.56 0.52 0.62 0.56 0.30 0.09 0.24 0.56 0.37 Delay/Veh: 41.2 36.2 33.2 45.0 36.4 40.7 35.0 27.0 25.2 31.7 31.6 28.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 41.2 36.2 33.2 45.0 36.4 40.7 35.0 27.0 25.2 31.7 31.6 28.8 LOS by Move: D D C D D D C C C C C C HCM2kAvgQ: 2 7 2 4 6 6 7 4 1 3 8 4 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Wed Apr 6, 2016 10:54:11 Page 22-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Existing Plus Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #16 Jefferson St (NS) at Avenue 52 (EW) ******************************************************************************** Average Delay (sec/veh): 8.6 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 137 387 179 86 376 116 37 221 179 12 217 178 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 137 387 179 86 376 116 37 221 179 12 217 178 Added Vol: 44 0 0 0 0 4 3 79 50 0 84 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 181 387 179 86 376 120 40 300 229 12 301 178 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.92 0.92 0.00 0.92 0.92 0.00 0.92 0.92 0.00 0.92 0.92 0.00 PHF Volume: 197 421 0 93 409 0 43 326 0 13 327 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 197 421 0 93 409 0 43 326 0 13 327 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 197 421 0 93 409 0 43 326 0 13 327 0 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 197 421 0 93 409 0 43 326 0 13 327 0 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 197 421 0 93 409 0 43 326 0 13 327 0 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 463 537 515 661 MaxVolume: 950 910 922 843 PedVolume: 0 0 0 0 AdjMaxVol: 950 910 922 843 ApproachVol: 617 502 370 340 ApproachDel: 10.5 8.7 6.5 7.1 Queue: 5.0 3.5 2.0 2.0 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Interim Year Without Prosect Default Scenario Fri Apr 8, 2016 13:47:50 Page 7-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Eisenhower Dr (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.398 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 18.8 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 Volume Module: Base Vol: 28 847 92 47 400 33 26 21 7 62 20 57 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 28 847 92 47 400 33 26 21 7 62 20 57 Added Vol: 0 6 11 10 3 0 0 0 0 7 0 7 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 28 853 103 57 403 33 26 21 7 69 20 64 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 29 898 108 60 424 35 27 22 7 73 21 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 29 898 108 60 424 35 27 22 7 73 21 67 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 29 898 108 60 424 35 27 22 7 73 21 67 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.96 0.96 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.75 0.25 1.00 1.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 1573 1758 1336 445 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.24 0.07 0.03 0.11 0.02 0.02 0.02 0.02 0.04 0.01 0.04 Crit Moves **** **** **** **** Green/Cycle: 0.25 0.59 0.59 0.08 0.42 0.42 0.09 0.07 0.07 0.10 0.09 0.09 Volume/Cap: 0.07 0.41 0.12 0.41 0.28 0.05 0.18 0.24 0.24 0.41 0.13 0.50 Delay/Veh: 28.4 11.4 9.2 45.5 19.4 17.5 43.1 45.0 45.0 43.8 42.7 46.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 28.4 11.4 9.2 45.5 19.4 17.5 43.1 45.0 45.0 43.8 42.7 46.8 LOS by Move: C B A D B B D D D D D D HCM2kAvgQ: 1 7 1 2 4 1 1 1 1 3 1 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:47:50 Page 8-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Eisenhower Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.473 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 22.5 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 0 0 0 1 0 0 1 Volume Module: Base Vol: 4 748 62 30 212 2 3 0 0 142 4 73 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 4 748 62 30 212 2 3 0 0 142 4 73 Added Vol: 0 4 2 1 2 0 0 0 0 1 0 2 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 4 752 64 31 214 2 3 0 0 143 4 75 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 PHF Volume: 5 917 78 38 261 2 4 0 0 174 5 91 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 5 917 78 38 261 2 4 0 0 174 5 91 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 5 917 78 38 261 2 4 0 0 174 5 91 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.85 Lanes: 1.00 1.84 0.16 1.00 1.98 0.02 1.00 0.00 0.00 0.97 0.03 1.00 Final Sat.: 1758 3369 287 1758 3662 34 1758 0 0 1717 48 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.27 0.27 0.02 0.07 0.07 0.00 0.00 0.00 0.10 0.10 0.06 Crit Moves **** **** **** **** Green/Cycle: 0.29 0.51 0.51 0.07 0.29 0.29 0.07 0.00 0.00 0.19 0.19 0.26 Volume/Cap: 0.01 0.53 0.53 0.31 0.24 0.24 0.03 0.00 0.00 0.53 0.53 0.22 Delay/Veh: 25.5 16.8 16.8 45.6 27.1 27.1 43.4 0.0 0.0 38.2 38.2 29.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 25.5 16.8 16.8 45.6 27.1 27.1 43.4 0.0 0.0 38.2 38.2 29.3 LOS by Move: C B B D C C D A A D D C HCM2kAvgQ: 0 10 10 1 3 3 0 0 0 6 6 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:47:50 Page 9-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4 -Way Stop Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.752 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 23.2 Optimal Cycle: 0 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Ignore Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 10 562 0 0 243 112 267 0 24 14 5 11 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 10 562 0 0 243 112 267 0 24 14 5 11 Added Vol: 0 0 0 0 0 2 5 0 0 2 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 10 562 0 0 243 114 272 0 24 16 5 11 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.81 0.81 0.00 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 PHF Volume: 12 694 0 0 300 141 336 0 30 20 6 14 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 12 694 0 0 300 141 336 0 30 20 6 14 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 12 694 0 0 300 141 336 0 30 20 6 14 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.36 0.64 0.91 0.01 0.08 0.76 0.24 1.00 Final Sat.: 452 977 532 421 624 305 447 0 39 290 91 430 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.71 0.00 0.00 0.48 0.46 0.75 0.00 0.75 0.07 0.07 0.03 Crit Moves **** **** **** **** Delay/Veh: 10.7 25.5 0.0 0.0 17.0 15.9 28.6 28.6 28.6 11.9 11.9 10.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 10.7 25.5 0.0 0.0 17.0 15.9 28.6 28.6 28.6 11.9 11.9 10.5 LOS by Move: B D * * C C D D D B B B ApproachDel: 25.3 16.6 28.6 11.4 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 25.3 16.6 28.6 11.4 LOS by Appr: D C D B AllWayAvgQ: 0.0 2.1 0.0 0.0 0.9 0.8 2.5 2.5 2.5 0.1 0.1 0.0 ******************************************************************************** Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:47:50 Page 10-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Eisenhower Dr (NS) at Calle Sinaloa (EW) ******************************************************************************** Average Delay (sec/veh): 8.8 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 0 585 145 20 237 28 1 200 0 115 65 44 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 585 145 20 237 28 1 200 0 115 65 44 Added Vol: 0 0 3 0 1 1 0 4 0 5 7 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 585 148 20 238 29 1 204 0 120 72 44 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Volume: 0 636 161 22 259 32 1 222 0 130 78 48 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 636 161 22 259 32 1 222 0 130 78 48 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 636 161 22 259 32 1 222 0 130 78 48 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 0 636 161 22 259 32 1 222 0 130 78 48 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 0 636 161 22 259 32 1 222 0 130 78 48 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 245 209 411 637 MaxVolume: 1068 1087 978 856 PedVolume: 0 0 0 0 AdjMaxVol: 1068 1087 978 856 ApproachVol: 797 312 223 257 ApproachDel: 12.5 4.6 4.8 6.0 Queue: 7.3 1.2 0.9 1.3 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:47:50 Page 11-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #5 Avenida Bermudas (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.214 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 27.3 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 43 1 98 1 0 11 23 127 14 126 193 37 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 43 1 98 1 0 11 23 127 14 126 193 37 Added Vol: 2 0 4 0 0 0 0 1 1 0 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 45 1 102 1 0 11 23 128 15 126 194 37 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 PHF Volume: 49 1 112 1 0 12 25 141 16 138 213 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 49 1 112 1 0 12 25 141 16 138 213 41 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 49 1 112 1 0 12 25 141 16 138 213 41 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.76 1.00 0.85 0.77 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 1.00 1.00 1.00 0.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1404 1850 1573 1421 0 1573 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.00 0.07 0.00 0.00 0.01 0.01 0.04 0.01 0.08 0.06 0.03 Crit Moves: **** **** **** Green/Cycle: 0.33 0.33 0.33 0.33 0.00 0.33 0.27 0.18 0.18 0.37 0.27 0.27 Volume/Cap: 0.11 0.00 0.21 0.00 0.00 0.02 0.05 0.21 0.06 0.21 0.21 0.09 Delay/Veh: 23.1 22.2 24.1 22.2 0.0 22.4 26.8 35.3 34.2 21.8 28.1 27.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 23.1 22.2 24.1 22.2 0.0 22.4 26.8 35.3 34.2 21.8 28.1 27.2 LOS by Move: C C C C A C C D C C C C HCM2kAvgQ: 1 0 3 0 0 0 1 2 0 3 3 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:47:50 Page 12-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Ave Bermudas (NS) at Calle Sinaloa/Ave 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.906 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 45.6 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Ovl Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 1 0 0 1 1 0 0 1 0 1 0 2 0 1 2 0 2 0 1 Volume Module: Base Vol: 11 106 947 30 27 9 27 332 3 192 200 20 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 11 106 947 30 27 9 27 332 3 192 200 20 Added Vol: 0 3 36 1 7 10 5 2 0 23 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 11 109 983 31 34 19 32 334 3 215 201 20 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 PHF Volume: 11 111 1003 32 35 19 33 341 3 219 205 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 11 111 1003 32 35 19 33 341 3 219 205 20 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 11 111 1003 32 35 19 33 341 3 219 205 20 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 1.00 0.85 0.95 0.95 0.95 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.09 0.91 1.00 1.00 0.64 0.36 1.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 169 1672 1573 1758 1123 627 1758 3700 1573 3515 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.07 0.07 0.64 0.02 0.03 0.03 0.02 0.09 0.00 0.06 0.06 0.01 Crit Moves **** **** **** **** Green/Cycle: 0.60 0.60 0.67 0.07 0.07 0.07 0.08 0.10 0.10 0.07 0.08 0.08 Volume/Cap: 0.11 0.11 0.95 0.26 0.44 0.44 0.22 0.94 0.02 0.89 0.66 0.15 Delay/Veh: 8.5 8.5 31.6 45.1 47.2 47.2 43.5 77.6 40.8 76.7 49.7 43.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 8.5 8.5 31.6 45.1 47.2 47.2 43.5 77.6 40.8 76.7 49.7 43.1 LOS by Move: A A C D D D D E D E D D HCM2kAvgQ: 2 2 34 1 2 2 1 9 0 6 4 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:47:50 Page 13-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Desert Club Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.501 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 35.1 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 0 1 0 1 0 1! 0 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 13 95 46 210 57 86 104 136 2 63 240 112 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 13 95 46 210 57 86 104 136 2 63 240 112 Added Vol: 0 3 16 3 2 1 1 4 0 8 0 1 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 13 98 62 213 59 87 105 140 2 71 240 113 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 PHF Volume: 15 114 72 248 69 101 122 163 2 83 279 131 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 15 114 72 248 69 101 122 163 2 83 279 131 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 15 114 72 248 69 101 122 163 2 83 279 131 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.94 0.94 0.94 0.94 0.94 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 0.61 0.39 1.43 0.23 0.34 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1758 1067 675 2462 405 597 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.11 0.11 0.10 0.17 0.17 0.07 0.04 0.00 0.05 0.08 0.08 Crit Moves **** **** **** **** Green/Cycle: 0.21 0.21 0.21 0.34 0.34 0.34 0.14 0.14 0.14 0.14 0.15 0.15 Volume/Cap: 0.04 0.50 0.50 0.30 0.50 0.50 0.50 0.30 0.01 0.33 0.50 0.56 Delay/Veh: 31.3 35.8 35.8 24.5 26.9 26.9 41.5 38.6 36.7 39.1 39.8 42.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 31.3 35.8 35.8 24.5 26.9 26.9 41.5 38.6 36.7 39.1 39.8 42.3 LOS by Move: C D D C C C D D D D D D HCM2kAvgQ: 0 6 6 4 7 7 4 2 0 3 5 5 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:47:50 Page 14-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Desert Club Dr (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.437 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 10.7 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 1 0 0 0 0 1 0 0 1 1 0 2 0 1 1 0 2 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 1 10 0 15 11 39 70 1181 1 18 373 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 1 10 0 15 11 39 70 1181 1 18 373 35 Added Vol: 0 0 0 17 0 2 3 36 0 0 22 10 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 1 10 0 32 11 41 73 1217 1 18 395 45 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 1 10 0 33 11 43 76 1268 1 19 411 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 10 0 33 11 43 76 1268 1 19 411 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 1 10 0 33 11 43 76 1268 1 19 411 47 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.97 0.97 1.00 0.76 0.76 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.09 0.91 0.00 0.74 0.26 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 164 1636 0 1052 362 1573 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.01 0.00 0.03 0.03 0.03 0.04 0.34 0.00 0.01 0.11 0.03 Crit Moves: **** **** **** Green/Cycle: 0.07 0.07 0.00 0.07 0.07 0.07 0.31 0.74 0.74 0.07 0.50 0.50 Volume/Cap: 0.09 0.09 0.00 0.45 0.45 0.39 0.14 0.46 0.00 0.15 0.22 0.06 Delay/Veh: 43.8 43.8 0.0 47.9 47.9 46.7 24.8 5.3 3.4 44.3 14.3 13.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 43.8 43.8 0.0 47.9 47.9 46.7 24.8 5.3 3.4 44.3 14.3 13.1 LOS by Move: D D A D D D C A A D B B HCM2kAvgQ: 0 0 0 2 2 2 2 8 0 1 4 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:47:50 Page 15-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Washington St (NS) at Avenue 48 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.911 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 29.8 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 2 1 0 2 0 3 0 0 0 0 0 0 0 3 0 0 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 0 1988 600 60 921 0 0 0 0 469 0 285 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1988 600 60 921 0 0 0 0 469 0 285 Added Vol: 0 121 12 0 101 0 0 0 0 7 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 2109 612 60 1022 0 0 0 0 476 0 285 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Volume: 0 2397 695 68 1161 0 0 0 0 541 0 324 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 2397 695 68 1161 0 0 0 0 541 0 324 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 2397 695 68 1161 0 0 0 0 541 0 324 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.97 0.97 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 2.33 0.67 2.00 3.00 0.00 0.00 0.00 0.00 3.00 0.00 1.00 Final Sat.: 0 4155 1206 3515 5550 0 0 0 0 5273 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.58 0.58 0.02 0.21 0.00 0.00 0.00 0.00 0.10 0.00 0.21 Crit Moves: **** **** **** Green/Cycle: 0.00 0.60 0.60 0.07 0.50 0.00 0.00 0.00 0.00 0.21 0.00 0.21 Volume/Cap: 0.00 0.97 0.97 0.28 0.42 0.00 0.00 0.00 0.00 0.48 0.00 0.97 Delay/Veh: 0.0 28.6 28.6 44.7 15.9 0.0 0.0 0.0 0.0 34.8 0.0 79.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 28.6 28.6 44.7 15.9 0.0 0.0 0.0 0.0 34.8 0.0 79.0 LOS by Move: A C C D B A A A A C A E HCM2kAvgQ: 0 37 37 1 8 0 0 0 0 5 0 15 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:47:50 Page 16-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Washington St (NS) at Eisenhower Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.692 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 25.5 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 1 0 3 0 1 2 0 1! 0 0 0 0 1! 0 0 Volume Module: Base Vol: 13 1714 8 28 879 435 791 4 8 3 2 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 13 1714 8 28 879 435 791 4 8 3 2 15 Added Vol: 7 112 0 0 96 12 21 0 10 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 20 1826 8 28 975 447 812 4 18 3 2 15 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 22 2029 9 31 1083 497 902 4 20 3 2 17 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 2029 9 31 1083 497 902 4 20 3 2 17 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 2029 9 31 1083 497 902 4 20 3 2 17 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.95 0.95 0.89 0.89 0.89 Lanes: 1.00 3.00 1.00 1.00 3.00 1.00 2.93 0.01 0.06 0.15 0.10 0.75 Final Sat.: 1758 5550 1573 1758 5550 1573 5147 24 108 248 165 1239 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.37 0.01 0.02 0.20 0.32 0.18 0.18 0.18 0.01 0.01 0.01 Crit Moves **** **** **** **** Green/Cycle: 0.14 0.46 0.46 0.07 0.39 0.63 0.24 0.24 0.24 0.07 0.07 0.07 Volume/Cap: 0.09 0.79 0.01 0.25 0.50 0.50 0.75 0.79 0.79 0.19 0.19 0.19 Delay/Veh: 37.5 24.2 14.4 45.1 23.0 10.5 38.0 39.5 39.5 44.6 44.6 44.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 37.5 24.2 14.4 45.1 23.0 10.5 38.0 39.5 39.5 44.6 44.6 44.6 LOS by Move: D C B D C B D D D D D D HCM2kAvgQ: 1 19 0 1 9 8 10 11 11 1 1 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:47:50 Page 17-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Washington St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.773 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 32.3 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 2 0 2 1 0 1 0 1 1 0 2 0 1 0 1 ------------ I --------------- --------------- --------------- ---------------� Volume Module: Base Vol: 19 1205 88 139 721 49 42 119 15 104 136 403 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 19 1205 88 139 721 49 42 119 15 104 136 403 Added Vol: 49 115 17 61 56 0 0 31 0 3 6 9 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 68 1320 105 200 777 49 42 150 15 107 142 412 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 PHF Volume: 81 1571 125 238 925 58 50 179 18 127 169 490 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 81 1571 125 238 925 58 50 179 18 127 169 490 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 81 1571 125 238 925 58 50 179 18 127 169 490 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 0.99 0.99 0.95 0.99 0.99 0.95 1.00 0.85 Lanes: 1.00 2.78 0.22 2.00 2.82 0.18 1.00 1.82 0.18 2.00 1.00 1.00 Final Sat.: 1758 5085 404 3515 5174 326 1758 3317 332 3515 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.05 0.31 0.31 0.07 0.18 0.18 0.03 0.05 0.05 0.04 0.09 0.31 Crit Moves **** **** **** **** Green/Cycle: 0.13 0.38 0.38 0.08 0.34 0.34 0.07 0.19 0.19 0.19 0.30 0.39 Volume/Cap: 0.35 0.80 0.80 0.80 0.53 0.53 0.41 0.29 0.29 0.20 0.30 0.81 Delay/Veh: 40.4 29.7 29.7 59.6 27.1 27.1 46.7 35.3 35.3 34.6 27.2 35.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 40.4 29.7 29.7 59.6 27.1 27.1 46.7 35.3 35.3 34.6 27.2 35.5 LOS by Move: D C C E C C D D D C C D HCM2kAvgQ: 3 17 17 6 8 8 2 3 3 2 4 16 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:47:50 Page 18-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Washington St (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.509 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 25.0 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 1 0 2 0 1 2 1 0 0 1 1 0 0 1 0 Volume Module: Base Vol: 35 908 133 25 556 218 216 72 16 48 75 61 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 35 908 133 25 556 218 216 72 16 48 75 61 Added Vol: 1 108 0 7 68 18 28 5 1 0 3 11 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 36 1016 133 32 624 236 244 77 17 48 78 72 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Volume: 41 1155 151 36 709 268 277 88 19 55 89 82 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 1155 151 36 709 268 277 88 19 55 89 82 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 41 1155 151 36 709 268 277 88 19 55 89 82 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.98 0.98 0.95 1.00 0.85 0.96 0.96 0.85 0.95 0.93 0.93 Lanes: 1.00 2.65 0.35 1.00 2.00 1.00 2.28 0.72 1.00 1.00 0.52 0.48 Final Sat.: 1758 4824 632 1758 3700 1573 4063 1282 1573 1758 893 824 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.24 0.24 0.02 0.19 0.17 0.07 0.07 0.01 0.03 0.10 0.10 Crit Moves **** **** **** **** Green/Cycle: 0.14 0.45 0.45 0.07 0.38 0.51 0.13 0.13 0.13 0.19 0.19 0.19 Volume/Cap: 0.17 0.53 0.53 0.30 0.50 0.33 0.53 0.53 0.10 0.17 0.53 0.53 Delay/Veh: 38.2 19.9 19.9 45.5 23.8 14.6 41.5 41.5 38.6 34.3 38.3 38.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 38.2 19.9 19.9 45.5 23.8 14.6 41.5 41.5 38.6 34.3 38.3 38.3 LOS by Move: D B B D C B D D D C D D HCM2kAvgQ: 1 10 10 1 8 5 4 4 1 1 5 5 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:47:51 Page 19-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 1.2 Worst Case Level Of Service: D[ 32.5] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 1 0 2 1 0 0 0 1! 0 0 0 0 0 0 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 56 1024 0 2 546 65 40 0 14 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 56 1024 0 2 546 65 40 0 14 0 0 0 Added Vol: 0 107 0 0 68 1 2 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 56 1131 0 2 614 66 42 0 14 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 62 1257 0 2 682 73 47 0 16 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 62 1257 0 2 682 73 47 0 16 0 0 0 --------------------------- --------------- --------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx 4.1 xxxx xxxxx 6.8 6.5 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx 2.2 xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx --------------------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: 756 xxxx xxxxx 1257 xxxx xxxxx 1267 2104 264 xxxx xxxx xxxxx Potent Cap.: 864 xxxx xxxxx 560 xxxx xxxxx 163 52 740 xxxx xxxx xxxxx Move Cap.: 864 xxxx xxxxx 560 xxxx xxxxx 154 48 740 xxxx xxxx xxxxx Volume/Cap: 0.07 xxxx xxxx 0.00 xxxx xxxx 0.30 0.00 0.02 xxxx xxxx xxxx ------------ I --------------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: 0.2 xxxx xxxxx 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 9.5 xxxx xxxxx 11.5 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 192 xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 1.3 xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 32.5 xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * D ApproachDel: xxxxxx xxxxxx 32.5 xxxxxx ApproachLOS: * * D ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:47:51 Page 20-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #14 Washington St (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.666 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 28.0 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Ovl Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 1! 0 0 1 1 0 0 2 2 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 6 33 11 314 12 247 752 425 1 37 179 324 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 6 33 11 314 12 247 752 425 1 37 179 324 Added Vol: 0 0 0 46 0 22 35 18 0 0 10 72 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 6 33 11 360 12 269 787 443 1 37 189 396 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 7 37 12 400 13 299 874 492 1 41 210 440 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 7 37 12 400 13 299 874 492 1 41 210 440 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 7 37 12 400 13 299 874 492 1 41 210 440 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.96 0.96 0.96 0.95 0.95 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.12 0.66 0.22 1.94 0.06 2.00 2.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 214 1177 392 3416 114 3145 3515 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.03 0.03 0.12 0.12 0.10 0.25 0.13 0.00 0.02 0.06 0.28 Crit Moves **** **** **** **** Green/Cycle: 0.07 0.07 0.07 0.17 0.17 0.53 0.36 0.39 0.39 0.21 0.24 0.41 Volume/Cap: 0.44 0.44 0.44 0.69 0.69 0.18 0.69 0.34 0.00 0.11 0.24 0.69 Delay/Veh: 47.2 47.2 47.2 42.3 42.3 12.1 28.6 21.4 18.5 32.4 31.0 27.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 47.2 47.2 47.2 42.3 42.3 12.1 28.6 21.4 18.5 32.4 31.0 27.5 LOS by Move: D D D D D B C C B C C C HCM2kAvgQ: 2 2 2 7 7 2 12 5 0 1 3 12 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:47:51 Page 21-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #15 Jefferson St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.750 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 38.2 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 2 0 1 1 0 1 0 1 Volume Module: Base Vol: 36 675 55 174 702 242 188 231 35 103 332 263 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 36 675 55 174 702 242 188 231 35 103 332 263 Added Vol: 20 234 2 11 214 24 33 46 14 5 49 33 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 56 909 57 185 916 266 221 277 49 108 381 296 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 PHF Volume: 64 1045 66 213 1053 306 254 318 56 124 438 340 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 64 1045 66 213 1053 306 254 318 56 124 438 340 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 64 1045 66 213 1053 306 254 318 56 124 438 340 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 Final Sat.: 1758 5550 1573 3515 5550 1573 1758 3700 1573 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.19 0.04 0.06 0.19 0.19 0.14 0.09 0.04 0.07 0.24 0.22 Crit Moves **** **** **** **** Green/Cycle: 0.09 0.25 0.25 0.08 0.24 0.24 0.19 0.28 0.28 0.23 0.32 0.32 Volume/Cap: 0.42 0.75 0.17 0.75 0.78 0.80 0.75 0.31 0.13 0.31 0.75 0.69 Delay/Veh: 45.0 36.9 29.5 55.6 38.2 46.6 47.1 28.6 27.1 32.4 36.1 33.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 45.0 36.9 29.5 55.6 38.2 46.6 47.1 28.6 27.1 32.4 36.1 33.9 LOS by Move: D D C E D D D C C C D C HCM2kAvgQ: 2 11 2 5 12 11 9 4 1 3 14 10 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:47:51 Page 22-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #16 Jefferson St (NS) at Avenue 52 (EW) ******************************************************************************** Average Delay (sec/veh): 53.0 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 183 422 232 150 527 100 65 258 225 28 337 273 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 183 422 232 150 527 100 65 258 225 28 337 273 Added Vol: 1 124 19 34 175 4 0 3 3 27 1 100 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 184 546 251 184 702 104 65 261 228 55 338 373 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.89 0.89 0.00 0.89 0.89 0.00 0.89 0.89 0.00 0.89 0.89 0.00 PHF Volume: 207 613 0 207 789 0 73 293 0 62 380 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 207 613 0 207 789 0 73 293 0 62 380 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 207 613 0 207 789 0 73 293 0 62 380 0 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 207 613 0 207 789 0 73 293 0 62 380 0 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 207 613 0 207 789 0 73 293 0 62 380 0 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 573 648 1057 893 MaxVolume: 891 850 629 718 PedVolume: 0 0 0 0 AdjMaxVol: 891 850 629 718 ApproachVol: 820 996 366 442 ApproachDel: 30.9 103.8 13.4 12.7 Queue: 13.7 30.5 3.8 4.3 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 7-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Eisenhower Dr (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.350 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 22.8 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 Volume Module: Base Vol: 19 504 54 60 599 57 62 16 12 76 16 64 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 19 504 54 60 599 57 62 16 12 76 16 64 Added Vol: 0 5 10 10 7 0 0 0 0 14 0 13 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 19 509 64 70 606 57 62 16 12 90 16 77 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Volume: 22 578 73 80 689 65 70 18 14 102 18 88 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 578 73 80 689 65 70 18 14 102 18 88 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 578 73 80 689 65 70 18 14 102 18 88 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.94 0.94 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.57 0.43 1.00 1.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 1573 1758 989 742 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.16 0.05 0.05 0.19 0.04 0.04 0.02 0.02 0.06 0.01 0.06 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.40 0.40 0.18 0.51 0.51 0.11 0.13 0.13 0.13 0.15 0.15 Volume/Cap: 0.18 0.39 0.12 0.25 0.37 0.08 0.37 0.14 0.14 0.45 0.06 0.37 Delay/Veh: 44.5 21.5 19.0 35.7 15.0 12.6 42.5 38.8 38.8 41.5 36.4 39.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 44.5 21.5 19.0 35.7 15.0 12.6 42.5 38.8 38.8 41.5 36.4 39.0 LOS by Move: D C B D B B D D D D D D HCM2kAvgQ: 1 6 1 2 6 1 2 1 1 3 1 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 8-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Eisenhower Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.479 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 28.5 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 1 0 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 1 441 68 45 379 0 2 0 8 283 0 95 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 1 441 68 45 379 0 2 0 8 283 0 95 Added Vol: 0 3 3 4 5 0 0 0 0 2 0 3 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 1 444 71 49 384 0 2 0 8 285 0 98 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 PHF Volume: 1 529 85 58 457 0 2 0 10 339 0 117 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 529 85 58 457 0 2 0 10 339 0 117 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 1 529 85 58 457 0 2 0 10 339 0 117 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.98 0.98 0.95 1.00 1.00 0.88 1.00 0.88 0.95 1.00 0.85 Lanes: 1.00 1.72 0.28 1.00 2.00 0.00 0.20 0.00 0.80 1.00 0.00 1.00 Final Sat.: 1758 3123 499 1758 3700 0 327 0 1307 1761 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.17 0.17 0.03 0.12 0.00 0.01 0.00 0.01 0.19 0.00 0.07 Crit Moves **** **** **** **** Green/Cycle: 0.14 0.33 0.33 0.07 0.25 0.00 0.07 0.00 0.07 0.37 0.00 0.44 Volume/Cap: 0.00 0.52 0.52 0.47 0.49 0.00 0.10 0.00 0.10 0.52 0.00 0.17 Delay/Veh: 36.7 27.6 27.6 47.6 32.2 0.0 44.0 0.0 44.0 25.1 0.0 16.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 36.7 27.6 27.6 47.6 32.2 0.0 44.0 0.0 44.0 25.1 0.0 16.9 LOS by Move: D C C D C A D A D C A B HCM2kAvgQ: 0 8 8 2 6 0 0 0 0 8 0 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 9-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM 4 -Way Stop Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.640 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 16.2 Optimal Cycle: 0 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Ignore Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 23 317 2 2 457 195 139 0 25 49 25 37 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 23 317 2 2 457 195 139 0 25 49 25 37 Added Vol: 0 1 0 0 0 7 4 0 0 1 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 23 318 2 2 457 202 143 0 25 50 25 37 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.94 0.94 0.00 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 24 338 0 2 486 215 152 0 27 53 27 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 338 0 2 486 215 152 0 27 53 27 39 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 338 0 2 486 215 152 0 27 53 27 39 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.39 0.61 0.85 0.00 0.15 0.67 0.33 1.00 Final Sat.: 448 963 526 494 759 352 404 0 71 288 144 491 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.05 0.35 0.00 0.00 0.64 0.61 0.38 xxxx 0.38 0.18 0.18 0.08 Crit Moves **** **** **** **** Delay/Veh: 10.8 13.5 0.0 9.8 19.7 17.8 14.3 0.0 14.3 12.1 12.1 10.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 10.8 13.5 0.0 9.8 19.7 17.8 14.3 0.0 14.3 12.1 12.1 10.0 LOS by Move: B B * A C C B * B B B B ApproachDel: 13.3 19.1 14.3 11.4 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 13.3 19.1 14.3 11.4 LOS by Appr: B C B B AllWayAvgQ: 0.1 0.5 0.0 0.0 1.7 1.4 0.5 0.5 0.5 0.2 0.2 0.1 ******************************************************************************** Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 10-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Eisenhower Dr (NS) at Calle Sinaloa (EW) ******************************************************************************** Average Delay (sec/veh): 6.6 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 0 290 65 26 442 60 0 75 0 294 90 50 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 290 65 26 442 60 0 75 0 294 90 50 Added Vol: 0 1 7 0 0 0 1 9 0 6 8 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 291 72 26 442 60 1 84 0 300 98 50 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 303 75 27 460 63 1 88 0 313 102 52 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 303 75 27 460 63 1 88 0 313 102 52 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 303 75 27 460 63 1 88 0 313 102 52 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 0 303 75 27 460 63 1 88 0 313 102 52 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 0 303 75 27 460 63 1 88 0 313 102 52 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 116 415 800 304 MaxVolume: 1138 976 768 1036 PedVolume: 0 0 0 0 AdjMaxVol: 1138 976 768 1036 ApproachVol: 378 550 89 467 ApproachDel: 4.7 8.3 5.3 6.3 Queue: 1.5 3.6 0.4 2.4 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 11-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #5 Avenida Bermudas (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.264 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 26.6 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 45 10 115 37 7 32 9 138 32 197 274 44 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 45 10 115 37 7 32 9 138 32 197 274 44 Added Vol: 2 0 1 0 0 0 0 1 5 3 2 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 47 10 116 37 7 32 9 139 37 200 276 44 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 PHF Volume: 48 10 120 38 7 33 9 143 38 206 285 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 48 10 120 38 7 33 9 143 38 206 285 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 48 10 120 38 7 33 9 143 38 206 285 45 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.74 1.00 0.85 0.76 0.88 0.88 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 1.00 1.00 1.00 0.18 0.82 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1360 1850 1573 1406 291 1331 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.01 0.08 0.03 0.02 0.02 0.01 0.04 0.02 0.12 0.08 0.03 Crit Moves: **** **** **** Green/Cycle: 0.29 0.29 0.29 0.29 0.29 0.29 0.28 0.15 0.15 0.44 0.31 0.31 Volume/Cap: 0.12 0.02 0.26 0.09 0.09 0.09 0.02 0.26 0.17 0.26 0.25 0.09 Delay/Veh: 26.4 25.5 27.7 26.1 26.0 26.0 25.9 38.1 37.6 17.6 25.9 24.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 26.4 25.5 27.7 26.1 26.0 26.0 25.9 38.1 37.6 17.6 25.9 24.6 LOS by Move: C C C C C C C D D B C C HCM2kAvgQ: 1 0 3 1 1 1 0 2 1 4 3 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 12-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Ave Bermudas (NS) at Calle Sinaloa/Ave 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.458 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 29.7 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Ovl Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 1 0 0 1 1 0 0 1 0 1 0 2 0 1 2 0 2 0 1 Volume Module: Base Vol: 5 66 321 36 105 44 21 136 5 361 382 41 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 5 66 321 36 105 44 21 136 5 361 382 41 Added Vol: 0 9 52 0 7 11 13 3 0 63 3 1 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 5 75 373 36 112 55 34 139 5 424 385 42 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 5 78 389 38 117 57 35 145 5 442 401 44 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 5 78 389 38 117 57 35 145 5 442 401 44 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 5 78 389 38 117 57 35 145 5 442 401 44 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 1.00 0.85 0.95 0.95 0.95 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.06 0.94 1.00 1.00 0.67 0.33 1.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 115 1729 1573 1758 1180 579 1758 3700 1573 3515 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.05 0.05 0.25 0.02 0.10 0.10 0.02 0.04 0.00 0.13 0.11 0.03 Crit Moves **** **** **** **** Green/Cycle: 0.26 0.26 0.54 0.22 0.22 0.22 0.14 0.09 0.09 0.27 0.22 0.22 Volume/Cap: 0.17 0.17 0.46 0.10 0.46 0.46 0.14 0.46 0.04 0.46 0.50 0.13 Delay/Veh: 28.5 28.5 14.5 31.5 35.0 35.0 37.9 44.6 42.1 30.5 34.7 31.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 28.5 28.5 14.5 31.5 35.0 35.0 37.9 44.6 42.1 30.5 34.7 31.6 LOS by Move: C C B C D D D D D C C C HCM2kAvgQ: 2 2 7 1 5 5 1 3 0 6 6 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 13-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Desert Club Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.396 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 32.9 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 0 1 0 1 0 1! 0 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 38 29 95 111 28 59 50 248 12 117 405 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 38 29 95 111 28 59 50 248 12 117 405 23 Added Vol: 0 5 18 9 6 2 1 1 0 21 3 1 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 38 34 113 120 34 61 51 249 12 138 408 24 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 40 35 118 125 35 64 53 259 13 144 425 25 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 35 118 125 35 64 53 259 13 144 425 25 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 35 118 125 35 64 53 259 13 144 425 25 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.89 0.89 0.93 0.93 0.93 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 0.23 0.77 1.39 0.22 0.39 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1758 379 1259 2389 378 678 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.09 0.09 0.05 0.09 0.09 0.03 0.07 0.01 0.08 0.11 0.02 Crit Moves **** **** **** **** Green/Cycle: 0.24 0.24 0.24 0.24 0.24 0.24 0.08 0.17 0.17 0.20 0.29 0.29 Volume/Cap: 0.10 0.40 0.40 0.22 0.40 0.40 0.40 0.41 0.05 0.41 0.40 0.05 Delay/Veh: 29.9 32.8 32.8 30.8 32.6 32.6 45.9 37.6 34.9 35.9 28.7 25.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 29.9 32.8 32.8 30.8 32.6 32.6 45.9 37.6 34.9 35.9 28.7 25.6 LOS by Move: C C C C C C D D C D C C HCM2kAvgQ: 1 4 4 2 4 4 2 4 0 4 5 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 14-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Desert Club Dr (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.331 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 14.3 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 0 1 0 0 1 0 0 1 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 0 6 4 44 0 73 37 445 0 10 701 52 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 6 4 44 0 73 37 445 0 10 701 52 Added Vol: 0 0 0 17 0 6 5 50 0 0 62 18 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 6 4 61 0 79 42 495 0 10 763 70 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 0 6 4 64 0 83 44 521 0 11 803 74 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 6 4 64 0 83 44 521 0 11 803 74 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 6 4 64 0 83 44 521 0 11 803 74 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.95 0.95 0.71 1.00 0.85 0.95 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 0.60 0.40 1.00 0.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 0 1050 700 1306 0 1573 1758 3700 1850 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.01 0.01 0.05 0.00 0.05 0.03 0.14 0.00 0.01 0.22 0.05 Crit Moves: **** **** **** Green/Cycle: 0.00 0.15 0.15 0.15 0.00 0.15 0.08 0.49 0.00 0.24 0.66 0.66 Volume/Cap: 0.00 0.04 0.04 0.33 0.00 0.36 0.33 0.29 0.00 0.02 0.33 0.07 Delay/Veh: 0.0 36.5 36.5 39.1 0.0 39.2 45.3 15.3 0.0 28.9 7.7 6.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 36.5 36.5 39.1 0.0 39.2 45.3 15.3 0.0 28.9 7.7 6.3 LOS by Move: A D D D A D D B A C A A HCM2kAvgQ: 0 0 0 2 0 3 2 5 0 0 5 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 15-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Washington St (NS) at Avenue 48 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.706 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 19.6 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 2 1 0 2 0 3 0 0 0 0 0 0 0 3 0 0 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 0 1526 506 146 1485 0 0 0 0 585 0 214 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1526 506 146 1485 0 0 0 0 585 0 214 Added Vol: 0 185 25 0 206 0 0 0 0 27 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 1711 531 146 1691 0 0 0 0 612 0 214 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 1782 553 152 1761 0 0 0 0 638 0 223 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1782 553 152 1761 0 0 0 0 638 0 223 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 1782 553 152 1761 0 0 0 0 638 0 223 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.96 0.96 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 2.29 0.71 2.00 3.00 0.00 0.00 0.00 0.00 3.00 0.00 1.00 Final Sat.: 0 4083 1267 3515 5550 0 0 0 0 5273 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.44 0.44 0.04 0.32 0.00 0.00 0.00 0.00 0.12 0.00 0.14 Crit Moves: **** **** **** Green/Cycle: 0.00 0.61 0.61 0.07 0.56 0.00 0.00 0.00 0.00 0.20 0.00 0.20 Volume/Cap: 0.00 0.71 0.71 0.62 0.57 0.00 0.00 0.00 0.00 0.61 0.00 0.71 Delay/Veh: 0.0 14.2 14.2 49.9 14.5 0.0 0.0 0.0 0.0 37.6 0.0 45.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 14.2 14.2 49.9 14.5 0.0 0.0 0.0 0.0 37.6 0.0 45.0 LOS by Move: A B B D B A A A A D A D HCM2kAvgQ: 0 17 17 3 12 0 0 0 0 7 0 8 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 16-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Washington St (NS) at Eisenhower Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.614 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 21.8 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 1 0 3 0 1 2 0 1! 0 0 0 0 1! 0 0 Volume Module: Base Vol: 18 1312 12 38 1316 654 619 1 11 3 8 49 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 18 1312 12 38 1316 654 619 1 11 3 8 49 Added Vol: 13 168 0 0 184 48 41 0 10 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 31 1480 12 38 1500 702 660 1 21 3 8 49 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 PHF Volume: 32 1526 12 39 1546 724 680 1 22 3 8 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 32 1526 12 39 1546 724 680 1 22 3 8 51 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 32 1526 12 39 1546 724 680 1 22 3 8 51 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.95 0.95 0.89 0.89 0.89 Lanes: 1.00 3.00 1.00 1.00 3.00 1.00 2.91 0.01 0.08 0.05 0.13 0.82 Final Sat.: 1758 5550 1573 1758 5550 1573 5109 7 152 82 219 1342 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.27 0.01 0.02 0.28 0.46 0.13 0.14 0.14 0.04 0.04 0.04 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.44 0.44 0.11 0.49 0.70 0.21 0.21 0.21 0.07 0.07 0.07 Volume/Cap: 0.26 0.62 0.02 0.20 0.57 0.66 0.63 0.67 0.67 0.54 0.54 0.54 Delay/Veh: 45.2 21.7 15.5 40.7 18.5 9.8 37.0 37.9 37.9 49.9 49.9 49.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 45.2 21.7 15.5 40.7 18.5 9.8 37.0 37.9 37.9 49.9 49.9 49.9 LOS by Move: D C B D B A D D D D D D HCM2kAvgQ: 1 12 0 1 11 13 7 8 8 3 3 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 17-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Washington St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.601 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 27.6 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 2 0 2 1 0 1 0 1 1 0 2 0 1 0 1 Volume Module: Base Vol: 6 966 80 260 1021 85 47 98 15 136 88 327 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 6 966 80 260 1021 85 47 98 15 136 88 327 Added Vol: 91 164 14 82 121 0 0 39 0 7 22 18 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 97 1130 94 342 1142 85 47 137 15 143 110 345 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 PHF Volume: 104 1215 101 368 1228 91 51 147 16 154 118 371 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 104 1215 101 368 1228 91 51 147 16 154 118 371 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 104 1215 101 368 1228 91 51 147 16 154 118 371 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 0.99 0.99 0.95 0.99 0.99 0.95 1.00 0.85 Lanes: 1.00 2.77 0.23 2.00 2.79 0.21 1.00 1.80 0.20 2.00 1.00 1.00 Final Sat.: 1758 5062 421 3515 5114 381 1758 3285 360 3515 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.06 0.24 0.24 0.10 0.24 0.24 0.03 0.04 0.04 0.04 0.06 0.24 Crit Moves **** **** **** **** Green/Cycle: 0.13 0.39 0.39 0.17 0.43 0.43 0.07 0.14 0.14 0.14 0.21 0.38 Volume/Cap: 0.47 0.62 0.62 0.62 0.56 0.56 0.41 0.32 0.32 0.31 0.30 0.62 Delay/Veh: 42.2 25.2 25.2 40.5 21.5 21.5 46.8 39.0 39.0 38.9 33.6 27.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 42.2 25.2 25.2 40.5 21.5 21.5 46.8 39.0 39.0 38.9 33.6 27.0 LOS by Move: D C C D C C D D D D C C HCM2kAvgQ: 4 11 11 6 10 10 2 2 2 2 3 10 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 18-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Washington St (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.503 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 25.5 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 1 0 2 0 1 2 1 0 0 1 1 0 0 1 0 Volume Module: Base Vol: 58 594 59 36 669 336 325 113 57 33 61 44 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 58 594 59 36 669 336 325 113 57 33 61 44 Added Vol: 1 117 0 15 141 37 33 7 2 0 7 12 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 59 711 59 51 810 373 358 120 59 33 68 56 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 PHF Volume: 60 726 60 52 827 381 365 122 60 34 69 57 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 60 726 60 52 827 381 365 122 60 34 69 57 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 60 726 60 52 827 381 365 122 60 34 69 57 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 1.00 0.85 0.96 0.96 0.85 0.95 0.93 0.93 Lanes: 1.00 2.77 0.23 1.00 2.00 1.00 2.25 0.75 1.00 1.00 0.55 0.45 Final Sat.: 1758 5063 420 1758 3700 1573 4007 1343 1573 1758 946 779 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.14 0.14 0.03 0.22 0.24 0.09 0.09 0.04 0.02 0.07 0.07 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.34 0.34 0.17 0.44 0.62 0.18 0.18 0.18 0.15 0.15 0.15 Volume/Cap: 0.49 0.42 0.42 0.18 0.50 0.39 0.50 0.50 0.21 0.13 0.50 0.50 Delay/Veh: 47.8 25.2 25.2 35.9 20.2 9.6 37.3 37.3 35.3 37.4 41.0 41.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 47.8 25.2 25.2 35.9 20.2 9.6 37.3 37.3 35.3 37.4 41.0 41.0 LOS by Move: D C C D C A D D D D D D HCM2kAvgQ: 2 6 6 1 9 6 5 5 2 1 4 4 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 19-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 2.8 Worst Case Level Of Service: E[ 41.2] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 1 0 2 1 0 0 0 1! 0 0 0 0 0 0 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 17 606 0 12 753 45 74 0 40 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 17 606 0 12 753 45 74 0 40 0 0 0 Added Vol: 0 116 0 0 140 3 2 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 17 722 0 12 893 48 76 0 40 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 18 752 0 13 930 50 79 0 42 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 18 752 0 13 930 50 79 0 42 0 0 0 --------------------------- --------------- --------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx 4.1 xxxx xxxxx 6.8 6.5 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx 2.2 xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx --------------------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: 980 xxxx xxxxx 752 xxxx xxxxx 1266 1768 335 xxxx xxxx xxxxx Potent Cap.: 712 xxxx xxxxx 867 xxxx xxxxx 164 85 667 xxxx xxxx xxxxx Move Cap.: 712 xxxx xxxxx 867 xxxx xxxxx 159 81 667 xxxx xxxx xxxxx Volume/Cap: 0.02 xxxx xxxx 0.01 xxxx xxxx 0.50 0.00 0.06 xxxx xxxx xxxx ------------ I --------------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: 0.1 xxxx xxxxx 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 10.2 xxxx xxxxx 9.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: B * * A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 215 xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 3.1 xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 41.2 xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * E ApproachDel: xxxxxx xxxxxx 41.2 xxxxxx ApproachLOS: * * E ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 20-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #14 Washington St (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.491 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 25.4 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Ovl Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 1! 0 0 1 1 0 0 2 2 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 6 31 23 411 28 418 248 246 0 42 392 356 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 6 31 23 411 28 418 248 246 0 42 392 356 Added Vol: 0 0 0 79 0 61 50 18 0 0 19 66 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 6 31 23 490 28 479 298 264 0 42 411 422 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 6 33 24 521 30 510 317 281 0 45 437 449 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 6 33 24 521 30 510 317 281 0 45 437 449 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 6 33 24 521 30 510 317 281 0 45 437 449 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.94 0.94 0.94 0.96 0.96 0.85 0.95 1.00 1.00 0.95 1.00 0.85 Lanes: 0.10 0.52 0.38 1.89 0.11 2.00 2.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 175 902 669 3343 191 3145 3515 3700 1850 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.04 0.04 0.16 0.16 0.16 0.09 0.08 0.00 0.03 0.12 0.29 Crit Moves **** **** **** **** Green/Cycle: 0.07 0.07 0.07 0.32 0.32 0.50 0.18 0.23 0.00 0.21 0.26 0.58 Volume/Cap: 0.49 0.49 0.49 0.49 0.49 0.32 0.49 0.33 0.00 0.12 0.45 0.49 Delay/Veh: 47.3 47.3 47.3 27.9 27.9 14.9 37.2 32.1 0.0 31.8 31.0 12.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 47.3 47.3 47.3 27.9 27.9 14.9 37.2 32.1 0.0 31.8 31.0 12.7 LOS by Move: D D D C C B D C A C C B HCM2kAvgQ: 3 3 3 7 7 5 5 4 0 1 6 8 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 21-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #15 Jefferson St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.805 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 38.2 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 2 0 1 1 0 1 0 1 Volume Module: Base Vol: 72 889 119 264 855 137 167 307 56 179 301 213 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 72 889 119 264 855 137 167 307 56 179 301 213 Added Vol: 20 262 1 37 323 29 87 95 26 15 78 22 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 92 1151 120 301 1178 166 254 402 82 194 379 235 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 97 1212 126 317 1240 175 267 423 86 204 399 247 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 97 1212 126 317 1240 175 267 423 86 204 399 247 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 97 1212 126 317 1240 175 267 423 86 204 399 247 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 Final Sat.: 1758 5550 1573 3515 5550 1573 1758 3700 1573 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.06 0.22 0.08 0.09 0.22 0.11 0.15 0.11 0.05 0.12 0.22 0.16 Crit Moves **** **** **** **** Green/Cycle: 0.09 0.27 0.27 0.11 0.29 0.29 0.19 0.23 0.23 0.23 0.27 0.27 Volume/Cap: 0.60 0.81 0.30 0.81 0.77 0.38 0.81 0.50 0.24 0.50 0.81 0.59 Delay/Veh: 50.0 37.3 29.3 54.8 34.5 28.7 52.2 34.3 32.0 34.5 43.5 34.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 50.0 37.3 29.3 54.8 34.5 28.7 52.2 34.3 32.0 34.5 43.5 34.0 LOS by Move: D D C D C C D C C C D C HCM2kAvgQ: 4 14 3 7 13 4 10 6 2 6 14 7 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:06 Page 22-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #16 Jefferson St (NS) at Avenue 52 (EW) ******************************************************************************** Average Delay (sec/veh): 144.0 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 215 594 248 128 673 196 58 314 306 21 359 288 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 215 594 248 128 673 196 58 314 306 21 359 288 Added Vol: 4 182 27 113 194 13 0 3 3 29 4 66 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 219 776 275 241 867 209 58 317 309 50 363 354 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.92 0.92 0.00 0.92 0.92 0.00 0.92 0.92 0.00 0.92 0.92 0.00 PHF Volume: 238 843 0 262 942 0 63 345 0 54 395 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 238 843 0 262 942 0 63 345 0 54 395 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 238 843 0 262 942 0 63 345 0 54 395 0 --------------------------- PCE Module: --------------- --------------- ---------------� AutoPCE: 238 843 0 262 942 0 63 345 0 54 395 0 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 238 843 0 262 942 0 63 345 0 54 395 0 --------------------------- Delay Module: >> Time Period: --------------- 0.25 hours << --------------- ---------------� CircVolume: 670 687 1259 1145 MaxVolume: 838 829 520 582 PedVolume: 0 0 0 0 AdjMaxVol: 838 829 520 582 ApproachVol: 1082 1204 408 449 ApproachDel: 151.7 221.1 27.6 24.0 Queue: 40.4 55.1 7.2 7.1 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Interim Year With Project Default Scenario Fri Apr 8, 2016 13:52:42 Page 7-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Eisenhower Dr (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.400 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 18.8 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ I --------------- --------------- --------------- ---------------� Volume Module: Base Vol: 28 847 92 47 400 33 26 21 7 62 20 57 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 28 847 92 47 400 33 26 21 7 62 20 57 Added Vol: 0 8 12 10 6 0 0 0 0 8 0 7 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 28 855 104 57 406 33 26 21 7 70 20 64 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 29 900 109 60 427 35 27 22 7 74 21 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 29 900 109 60 427 35 27 22 7 74 21 67 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 29 900 109 60 427 35 27 22 7 74 21 67 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.96 0.96 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.75 0.25 1.00 1.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 1573 1758 1336 445 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.24 0.07 0.03 0.12 0.02 0.02 0.02 0.02 0.04 0.01 0.04 Crit Moves **** **** **** **** Green/Cycle: 0.25 0.59 0.59 0.08 0.42 0.42 0.09 0.07 0.07 0.10 0.09 0.09 Volume/Cap: 0.07 0.41 0.12 0.41 0.28 0.05 0.18 0.24 0.24 0.41 0.13 0.50 Delay/Veh: 28.5 11.4 9.2 45.5 19.3 17.4 43.1 45.0 45.0 43.7 42.7 46.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 28.5 11.4 9.2 45.5 19.3 17.4 43.1 45.0 45.0 43.7 42.7 46.6 LOS by Move: C B A D B B D D D D D D HCM2kAvgQ: 1 8 1 2 4 1 1 1 1 3 1 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:52:43 Page 8-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Eisenhower Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.483 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 22.7 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 0 0 0 1 0 0 1 Volume Module: Base Vol: 4 748 62 30 212 2 3 0 0 142 4 73 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 4 748 62 30 212 2 3 0 0 142 4 73 Added Vol: 0 5 9 5 2 0 0 0 0 5 0 4 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 4 753 71 35 214 2 3 0 0 147 4 77 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 PHF Volume: 5 918 87 43 261 2 4 0 0 179 5 94 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 5 918 87 43 261 2 4 0 0 179 5 94 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 5 918 87 43 261 2 4 0 0 179 5 94 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.85 Lanes: 1.00 1.83 0.17 1.00 1.98 0.02 1.00 0.00 0.00 0.97 0.03 1.00 Final Sat.: 1758 3337 315 1758 3662 34 1758 0 0 1718 47 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.28 0.28 0.02 0.07 0.07 0.00 0.00 0.00 0.10 0.10 0.06 Crit Moves **** **** **** **** Green/Cycle: 0.29 0.51 0.51 0.07 0.29 0.29 0.07 0.00 0.00 0.19 0.19 0.26 Volume/Cap: 0.01 0.54 0.54 0.35 0.24 0.24 0.03 0.00 0.00 0.54 0.54 0.23 Delay/Veh: 25.6 17.1 17.1 46.0 27.2 27.2 43.4 0.0 0.0 38.2 38.2 29.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 25.6 17.1 17.1 46.0 27.2 27.2 43.4 0.0 0.0 38.2 38.2 29.2 LOS by Move: C B B D C C D A A D D C HCM2kAvgQ: 0 11 11 2 3 3 0 0 0 6 6 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:52:43 Page 9-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4 -Way Stop Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.760 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 23.8 Optimal Cycle: 0 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Ignore Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 10 562 0 0 243 112 267 0 24 14 5 11 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 10 562 0 0 243 112 267 0 24 14 5 11 Added Vol: 0 5 1 0 3 3 7 0 0 2 1 1 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 10 567 1 0 246 115 274 0 24 16 6 12 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.81 0.81 0.00 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 PHF Volume: 12 700 0 0 304 142 338 0 30 20 7 15 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 12 700 0 0 304 142 338 0 30 20 7 15 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 12 700 0 0 304 142 338 0 30 20 7 15 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.36 0.64 0.91 0.01 0.08 0.73 0.27 1.00 Final Sat.: 449 971 529 419 621 303 445 0 39 277 104 428 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.72 0.00 0.00 0.49 0.47 0.76 0.00 0.76 0.07 0.07 0.03 Crit Moves: **** **** **** **** Delay/Veh: 10.8 26.3 0.0 0.0 17.2 16.1 29.3 29.3 29.3 12.0 12.0 10.6 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 10.8 26.3 0.0 0.0 17.2 16.1 29.3 29.3 29.3 12.0 12.0 10.6 LOS by Move: B D * * C C D D D B B B ApproachDel: 26.1 16.9 29.3 11.5 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 26.1 16.9 29.3 11.5 LOS by Appr: D C D B AllWayAvgQ: 0.0 2.2 0.0 0.0 0.9 0.8 2.6 2.6 2.6 0.1 0.1 0.0 ******************************************************************************** Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:52:43 Page 10-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Eisenhower Dr (NS) at Calle Sinaloa (EW) ******************************************************************************** Average Delay (sec/veh): 9.1 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 0 585 145 20 237 28 1 200 0 115 65 44 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 585 145 20 237 28 1 200 0 115 65 44 Added Vol: 0 4 6 0 3 2 2 10 0 6 10 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 589 151 20 240 30 3 210 0 121 75 44 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Volume: 0 640 164 22 261 33 3 228 0 132 82 48 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 640 164 22 261 33 3 228 0 132 82 48 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 640 164 22 261 33 3 228 0 132 82 48 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 0 640 164 22 261 33 3 228 0 132 82 48 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 0 640 164 22 261 33 3 228 0 132 82 48 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 253 213 414 643 MaxVolume: 1063 1085 976 853 PedVolume: 0 0 0 0 AdjMaxVol: 1063 1085 976 853 ApproachVol: 804 315 232 261 ApproachDel: 13.1 4.7 4.8 6.1 Queue: 7.6 1.2 0.9 1.3 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:52:43 Page 11-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #5 Avenida Bermudas (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.235 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 27.3 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 43 1 98 1 0 11 23 127 14 126 193 37 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 43 1 98 1 0 11 23 127 14 126 193 37 Added Vol: 3 7 16 19 4 2 4 16 3 9 8 9 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 46 8 114 20 4 13 27 143 17 135 201 46 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 PHF Volume: 51 9 125 22 4 14 30 157 19 148 221 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 51 9 125 22 4 14 30 157 19 148 221 51 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 51 9 125 22 4 14 30 157 19 148 221 51 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.75 1.00 0.85 0.76 0.89 0.89 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 1.00 1.00 1.00 0.24 0.76 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1393 1850 1573 1408 385 1252 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.00 0.08 0.02 0.01 0.01 0.02 0.04 0.01 0.08 0.06 0.03 Crit Moves: **** **** **** Green/Cycle: 0.34 0.34 0.34 0.34 0.34 0.34 0.27 0.18 0.18 0.36 0.27 0.27 Volume/Cap: 0.11 0.01 0.23 0.05 0.03 0.03 0.06 0.23 0.07 0.23 0.22 0.12 Delay/Veh: 22.7 21.9 23.9 22.2 22.1 22.1 27.1 35.2 34.0 22.6 28.4 27.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 22.7 21.9 23.9 22.2 22.1 22.1 27.1 35.2 34.0 22.6 28.4 27.6 LOS by Move: C C C C C C C D C C C C HCM2kAvgQ: 1 0 3 0 0 0 1 2 1 3 3 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:52:43 Page 12-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Ave Bermudas (NS) at Calle Sinaloa/Ave 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.914 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 45.6 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Ovl Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 1 0 0 1 1 0 0 1 0 1 0 2 0 1 2 0 2 0 1 Volume Module: Base Vol: 11 106 947 30 27 9 27 332 3 192 200 20 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 11 106 947 30 27 9 27 332 3 192 200 20 Added Vol: 0 14 36 4 14 14 11 5 0 23 3 1 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 11 120 983 34 41 23 38 337 3 215 203 21 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 PHF Volume: 11 122 1003 35 42 23 39 344 3 219 207 21 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 11 122 1003 35 42 23 39 344 3 219 207 21 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 11 122 1003 35 42 23 39 344 3 219 207 21 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 1.00 0.85 0.95 0.95 0.95 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.08 0.92 1.00 1.00 0.64 0.36 1.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 155 1688 1573 1758 1121 629 1758 3700 1573 3515 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.07 0.07 0.64 0.02 0.04 0.04 0.02 0.09 0.00 0.06 0.06 0.01 Crit Moves **** **** **** **** Green/Cycle: 0.60 0.60 0.67 0.07 0.07 0.07 0.08 0.10 0.10 0.07 0.08 0.08 Volume/Cap: 0.12 0.12 0.95 0.28 0.53 0.53 0.26 0.94 0.02 0.89 0.66 0.16 Delay/Veh: 8.6 8.6 31.9 45.4 49.4 49.4 43.8 77.7 40.8 76.7 49.8 43.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 8.6 8.6 31.9 45.4 49.4 49.4 43.8 77.7 40.8 76.7 49.8 43.1 LOS by Move: A A C D D D D E D E D D HCM2kAvgQ: 2 2 34 1 3 3 1 9 0 6 4 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:52:43 Page 13-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Desert Club Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.551 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 35.5 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 0 1 0 1 0 1! 0 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 13 95 46 210 57 86 104 136 2 63 240 112 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 13 95 46 210 57 86 104 136 2 63 240 112 Added Vol: 0 3 34 24 2 3 4 47 0 20 23 14 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 13 98 80 234 59 89 108 183 2 83 263 126 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 PHF Volume: 15 114 93 272 69 103 126 213 2 97 306 147 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 15 114 93 272 69 103 126 213 2 97 306 147 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 15 114 93 272 69 103 126 213 2 97 306 147 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.93 0.93 0.94 0.94 0.94 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 0.55 0.45 1.44 0.22 0.34 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1758 950 776 2496 386 582 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.12 0.12 0.11 0.18 0.18 0.07 0.06 0.00 0.05 0.08 0.09 Crit Moves **** **** **** **** Green/Cycle: 0.22 0.22 0.22 0.32 0.32 0.32 0.13 0.15 0.15 0.15 0.17 0.17 Volume/Cap: 0.04 0.55 0.55 0.34 0.55 0.55 0.55 0.38 0.01 0.37 0.49 0.55 Delay/Veh: 30.9 36.5 36.5 25.9 28.7 28.7 43.6 38.8 36.2 39.1 38.2 40.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 30.9 36.5 36.5 25.9 28.7 28.7 43.6 38.8 36.2 39.1 38.2 40.5 LOS by Move: C D D C C C D D D D D D HCM2kAvgQ: 0 6 6 4 8 8 4 3 0 3 5 5 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:52:43 Page 14-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Desert Club Dr (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.443 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 11.0 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 1 0 0 0 0 1 0 0 1 1 0 2 0 1 1 0 2 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 1 10 0 15 11 39 70 1181 1 18 373 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 1 10 0 15 11 39 70 1181 1 18 373 35 Added Vol: 0 0 0 22 0 4 6 39 0 0 24 14 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 1 10 0 37 11 43 76 1220 1 18 397 49 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 1 10 0 39 11 45 79 1271 1 19 414 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 10 0 39 11 45 79 1271 1 19 414 51 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 1 10 0 39 11 45 79 1271 1 19 414 51 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.98 0.98 1.00 0.76 0.76 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.09 0.91 0.00 0.77 0.23 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 164 1640 0 1080 321 1573 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.01 0.00 0.04 0.04 0.03 0.05 0.34 0.00 0.01 0.11 0.03 Crit Moves: **** **** **** Green/Cycle: 0.08 0.08 0.00 0.08 0.08 0.08 0.31 0.73 0.73 0.07 0.49 0.49 Volume/Cap: 0.08 0.08 0.00 0.47 0.47 0.37 0.15 0.47 0.00 0.15 0.23 0.07 Delay/Veh: 43.2 43.2 0.0 47.5 47.5 45.9 25.1 5.5 3.5 44.3 14.5 13.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 43.2 43.2 0.0 47.5 47.5 45.9 25.1 5.5 3.5 44.3 14.5 13.3 LOS by Move: D D A D D D C A A D B B HCM2kAvgQ: 0 0 0 2 2 2 2 8 0 1 4 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:52:43 Page 15-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Washington St (NS) at Avenue 48 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.925 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 31.5 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 2 1 0 2 0 3 0 0 0 0 0 0 0 3 0 0 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 0 1988 600 60 921 0 0 0 0 469 0 285 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1988 600 60 921 0 0 0 0 469 0 285 Added Vol: 0 172 20 0 120 0 0 0 0 15 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 2160 620 60 1041 0 0 0 0 484 0 285 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Volume: 0 2455 705 68 1183 0 0 0 0 550 0 324 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 2455 705 68 1183 0 0 0 0 550 0 324 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 2455 705 68 1183 0 0 0 0 550 0 324 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.97 0.97 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 2.33 0.67 2.00 3.00 0.00 0.00 0.00 0.00 3.00 0.00 1.00 Final Sat.: 0 4170 1197 3515 5550 0 0 0 0 5273 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.59 0.59 0.02 0.21 0.00 0.00 0.00 0.00 0.10 0.00 0.21 Crit Moves: **** **** **** Green/Cycle: 0.00 0.60 0.60 0.07 0.50 0.00 0.00 0.00 0.00 0.21 0.00 0.21 Volume/Cap: 0.00 0.98 0.98 0.28 0.42 0.00 0.00 0.00 0.00 0.50 0.00 0.98 Delay/Veh: 0.0 31.2 31.2 44.7 15.7 0.0 0.0 0.0 0.0 35.2 0.0 83.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 31.2 31.2 44.7 15.7 0.0 0.0 0.0 0.0 35.2 0.0 83.5 LOS by Move: A C C D B A A A A D A F HCM2kAvgQ: 0 39 39 1 8 0 0 0 0 5 0 15 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:52:43 Page 16-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Washington St (NS) at Eisenhower Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.706 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 25.7 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 1 0 3 0 1 2 0 1! 0 0 0 0 1! 0 0 Volume Module: Base Vol: 13 1714 8 28 879 435 791 4 8 3 2 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 13 1714 8 28 879 435 791 4 8 3 2 15 Added Vol: 7 171 0 0 124 12 21 0 10 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 20 1885 8 28 1003 447 812 4 18 3 2 15 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 22 2094 9 31 1114 497 902 4 20 3 2 17 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 2094 9 31 1114 497 902 4 20 3 2 17 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 2094 9 31 1114 497 902 4 20 3 2 17 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.95 0.95 0.89 0.89 0.89 Lanes: 1.00 3.00 1.00 1.00 3.00 1.00 2.93 0.01 0.06 0.15 0.10 0.75 Final Sat.: 1758 5550 1573 1758 5550 1573 5147 24 108 248 165 1239 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.38 0.01 0.02 0.20 0.32 0.18 0.18 0.18 0.01 0.01 0.01 Crit Moves **** **** **** **** Green/Cycle: 0.14 0.47 0.47 0.07 0.40 0.63 0.23 0.23 0.23 0.07 0.07 0.07 Volume/Cap: 0.09 0.80 0.01 0.25 0.50 0.50 0.76 0.80 0.80 0.19 0.19 0.19 Delay/Veh: 37.7 24.5 14.1 45.1 22.7 10.4 38.8 40.5 40.5 44.6 44.6 44.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 37.7 24.5 14.1 45.1 22.7 10.4 38.8 40.5 40.5 44.6 44.6 44.6 LOS by Move: D C B D C B D D D D D D HCM2kAvgQ: 1 20 0 1 9 8 11 12 12 1 1 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:52:43 Page 17-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Washington St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.794 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 32.7 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 2 0 2 1 0 1 0 1 1 0 2 0 1 0 1 Volume Module: Base Vol: 19 1205 88 139 721 49 42 119 15 104 136 403 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 19 1205 88 139 721 49 42 119 15 104 136 403 Added Vol: 49 176 35 61 87 0 0 31 0 14 6 9 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 68 1381 123 200 808 49 42 150 15 118 142 412 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 PHF Volume: 81 1644 146 238 962 58 50 179 18 140 169 490 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 81 1644 146 238 962 58 50 179 18 140 169 490 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 81 1644 146 238 962 58 50 179 18 140 169 490 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 0.99 0.99 0.95 0.99 0.99 0.95 1.00 0.85 Lanes: 1.00 2.75 0.25 2.00 2.83 0.17 1.00 1.82 0.18 2.00 1.00 1.00 Final Sat.: 1758 5035 448 3515 5186 314 1758 3317 332 3515 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.05 0.33 0.33 0.07 0.19 0.19 0.03 0.05 0.05 0.04 0.09 0.31 Crit Moves **** **** **** **** Green/Cycle: 0.13 0.40 0.40 0.08 0.35 0.35 0.07 0.18 0.18 0.18 0.29 0.37 Volume/Cap: 0.35 0.83 0.83 0.83 0.54 0.54 0.41 0.30 0.30 0.22 0.31 0.83 Delay/Veh: 40.5 29.9 29.9 62.7 26.5 26.5 46.7 35.7 35.7 35.1 27.9 38.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 40.5 29.9 29.9 62.7 26.5 26.5 46.7 35.7 35.7 35.1 27.9 38.2 LOS by Move: D C C E C C D D D D C D HCM2kAvgQ: 3 19 19 6 9 9 2 3 3 2 4 16 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:52:43 Page 18-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Washington St (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.535 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 26.3 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 1 0 2 0 1 2 1 0 0 1 1 0 0 1 0 Volume Module: Base Vol: 35 908 133 25 556 218 216 72 16 48 75 61 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 35 908 133 25 556 218 216 72 16 48 75 61 Added Vol: 6 108 0 7 68 58 104 10 9 0 10 11 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 41 1016 133 32 624 276 320 82 25 48 85 72 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Volume: 47 1155 151 36 709 314 364 93 28 55 97 82 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 47 1155 151 36 709 314 364 93 28 55 97 82 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 47 1155 151 36 709 314 364 93 28 55 97 82 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.98 0.98 0.95 1.00 0.85 0.96 0.96 0.85 0.95 0.93 0.93 Lanes: 1.00 2.65 0.35 1.00 2.00 1.00 2.39 0.61 1.00 1.00 0.54 0.46 Final Sat.: 1758 4824 632 1758 3700 1573 4250 1089 1573 1758 932 790 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.24 0.24 0.02 0.19 0.20 0.09 0.09 0.02 0.03 0.10 0.10 Crit Moves **** **** **** **** Green/Cycle: 0.13 0.43 0.43 0.07 0.37 0.52 0.15 0.15 0.15 0.19 0.19 0.19 Volume/Cap: 0.20 0.56 0.56 0.30 0.52 0.38 0.56 0.56 0.12 0.17 0.56 0.56 Delay/Veh: 39.0 21.6 21.6 45.5 25.2 14.7 40.0 40.0 36.7 34.4 39.1 39.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 39.0 21.6 21.6 45.5 25.2 14.7 40.0 40.0 36.7 34.4 39.1 39.1 LOS by Move: D C C D C B D D D C D D HCM2kAvgQ: 1 10 10 1 9 6 5 5 1 1 6 6 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:52:43 Page 19-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 1.3 Worst Case Level Of Service: D[ 32.8] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 1 0 2 1 0 0 0 1! 0 0 0 0 0 0 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 56 1024 0 2 546 65 40 0 14 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 56 1024 0 2 546 65 40 0 14 0 0 0 Added Vol: 0 112 0 0 76 1 2 0 1 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 56 1136 0 2 622 66 42 0 15 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 62 1262 0 2 691 73 47 0 17 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 62 1262 0 2 691 73 47 0 17 0 0 0 --------------------------- --------------- --------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx 4.1 xxxx xxxxx 6.8 6.5 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx 2.2 xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx --------------------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: 764 xxxx xxxxx 1262 xxxx xxxxx 1277 2119 267 xxxx xxxx xxxxx Potent Cap.: 858 xxxx xxxxx 558 xxxx xxxxx 161 51 737 xxxx xxxx xxxxx Move Cap.: 858 xxxx xxxxx 558 xxxx xxxxx 151 47 737 xxxx xxxx xxxxx Volume/Cap: 0.07 xxxx xxxx 0.00 xxxx xxxx 0.31 0.00 0.02 xxxx xxxx xxxx ------------ I --------------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: 0.2 xxxx xxxxx 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 9.5 xxxx xxxxx 11.5 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 192 xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 1.4 xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 32.8 xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * D ApproachDel: xxxxxx xxxxxx 32.8 xxxxxx ApproachLOS: * * D ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:55:32 Page 2-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project - With Mitigation Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 0.5 Worst Case Level Of Service: B[ 11.5] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 1 0 2 1 0 0 0 0 0 1 0 0 0 0 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 56 1024 0 2 546 65 0 0 34 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 56 1024 0 2 546 65 0 0 34 0 0 0 Added Vol: 0 112 0 0 76 0 0 0 1 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 56 1136 0 2 622 65 0 0 35 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 62 1262 0 2 691 72 0 0 39 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 62 1262 0 2 691 72 0 0 39 0 0 0 --------------------------- --------------- --------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx 4.1 xxxx xxxxx xxxxx xxxx 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx 2.2 xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx --------------------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: 763 xxxx xxxxx 1262 xxxx xxxxx xxxx xxxx 266 xxxx xxxx xxxxx Potent Cap.: 858 xxxx xxxxx 558 xxxx xxxxx xxxx xxxx 738 xxxx xxxx xxxxx Move Cap.: 858 xxxx xxxxx 558 xxxx xxxxx xxxx xxxx 738 xxxx xxxx xxxxx Volume/Cap: 0.07 xxxx xxxx 0.00 xxxx xxxx xxxx xxxx 0.05 xxxx xxxx xxxx ------------ I --------------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: 0.2 xxxx xxxxx 0.0 xxxx xxxxx xxxx xxxx 0.2 xxxx xxxx xxxxx Control Del: 9.5 xxxx xxxxx 11.5 xxxx xxxxx xxxxx xxxx 10.2 xxxxx xxxx xxxxx LOS by Move: A * * B * * * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * ApproachDel: xxxxxx xxxxxx 10.2 xxxxxx ApproachLOS: * * B ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:52:43 Page 20-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #14 Washington St (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.671 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 28.2 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Ovl Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 1! 0 0 1 1 0 0 2 2 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 6 33 11 314 12 247 752 425 1 37 179 324 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 6 33 11 314 12 247 752 425 1 37 179 324 Added Vol: 0 0 0 55 0 22 35 26 0 0 15 78 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 6 33 11 369 12 269 787 451 1 37 194 402 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 7 37 12 410 13 299 874 501 1 41 216 447 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 7 37 12 410 13 299 874 501 1 41 216 447 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 7 37 12 410 13 299 874 501 1 41 216 447 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.96 0.96 0.96 0.95 0.95 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.12 0.66 0.22 1.94 0.06 2.00 2.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 214 1177 392 3419 111 3145 3515 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.03 0.03 0.12 0.12 0.10 0.25 0.14 0.00 0.02 0.06 0.28 Crit Moves **** **** **** **** Green/Cycle: 0.07 0.07 0.07 0.17 0.17 0.53 0.36 0.39 0.39 0.20 0.24 0.41 Volume/Cap: 0.44 0.44 0.44 0.69 0.69 0.18 0.69 0.34 0.00 0.12 0.25 0.69 Delay/Veh: 47.2 47.2 47.2 42.2 42.2 12.1 29.0 21.4 18.4 32.6 31.0 27.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 47.2 47.2 47.2 42.2 42.2 12.1 29.0 21.4 18.4 32.6 31.0 27.5 LOS by Move: D D D D D B C C B C C C HCM2kAvgQ: 2 2 2 7 7 2 12 5 0 1 3 12 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:52:43 Page 21-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #15 Jefferson St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.746 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 37.7 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 2 0 1 1 0 1 0 1 Volume Module: Base Vol: 36 675 55 174 702 242 188 231 35 103 332 263 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 36 675 55 174 702 242 188 231 35 103 332 263 Added Vol: 20 235 2 11 214 30 42 56 14 5 55 33 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 56 910 57 185 916 272 230 287 49 108 387 296 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 PHF Volume: 64 1046 66 213 1053 313 264 330 56 124 445 340 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 64 1046 66 213 1053 313 264 330 56 124 445 340 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 64 1046 66 213 1053 313 264 330 56 124 445 340 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 Final Sat.: 1758 5550 1573 3515 5550 1573 1758 3700 1573 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.19 0.04 0.06 0.19 0.20 0.15 0.09 0.04 0.07 0.24 0.22 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.24 0.24 0.09 0.26 0.26 0.20 0.28 0.28 0.23 0.31 0.31 Volume/Cap: 0.52 0.78 0.17 0.68 0.73 0.77 0.77 0.31 0.13 0.31 0.77 0.69 Delay/Veh: 48.9 38.7 30.3 50.0 35.8 42.7 47.9 28.3 26.7 32.7 37.0 34.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 48.9 38.7 30.3 50.0 35.8 42.7 47.9 28.3 26.7 32.7 37.0 34.1 LOS by Move: D D C D D D D C C C D C HCM2kAvgQ: 3 12 2 5 11 11 10 4 1 3 14 10 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:52:43 Page 22-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #16 Jefferson St (NS) at Avenue 52 (EW) ******************************************************************************** Average Delay (sec/veh): 55.1 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 183 422 232 150 527 100 65 258 225 28 337 273 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 183 422 232 150 527 100 65 258 225 28 337 273 Added Vol: 5 124 19 34 175 4 1 17 5 27 8 100 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 188 546 251 184 702 104 66 275 230 55 345 373 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.89 0.89 0.00 0.89 0.89 0.00 0.89 0.89 0.00 0.89 0.89 0.00 PHF Volume: 211 613 0 207 789 0 74 309 0 62 388 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 211 613 0 207 789 0 74 309 0 62 388 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 211 613 0 207 789 0 74 309 0 62 388 0 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 211 613 0 207 789 0 74 309 0 62 388 0 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 211 613 0 207 789 0 74 309 0 62 388 0 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 590 661 1057 899 MaxVolume: 881 843 629 715 PedVolume: 0 0 0 0 AdjMaxVol: 881 843 629 715 ApproachVol: 825 996 383 449 ApproachDel: 33.5 107.5 14.2 13.2 Queue: 14.4 31.1 4.1 4.5 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:55:32 Page 3-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project - With Mitigation Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #16 Jefferson St (NS) at Avenue 52 (EW) ******************************************************************************** Average Delay (sec/veh): 6.7 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 2 2 1 1 Volume Module: Base Vol: 183 422 232 150 527 100 65 258 225 28 337 273 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 183 422 232 150 527 100 65 258 225 28 337 273 Added Vol: 5 124 19 34 175 4 1 17 5 27 8 100 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 188 546 251 184 702 104 66 275 230 55 345 373 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.89 0.89 0.00 0.89 0.89 0.00 0.89 0.89 0.00 0.89 0.89 0.00 PHF Volume: 211 613 0 207 789 0 74 309 0 62 388 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 211 613 0 207 789 0 74 309 0 62 388 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 211 613 0 207 789 0 74 309 0 62 388 0 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 211 613 0 207 789 0 74 309 0 62 388 0 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 211 613 0 207 789 0 74 309 0 62 388 0 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 590 661 1057 899 MaxVolume: 1999 1948 629 715 PedVolume: 0 0 0 0 AdjMaxVol: 1999 1948 629 715 ApproachVol: 825 996 383 449 ApproachDel: 3.1 3.8 14.2 13.2 Queue: 2.1 3.1 4.1 4.5 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 7-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Eisenhower Dr (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.353 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 22.7 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 Volume Module: Base Vol: 19 504 54 60 599 57 62 16 12 76 16 64 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 19 504 54 60 599 57 62 16 12 76 16 64 Added Vol: 0 12 11 10 14 0 0 0 0 15 0 13 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 19 516 65 70 613 57 62 16 12 91 16 77 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Volume: 22 586 74 80 697 65 70 18 14 103 18 88 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 586 74 80 697 65 70 18 14 103 18 88 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 586 74 80 697 65 70 18 14 103 18 88 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.94 0.94 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.57 0.43 1.00 1.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 1573 1758 989 742 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.16 0.05 0.05 0.19 0.04 0.04 0.02 0.02 0.06 0.01 0.06 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.40 0.40 0.18 0.51 0.51 0.11 0.13 0.13 0.13 0.15 0.15 Volume/Cap: 0.18 0.39 0.12 0.25 0.37 0.08 0.37 0.14 0.14 0.45 0.07 0.37 Delay/Veh: 44.5 21.4 18.8 35.8 14.9 12.5 42.6 38.9 38.9 41.7 36.5 39.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 44.5 21.4 18.8 35.8 14.9 12.5 42.6 38.9 38.9 41.7 36.5 39.1 LOS by Move: D C B D B B D D D D D D HCM2kAvgQ: 1 6 1 2 6 1 2 1 1 3 1 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 8-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Eisenhower Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.501 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 28.8 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 1 0 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 1 441 68 45 379 0 2 0 8 283 0 95 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 1 441 68 45 379 0 2 0 8 283 0 95 Added Vol: 0 3 16 10 6 0 0 0 0 16 0 10 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 1 444 84 55 385 0 2 0 8 299 0 105 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 PHF Volume: 1 529 100 65 458 0 2 0 10 356 0 125 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 529 100 65 458 0 2 0 10 356 0 125 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 1 529 100 65 458 0 2 0 10 356 0 125 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.98 0.98 0.95 1.00 1.00 0.88 1.00 0.88 0.95 1.00 0.85 Lanes: 1.00 1.68 0.32 1.00 2.00 0.00 0.20 0.00 0.80 1.00 0.00 1.00 Final Sat.: 1758 3037 575 1758 3700 0 327 0 1307 1761 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.17 0.17 0.04 0.12 0.00 0.01 0.00 0.01 0.20 0.00 0.08 Crit Moves **** **** **** **** Green/Cycle: 0.14 0.32 0.32 0.07 0.25 0.00 0.07 0.00 0.07 0.38 0.00 0.45 Volume/Cap: 0.00 0.54 0.54 0.53 0.49 0.00 0.10 0.00 0.10 0.54 0.00 0.18 Delay/Veh: 36.8 28.2 28.2 49.3 32.4 0.0 44.0 0.0 44.0 25.3 0.0 16.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 36.8 28.2 28.2 49.3 32.4 0.0 44.0 0.0 44.0 25.3 0.0 16.8 LOS by Move: D C C D C A D A D C A B HCM2kAvgQ: 0 8 8 3 6 0 0 0 0 9 0 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 9-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4 -Way Stop Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.661 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 16.9 Optimal Cycle: 0 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Ignore Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 0 1 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 23 317 2 2 457 195 139 0 25 49 25 37 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 23 317 2 2 457 195 139 0 25 49 25 37 Added Vol: 0 11 2 1 11 10 7 1 0 3 1 1 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 23 328 4 3 468 205 146 1 25 52 26 38 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.94 0.94 0.00 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 24 349 0 3 498 218 155 1 27 55 28 40 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 349 0 3 498 218 155 1 27 55 28 40 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 349 0 3 498 218 155 1 27 55 28 40 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.39 0.61 0.85 0.01 0.14 0.67 0.33 1.00 Final Sat.: 443 952 519 489 753 345 400 3 68 285 143 486 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.06 0.37 0.00 0.01 0.66 0.63 0.39 0.39 0.39 0.19 0.19 0.08 Crit Moves **** **** **** **** Delay/Veh: 10.9 13.9 0.0 9.9 20.8 18.7 14.6 14.6 14.6 12.3 12.3 10.1 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 10.9 13.9 0.0 9.9 20.8 18.7 14.6 14.6 14.6 12.3 12.3 10.1 LOS by Move: B B * A C C B B B B B B ApproachDel: 13.7 20.1 14.6 11.6 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 13.7 20.1 14.6 11.6 LOS by Appr: B C B B AllWayAvgQ: 0.1 0.5 0.0 0.0 1.8 1.5 0.6 0.6 0.6 0.2 0.2 0.1 ******************************************************************************** Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 10-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Eisenhower Dr (NS) at Calle Sinaloa (EW) ******************************************************************************** Average Delay (sec/veh): 6.9 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 0 290 65 26 442 60 0 75 0 294 90 50 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 290 65 26 442 60 0 75 0 294 90 50 Added Vol: 0 8 12 0 9 5 5 21 0 13 22 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 298 77 26 451 65 5 96 0 307 112 50 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 310 80 27 470 68 5 100 0 320 117 52 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 310 80 27 470 68 5 100 0 320 117 52 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 310 80 27 470 68 5 100 0 320 117 52 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 0 310 80 27 470 68 5 100 0 320 117 52 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 0 310 80 27 470 68 5 100 0 320 117 52 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 132 436 817 316 MaxVolume: 1129 964 759 1030 PedVolume: 0 0 0 0 AdjMaxVol: 1129 964 759 1030 ApproachVol: 391 565 105 489 ApproachDel: 4.9 8.9 5.5 6.6 Queue: 1.6 3.9 0.5 2.6 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 11-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #5 Avenida Bermudas (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.292 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 26.7 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 45 10 115 37 7 32 9 138 32 197 274 44 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 45 10 115 37 7 32 9 138 32 197 274 44 Added Vol: 5 13 17 17 14 7 7 18 8 19 21 18 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 50 23 132 54 21 39 16 156 40 216 295 62 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 PHF Volume: 52 24 136 56 22 40 16 161 41 223 304 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 52 24 136 56 22 40 16 161 41 223 304 64 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 52 24 136 56 22 40 16 161 41 223 304 64 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.72 1.00 0.85 0.75 0.90 0.90 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 1.00 1.00 1.00 0.35 0.65 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1328 1850 1573 1386 585 1086 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.01 0.09 0.04 0.04 0.04 0.01 0.04 0.03 0.13 0.08 0.04 Crit Moves: **** **** **** Green/Cycle: 0.30 0.30 0.30 0.30 0.30 0.30 0.27 0.15 0.15 0.43 0.32 0.32 Volume/Cap: 0.13 0.04 0.29 0.14 0.12 0.12 0.03 0.29 0.18 0.29 0.26 0.13 Delay/Veh: 25.9 25.1 27.4 25.9 25.8 25.8 27.1 38.2 37.5 18.5 25.7 24.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 25.9 25.1 27.4 25.9 25.8 25.8 27.1 38.2 37.5 18.5 25.7 24.6 LOS by Move: C C C C C C C D D B C C HCM2kAvgQ: 1 1 3 1 1 1 0 2 1 4 4 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 12-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Ave Bermudas (NS) at Calle Sinaloa/Ave 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.485 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 30.7 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Ovl Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 1 0 0 1 1 0 0 1 0 1 0 2 0 1 2 0 2 0 1 Volume Module: Base Vol: 5 66 321 36 105 44 21 136 5 361 382 41 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 5 66 321 36 105 44 21 136 5 361 382 41 Added Vol: 0 29 52 3 29 24 25 8 0 63 10 4 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 5 95 373 39 134 68 46 144 5 424 392 45 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 5 99 389 41 140 71 48 150 5 442 408 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 5 99 389 41 140 71 48 150 5 442 408 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 5 99 389 41 140 71 48 150 5 442 408 47 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 1.00 0.85 0.95 0.95 0.95 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.05 0.95 1.00 1.00 0.66 0.34 1.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 92 1754 1573 1758 1165 591 1758 3700 1573 3515 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.06 0.06 0.25 0.02 0.12 0.12 0.03 0.04 0.00 0.13 0.11 0.03 Crit Moves **** **** **** **** Green/Cycle: 0.25 0.25 0.51 0.25 0.25 0.25 0.13 0.08 0.08 0.26 0.21 0.21 Volume/Cap: 0.23 0.23 0.49 0.09 0.49 0.49 0.21 0.49 0.04 0.49 0.53 0.14 Delay/Veh: 30.0 30.0 16.5 29.1 33.1 33.1 39.1 45.0 42.3 31.8 35.8 32.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 30.0 30.0 16.5 29.1 33.1 33.1 39.1 45.0 42.3 31.8 35.8 32.4 LOS by Move: C C B C C C D D D C D C HCM2kAvgQ: 3 3 8 1 6 6 1 3 0 6 6 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 13-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Desert Club Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.449 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 33.6 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 0 1 0 1 0 1! 0 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 38 29 95 111 28 59 50 248 12 117 405 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 38 29 95 111 28 59 50 248 12 117 405 23 Added Vol: 0 5 42 34 6 9 8 45 0 45 49 26 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 38 34 137 145 34 68 58 293 12 162 454 49 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 40 35 143 151 35 71 60 305 13 169 473 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 35 143 151 35 71 60 305 13 169 473 51 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 35 143 151 35 71 60 305 13 169 473 51 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.88 0.88 0.93 0.93 0.93 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 0.20 0.80 1.42 0.19 0.39 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1758 324 1304 2438 336 671 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.11 0.11 0.06 0.11 0.11 0.03 0.08 0.01 0.10 0.13 0.03 Crit Moves **** **** **** **** Green/Cycle: 0.24 0.24 0.24 0.24 0.24 0.24 0.08 0.17 0.17 0.19 0.28 0.28 Volume/Cap: 0.09 0.45 0.45 0.26 0.45 0.45 0.45 0.49 0.05 0.49 0.45 0.11 Delay/Veh: 29.4 32.9 32.9 31.3 33.3 33.3 46.5 38.4 35.1 37.0 29.6 26.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 29.4 32.9 32.9 31.3 33.3 33.3 46.5 38.4 35.1 37.0 29.6 26.6 LOS by Move: C C C C C C D D D D C C HCM2kAvgQ: 1 5 5 3 5 5 2 5 0 5 6 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 14-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Desert Club Dr (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.342 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 15.1 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 0 1 0 0 1 0 0 1 1 0 2 0 1 1 0 2 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 0 6 4 44 0 73 37 445 0 10 701 52 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 6 4 44 0 73 37 445 0 10 701 52 Added Vol: 0 0 0 25 0 12 10 52 0 0 64 25 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 6 4 69 0 85 47 497 0 10 765 77 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 0 6 4 73 0 89 49 523 0 11 805 81 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 6 4 73 0 89 49 523 0 11 805 81 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 6 4 73 0 89 49 523 0 11 805 81 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.95 0.95 0.71 1.00 0.85 0.95 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 0.60 0.40 1.00 0.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 0 1050 700 1306 0 1573 1758 3700 1850 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.01 0.01 0.06 0.00 0.06 0.03 0.14 0.00 0.01 0.22 0.05 Crit Moves: **** **** **** Green/Cycle: 0.00 0.16 0.16 0.16 0.00 0.16 0.08 0.48 0.00 0.24 0.64 0.64 Volume/Cap: 0.00 0.04 0.04 0.34 0.00 0.35 0.34 0.29 0.00 0.03 0.34 0.08 Delay/Veh: 0.0 35.3 35.3 38.1 0.0 38.0 44.8 15.8 0.0 29.3 8.6 7.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 35.3 35.3 38.1 0.0 38.0 44.8 15.8 0.0 29.3 8.6 7.0 LOS by Move: A D D D A D D B A C A A HCM2kAvgQ: 0 0 0 2 0 3 2 5 0 0 6 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 15-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Washington St (NS) at Avenue 48 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.717 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 19.7 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 2 1 0 2 0 3 0 0 0 0 0 0 0 3 0 0 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 0 1526 506 146 1485 0 0 0 0 585 0 214 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1526 506 146 1485 0 0 0 0 585 0 214 Added Vol: 0 218 41 0 244 0 0 0 0 42 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 1744 547 146 1729 0 0 0 0 627 0 214 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 1817 570 152 1801 0 0 0 0 653 0 223 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1817 570 152 1801 0 0 0 0 653 0 223 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 1817 570 152 1801 0 0 0 0 653 0 223 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.96 0.96 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 2.28 0.72 2.00 3.00 0.00 0.00 0.00 0.00 3.00 0.00 1.00 Final Sat.: 0 4073 1277 3515 5550 0 0 0 0 5273 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.45 0.45 0.04 0.32 0.00 0.00 0.00 0.00 0.12 0.00 0.14 Crit Moves: **** **** **** Green/Cycle: 0.00 0.61 0.61 0.07 0.56 0.00 0.00 0.00 0.00 0.20 0.00 0.20 Volume/Cap: 0.00 0.73 0.73 0.62 0.58 0.00 0.00 0.00 0.00 0.63 0.00 0.73 Delay/Veh: 0.0 14.2 14.2 49.9 14.4 0.0 0.0 0.0 0.0 38.3 0.0 46.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 14.2 14.2 49.9 14.4 0.0 0.0 0.0 0.0 38.3 0.0 46.1 LOS by Move: A B B D B A A A A D A D HCM2kAvgQ: 0 18 18 3 12 0 0 0 0 7 0 8 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 16-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Washington St (NS) at Eisenhower Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.614 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 21.9 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 1 0 3 0 1 2 0 1! 0 0 0 0 1! 0 0 Volume Module: Base Vol: 18 1312 12 38 1316 654 619 1 11 3 8 49 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 18 1312 12 38 1316 654 619 1 11 3 8 49 Added Vol: 13 218 0 0 238 48 41 0 10 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 31 1530 12 38 1554 702 660 1 21 3 8 49 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 PHF Volume: 32 1577 12 39 1602 724 680 1 22 3 8 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 32 1577 12 39 1602 724 680 1 22 3 8 51 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 32 1577 12 39 1602 724 680 1 22 3 8 51 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.95 0.95 0.89 0.89 0.89 Lanes: 1.00 3.00 1.00 1.00 3.00 1.00 2.91 0.01 0.08 0.05 0.13 0.82 Final Sat.: 1758 5550 1573 1758 5550 1573 5109 7 152 82 219 1342 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.28 0.01 0.02 0.29 0.46 0.13 0.14 0.14 0.04 0.04 0.04 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.45 0.45 0.11 0.49 0.70 0.21 0.21 0.21 0.07 0.07 0.07 Volume/Cap: 0.26 0.63 0.02 0.20 0.59 0.66 0.63 0.67 0.67 0.54 0.54 0.54 Delay/Veh: 45.2 21.9 15.4 41.0 18.8 9.8 37.0 37.9 37.9 49.9 49.9 49.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 45.2 21.9 15.4 41.0 18.8 9.8 37.0 37.9 37.9 49.9 49.9 49.9 LOS by Move: D C B D B A D D D D D D HCM2kAvgQ: 1 13 0 1 12 13 7 8 8 3 3 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 17-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Washington St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.619 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 27.6 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 2 0 2 1 0 1 0 1 1 0 2 0 1 0 1 Volume Module: Base Vol: 6 966 80 260 1021 85 47 98 15 136 88 327 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 6 966 80 260 1021 85 47 98 15 136 88 327 Added Vol: 91 221 34 82 182 0 0 39 0 28 22 18 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 97 1187 114 342 1203 85 47 137 15 164 110 345 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 PHF Volume: 104 1276 123 368 1294 91 51 147 16 176 118 371 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 104 1276 123 368 1294 91 51 147 16 176 118 371 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 104 1276 123 368 1294 91 51 147 16 176 118 371 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 0.99 0.99 0.95 0.99 0.99 0.95 1.00 0.85 Lanes: 1.00 2.74 0.26 2.00 2.80 0.20 1.00 1.80 0.20 2.00 1.00 1.00 Final Sat.: 1758 4998 480 3515 5132 363 1758 3285 360 3515 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.06 0.26 0.26 0.10 0.25 0.25 0.03 0.04 0.04 0.05 0.06 0.24 Crit Moves **** **** **** **** Green/Cycle: 0.12 0.40 0.40 0.16 0.44 0.44 0.07 0.14 0.14 0.14 0.21 0.37 Volume/Cap: 0.48 0.64 0.64 0.64 0.57 0.57 0.41 0.33 0.33 0.36 0.31 0.64 Delay/Veh: 42.6 24.8 24.8 41.4 21.2 21.2 46.8 39.3 39.3 39.6 34.2 28.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 42.6 24.8 24.8 41.4 21.2 21.2 46.8 39.3 39.3 39.6 34.2 28.4 LOS by Move: D C C D C C D D D D C C HCM2kAvgQ: 4 12 12 6 11 11 2 3 3 3 3 10 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 18-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Washington St (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.539 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 26.6 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 2 1 0 1 0 2 0 1 2 1 0 0 1 1 0 0 1 0 Volume Module: Base Vol: 58 594 59 36 669 336 325 113 57 33 61 44 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 58 594 59 36 669 336 325 113 57 33 61 44 Added Vol: 11 117 0 15 141 114 106 21 11 0 21 12 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 69 711 59 51 810 450 431 134 68 33 82 56 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 PHF Volume: 70 726 60 52 827 459 440 137 69 34 84 57 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 70 726 60 52 827 459 440 137 69 34 84 57 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 70 726 60 52 827 459 440 137 69 34 84 57 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 1.00 0.85 0.96 0.96 0.85 0.95 0.94 0.94 Lanes: 1.00 2.77 0.23 1.00 2.00 1.00 2.29 0.71 1.00 1.00 0.59 0.41 Final Sat.: 1758 5063 420 1758 3700 1573 4077 1268 1573 1758 1032 705 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.14 0.14 0.03 0.22 0.29 0.11 0.11 0.04 0.02 0.08 0.08 Crit Moves: **** **** **** **** Green/Cycle: 0.07 0.33 0.33 0.16 0.41 0.62 0.20 0.20 0.20 0.15 0.15 0.15 Volume/Cap: 0.54 0.44 0.44 0.18 0.54 0.47 0.54 0.54 0.22 0.13 0.54 0.54 Delay/Veh: 49.1 26.5 26.5 36.6 22.4 10.8 36.4 36.4 33.8 37.0 41.5 41.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 49.1 26.5 26.5 36.6 22.4 10.8 36.4 36.4 33.8 37.0 41.5 41.5 LOS by Move: D C C D C B D D C D D D HCM2kAvgQ: 3 6 6 1 10 8 6 6 2 1 5 5 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 19-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 2.9 Worst Case Level Of Service: E[ 42.9] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 1 0 2 1 0 0 0 1! 0 0 0 0 0 0 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 17 606 0 12 753 45 74 0 40 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 17 606 0 12 753 45 74 0 40 0 0 0 Added Vol: 1 126 0 0 150 3 2 0 1 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 18 732 0 12 903 48 76 0 41 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 19 763 0 13 941 50 79 0 43 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 19 763 0 13 941 50 79 0 43 0 0 0 --------------------------- --------------- --------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx 4.1 xxxx xxxxx 6.8 6.5 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx 2.2 xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx --------------------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: 991 xxxx xxxxx 763 xxxx xxxxx 1282 1791 339 xxxx xxxx xxxxx Potent Cap.: 706 xxxx xxxxx 859 xxxx xxxxx 160 82 663 xxxx xxxx xxxxx Move Cap.: 706 xxxx xxxxx 859 xxxx xxxxx 155 78 663 xxxx xxxx xxxxx Volume/Cap: 0.03 xxxx xxxx 0.01 xxxx xxxx 0.51 0.00 0.06 xxxx xxxx xxxx ------------ I --------------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: 0.1 xxxx xxxxx 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 10.2 xxxx xxxxx 9.3 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: B * * A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 212 xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 3.2 xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx 42.9 xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * E ApproachDel: xxxxxx xxxxxx 42.9 xxxxxx ApproachLOS: * * E ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:55:58 Page 2-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project - With Mitigation Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 0.7 Worst Case Level Of Service: B[ 11.2] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 1 0 2 1 0 0 0 0 0 1 0 0 0 0 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 17 606 0 12 753 45 0 0 77 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 17 606 0 12 753 45 0 0 77 0 0 0 Added Vol: 1 126 0 0 150 0 0 0 1 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 18 732 0 12 903 45 0 0 78 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 19 763 0 13 941 47 0 0 81 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 19 763 0 13 941 47 0 0 81 0 0 0 --------------------------- --------------- --------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx 4.1 xxxx xxxxx xxxxx xxxx 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx 2.2 xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx --------------------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: 988 xxxx xxxxx 763 xxxx xxxxx xxxx xxxx 337 xxxx xxxx xxxxx Potent Cap.: 708 xxxx xxxxx 859 xxxx xxxxx xxxx xxxx 665 xxxx xxxx xxxxx Move Cap.: 708 xxxx xxxxx 859 xxxx xxxxx xxxx xxxx 665 xxxx xxxx xxxxx Volume/Cap: 0.03 xxxx xxxx 0.01 xxxx xxxx xxxx xxxx 0.12 xxxx xxxx xxxx ------------ I --------------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: 0.1 xxxx xxxxx 0.0 xxxx xxxxx xxxx xxxx 0.4 xxxx xxxx xxxxx Control Del: 10.2 xxxx xxxxx 9.3 xxxx xxxxx xxxxx xxxx 11.2 xxxxx xxxx xxxxx LOS by Move: B * * A * * * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * ApproachDel: xxxxxx xxxxxx 11.2 xxxxxx ApproachLOS: * * B ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 20-1 LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #14 Washington St (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.500 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 25.4 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Ovl Include Ovl Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 0 0 1! 0 0 1 1 0 0 2 2 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 6 31 23 411 28 418 248 246 0 42 392 356 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 6 31 23 411 28 418 248 246 0 42 392 356 Added Vol: 0 0 0 90 0 61 50 28 0 0 29 77 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 6 31 23 501 28 479 298 274 0 42 421 433 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 6 33 24 533 30 510 317 291 0 45 448 461 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 6 33 24 533 30 510 317 291 0 45 448 461 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 6 33 24 533 30 510 317 291 0 45 448 461 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.94 0.94 0.94 0.96 0.96 0.85 0.95 1.00 1.00 0.95 1.00 0.85 Lanes: 0.10 0.52 0.38 1.89 0.11 2.00 2.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 175 902 669 3346 187 3145 3515 3700 1850 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.04 0.04 0.16 0.16 0.16 0.09 0.08 0.00 0.03 0.12 0.29 Crit Moves **** **** **** **** Green/Cycle: 0.07 0.07 0.07 0.32 0.32 0.50 0.18 0.24 0.00 0.21 0.27 0.59 Volume/Cap: 0.50 0.50 0.50 0.50 0.50 0.32 0.50 0.33 0.00 0.12 0.45 0.50 Delay/Veh: 47.6 47.6 47.6 28.0 28.0 15.1 37.5 31.8 0.0 32.1 30.9 12.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 47.6 47.6 47.6 28.0 28.0 15.1 37.5 31.8 0.0 32.1 30.9 12.5 LOS by Move: D D D C C B D C A C C B HCM2kAvgQ: 3 3 3 7 7 5 5 4 0 1 6 8 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 21-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #15 Jefferson St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.820 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 38.8 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 7 7 7 7 7 7 7 7 7 7 7 7 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 2 0 1 1 0 1 0 1 ------------ I --------------- --------------- --------------- ---------------� Volume Module: Base Vol: 72 889 119 264 855 137 167 307 56 179 301 213 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 72 889 119 264 855 137 167 307 56 179 301 213 Added Vol: 20 262 1 37 324 40 97 105 26 15 89 22 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 92 1151 120 301 1179 177 264 412 82 194 390 235 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 97 1212 126 317 1241 186 278 434 86 204 411 247 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 97 1212 126 317 1241 186 278 434 86 204 411 247 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 97 1212 126 317 1241 186 278 434 86 204 411 247 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 Final Sat.: 1758 5550 1573 3515 5550 1573 1758 3700 1573 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.06 0.22 0.08 0.09 0.22 0.12 0.16 0.12 0.05 0.12 0.22 0.16 Crit Moves **** **** **** **** Green/Cycle: 0.09 0.27 0.27 0.11 0.29 0.29 0.19 0.23 0.23 0.23 0.27 0.27 Volume/Cap: 0.61 0.82 0.30 0.82 0.78 0.41 0.82 0.50 0.24 0.50 0.82 0.58 Delay/Veh: 50.9 38.2 29.7 56.5 35.3 29.5 53.2 33.8 31.5 34.5 44.5 33.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 50.9 38.2 29.7 56.5 35.3 29.5 53.2 33.8 31.5 34.5 44.5 33.6 LOS by Move: D D C E D C D C C C D C HCM2kAvgQ: 4 14 3 7 14 5 11 6 2 6 14 7 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 12:05:45 Page 22-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #16 Jefferson St (NS) at Avenue 52 (EW) ******************************************************************************** Average Delay (sec/veh): 149.9 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 215 594 248 128 673 196 58 314 306 21 359 288 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 215 594 248 128 673 196 58 314 306 21 359 288 Added Vol: 10 182 27 113 194 14 1 15 11 29 17 66 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 225 776 275 241 867 210 59 329 317 50 376 354 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.92 0.92 0.00 0.92 0.92 0.00 0.92 0.92 0.00 0.92 0.92 0.00 PHF Volume: 245 843 0 262 942 0 64 358 0 54 409 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 245 843 0 262 942 0 64 358 0 54 409 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 245 843 0 262 942 0 64 358 0 54 409 0 --------------------------- PCE Module: --------------- --------------- ---------------� AutoPCE: 245 843 0 262 942 0 64 358 0 54 409 0 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 245 843 0 262 942 0 64 358 0 54 409 0 --------------------------- Delay Module: >> Time Period: --------------- 0.25 hours << --------------- ---------------� CircVolume: 684 708 1259 1152 MaxVolume: 831 818 520 578 PedVolume: 0 0 0 0 AdjMaxVol: 831 818 520 578 ApproachVol: 1088 1204 422 463 ApproachDel: 160.1 230.0 30.2 26.7 Queue: 41.9 56.3 7.8 7.8 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Apr 8, 2016 13:55:58 Page 3-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN Interim Year With Project - With Mitigation Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #16 Jefferson St (NS) at Avenue 52 (EW) ******************************************************************************** Average Delay (sec/veh): 11.2 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 2 2 1 1 Volume Module: Base Vol: 215 594 248 128 673 196 58 314 306 21 359 288 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 215 594 248 128 673 196 58 314 306 21 359 288 Added Vol: 10 182 27 113 194 14 1 15 11 29 17 66 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 225 776 275 241 867 210 59 329 317 50 376 354 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.92 0.92 0.00 0.92 0.92 0.00 0.92 0.92 0.00 0.92 0.92 0.00 PHF Volume: 245 843 0 262 942 0 64 358 0 54 409 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 245 843 0 262 942 0 64 358 0 54 409 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 245 843 0 262 942 0 64 358 0 54 409 0 --------------------------- PCE Module: --------------- --------------- ---------------� AutoPCE: 245 843 0 262 942 0 64 358 0 54 409 0 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 245 843 0 262 942 0 64 358 0 54 409 0 --------------------------- Delay Module: >> Time Period: --------------- 0.25 hours << --------------- ---------------� CircVolume: 684 708 1259 1152 MaxVolume: 1932 1915 520 578 PedVolume: 0 0 0 0 AdjMaxVol: 1932 1915 520 578 ApproachVol: 1088 1204 422 463 ApproachDel: 4.2 5.0 30.2 26.7 Queue: 3.7 4.8 7.8 7.8 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA General Plan Buildout Without Project (Current General Plan Circulation Element) Default Scenario Thu Apr 7, 2016 17:46:05 Page 5-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Eisenhower Dr (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.453 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 17.4 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 Volume Module: Base Vol: 30 930 98 97 564 59 33 22 8 66 21 87 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 30 930 98 97 564 59 33 22 8 66 21 87 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 30 930 98 97 564 59 33 22 8 66 21 87 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 30 930 98 97 564 59 33 22 8 66 21 87 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 30 930 98 97 564 59 33 22 8 66 21 87 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.96 0.96 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.73 0.27 1.00 1.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 1573 1758 1302 474 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.25 0.06 0.06 0.15 0.04 0.02 0.02 0.02 0.04 0.01 0.06 Crit Moves **** **** **** **** Green/Cycle: 0.07 0.55 0.55 0.12 0.61 0.61 0.04 0.05 0.05 0.11 0.12 0.12 Volume/Cap: 0.25 0.45 0.11 0.45 0.25 0.06 0.45 0.33 0.33 0.33 0.09 0.45 Delay/Veh: 45.3 13.4 10.6 42.3 9.1 8.0 51.2 48.0 48.0 41.9 39.2 42.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 45.3 13.4 10.6 42.3 9.1 8.0 51.2 48.0 48.0 41.9 39.2 42.5 LOS by Move: D B B D A A D D D D D D HCM2kAvgQ: 1 9 1 3 4 1 2 1 1 2 1 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:05 Page 6-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour ------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Eisenhower Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.388 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 16.4 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 1 1 0 1 0 0 0 0 0 1 0 0 1 Volume Module: Base Vol: 4 799 66 35 227 2 3 0 0 152 4 84 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 4 799 66 35 227 2 3 0 0 152 4 84 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 799 66 35 227 2 3 0 0 152 4 84 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 4 799 66 35 227 2 3 0 0 152 4 84 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 4 799 66 35 227 2 3 0 0 152 4 84 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.85 Lanes: 1.00 2.00 1.00 1.00 1.98 0.02 1.00 0.00 0.00 0.97 0.03 1.00 Final Sat.: 1758 3700 1573 1758 3664 32 1758 0 0 1720 45 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.22 0.04 0.02 0.06 0.06 0.00 0.00 0.00 0.09 0.09 0.05 Crit Moves **** **** **** **** Green/Cycle: 0.02 0.56 0.56 0.05 0.59 0.59 0.00 0.00 0.00 0.23 0.23 0.28 Volume/Cap: 0.11 0.39 0.08 0.39 0.11 0.11 0.39 0.00 0.00 0.39 0.39 0.19 Delay/Veh: 49.2 12.7 10.3 48.7 9.1 9.1 79.0 0.0 0.0 33.3 33.3 27.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 49.2 12.7 10.3 48.7 9.1 9.1 79.0 0.0 0.0 33.3 33.3 27.7 LOS by Move: D B B D A A E A A C C C HCM2kAvgQ: 0 7 1 2 2 2 0 0 0 4 4 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:05 Page 7-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4 -Way Stop Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.602 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 16.6 Optimal Cycle: 0 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Ignore Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 11 593 0 0 259 120 278 0 25 15 6 11 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 11 593 0 0 259 120 278 0 25 15 6 11 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 11 593 0 0 259 120 278 0 25 15 6 11 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 11 593 0 0 259 120 278 0 25 15 6 11 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 11 593 0 0 259 120 278 0 25 15 6 11 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.37 0.63 0.92 0.00 0.08 0.71 0.29 1.00 Final Sat.: 484 1048 577 452 674 327 462 0 42 293 117 466 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.57 0.00 0.00 0.38 0.37 0.60 xxxx 0.60 0.05 0.05 0.02 Crit Moves **** **** **** **** Delay/Veh: 10.1 17.6 0.0 0.0 13.9 13.1 19.4 0.0 19.4 11.1 11.1 9.8 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 10.1 17.6 0.0 0.0 13.9 13.1 19.4 0.0 19.4 11.1 11.1 9.8 LOS by Move: B C * * B B C * C B B A ApproachDel: 17.4 13.6 19.4 10.6 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 17.4 13.6 19.4 10.6 LOS by Appr: C B C B Al1WayAvgQ: 0.0 1.2 0.0 0.0 0.6 0.5 1.3 1.3 1.3 0.0 0.0 0.0 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:05 Page 8-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Eisenhower Dr (NS) at Calle Sinaloa (EW) ******************************************************************************** Average Delay (sec/veh): 8.4 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 0 625 155 20 253 30 1 216 0 123 70 48 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 625 155 20 253 30 1 216 0 123 70 48 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 625 155 20 253 30 1 216 0 123 70 48 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 625 155 20 253 30 1 216 0 123 70 48 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 625 155 20 253 30 1 216 0 123 70 48 ------------ --------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 0 625 155 20 253 30 1 216 0 123 70 48 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 0 625 155 20 253 30 1 216 0 123 70 48 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 237 193 396 626 MaxVolume: 1072 1096 986 862 PedVolume: 0 0 0 0 AdjMaxVol: 1072 1096 986 862 ApproachVol: 780 303 217 241 ApproachDel: 11.8 4.5 4.7 5.8 Queue: 6.8 1.1 0.8 1.1 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:05 Page 9-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Avenida Bermudas (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.221 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 24.3 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 0 1 1 0 2 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 53 1 105 1 0 12 32 141 22 158 206 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 53 1 105 1 0 12 32 141 22 158 206 40 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 53 1 105 1 0 12 32 141 22 158 206 40 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 53 1 105 1 0 12 32 141 22 158 206 40 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 53 1 105 1 0 12 32 141 22 158 206 40 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.76 1.00 0.85 0.77 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 1.00 1.00 1.00 0.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1404 1850 1573 1421 0 1573 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.00 0.07 0.00 0.00 0.01 0.02 0.04 0.01 0.09 0.06 0.03 Crit Moves: **** **** **** Green/Cycle: 0.30 0.30 0.30 0.30 0.00 0.30 0.14 0.17 0.17 0.41 0.44 0.44 Volume/Cap: 0.13 0.00 0.22 0.00 0.00 0.03 0.13 0.22 0.08 0.22 0.13 0.06 Delay/Veh: 25.5 24.4 26.4 24.4 0.0 24.6 37.7 35.8 34.9 19.5 16.9 16.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 25.5 24.4 26.4 24.4 0.0 24.6 37.7 35.8 34.9 19.5 16.9 16.4 LOS by Move: C C C C A C D D C B B B HCM2kAvgQ: 1 0 2 0 0 0 1 2 1 3 2 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:05 Page 10-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Ave Bermudas (NS) at Calle Sinaloa/Ave 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.905 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 41.1 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Split Phase Split Phase Protected Protected Rights: Ovl Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 1 0 1 0 1 1 0 2 0 1 2 0 2 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 12 113 1011 38 29 10 29 354 3 222 219 29 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 12 113 1011 38 29 10 29 354 3 222 219 29 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 12 113 1011 38 29 10 29 354 3 222 219 29 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 12 113 1011 38 29 10 29 354 3 222 219 29 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 12 113 1011 38 29 10 29 354 3 222 219 29 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.10 0.90 1.00 1.00 1.00 1.00 1.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 177 1664 1573 1758 1850 1573 1758 3700 1573 3515 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.07 0.07 0.64 0.02 0.02 0.01 0.02 0.10 0.00 0.06 0.06 0.02 Crit Moves: **** **** **** **** Green/Cycle: 0.64 0.64 0.71 0.02 0.02 0.02 0.04 0.11 0.11 0.07 0.14 0.14 Volume/Cap: 0.11 0.11 0.91 0.91 0.66 0.27 0.43 0.91 0.02 0.91 0.43 0.13 Delay/Veh: 7.0 7.0 22.2 150.9 78.9 51.7 51.4 68.1 40.1 79.5 40.1 38.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 7.0 7.0 22.2 150.9 78.9 51.7 51.4 68.1 40.1 79.5 40.1 38.2 LOS by Move: A A C F E D D E D E D D HCM2kAvgQ: 1 1 29 3 2 1 1 9 0 6 4 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:05 Page 11-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Desert Club Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.455 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 34.1 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1! 0 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 15 101 50 223 61 98 112 156 2 67 281 118 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 15 101 50 223 61 98 112 156 2 67 281 118 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 15 101 50 223 61 98 112 156 2 67 281 118 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 15 101 50 223 61 98 112 156 2 67 281 118 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 15 101 50 223 61 98 112 156 2 67 281 118 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.95 0.95 0.93 0.93 0.93 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 0.67 0.33 1.41 0.23 0.36 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1758 1176 582 2440 390 626 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.09 0.09 0.09 0.16 0.16 0.06 0.04 0.00 0.04 0.08 0.08 Crit Moves **** **** **** **** Green/Cycle: 0.19 0.19 0.19 0.34 0.34 0.34 0.14 0.16 0.16 0.15 0.17 0.17 Volume/Cap: 0.05 0.45 0.45 0.27 0.45 0.45 0.45 0.26 0.01 0.26 0.45 0.45 Delay/Veh: 33.2 37.0 37.0 23.8 25.9 25.9 40.8 37.0 35.2 38.5 38.1 38.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 33.2 37.0 37.0 23.8 25.9 25.9 40.8 37.0 35.2 38.5 38.1 38.7 LOS by Move: C D D C C C D D D D D D HCM2kAvgQ: 0 5 5 4 7 7 4 2 0 2 4 4 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:05 Page 12-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Desert Club Dr (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.456 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 8.8 Optimal Cycle: 100 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 0 0 1 0 0 1 1 0 2 0 1 1 0 2 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 1 11 0 17 11 53 79 1323 1 18 416 38 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 1 11 0 17 11 53 79 1323 1 18 416 38 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 1 11 0 17 11 53 79 1323 1 18 416 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 11 0 17 11 53 79 1323 1 18 416 38 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 1 11 0 17 11 53 79 1323 1 18 416 38 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.98 0.98 1.00 0.81 0.81 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.08 0.92 0.00 0.61 0.39 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 151 1660 0 908 587 1573 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.01 0.00 0.02 0.02 0.03 0.04 0.36 0.00 0.01 0.11 0.02 Crit Moves: **** **** **** Green/Cycle: 0.07 0.07 0.00 0.07 0.07 0.07 0.23 0.78 0.78 0.02 0.58 0.58 Volume/Cap: 0.09 0.09 0.00 0.25 0.25 0.46 0.20 0.46 0.00 0.46 0.20 0.04 Delay/Veh: 43.5 43.5 0.0 44.9 44.9 47.2 31.3 3.8 2.3 56.4 10.2 9.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 43.5 43.5 0.0 44.9 44.9 47.2 31.3 3.8 2.3 56.4 10.2 9.2 LOS by Move: D D A D D D C A A E B A HCM2kAvgQ: 0 0 0 1 1 2 2 7 0 1 3 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:05 Page 13-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour ------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Washington St (NS) at Avenue 48 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.972 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 24.2 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 1 0 2 0 3 0 0 0 0 0 0 0 3 0 0 0 1 Volume Module: Base Vol: 0 2953 701 84 1694 0 0 0 0 479 0 279 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 2953 701 84 1694 0 0 0 0 479 0 279 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 2953 701 84 1694 0 0 0 0 479 0 279 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 2953 701 84 1694 0 0 0 0 479 0 279 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 2953 701 84 1694 0 0 0 0 479 0 279 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.97 0.97 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 2.42 0.58 2.00 3.00 0.00 0.00 0.00 0.00 3.00 0.00 1.00 Final Sat.: 0 4355 1034 3515 5550 0 0 0 0 5273 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.68 0.68 0.02 0.31 0.00 0.00 0.00 0.00 0.09 0.00 0.18 Crit Moves: **** **** **** Green/Cycle: 0.00 0.70 0.70 0.02 0.72 0.00 0.00 0.00 0.00 0.16 0.00 0.18 Volume/Cap: 0.00 0.97 0.97 0.97 0.42 0.00 0.00 0.00 0.00 0.58 0.00 0.97 Delay/Veh: 0.0 23.4 23.4 136.0 5.6 0.0 0.0 0.0 0.0 40.0 0.0 85.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 23.4 23.4 136.0 5.6 0.0 0.0 0.0 0.0 40.0 0.0 85.9 LOS by Move: A C C F A A A A A D A F HCM2kAvgQ: 0 42 42 3 7 0 0 0 0 5 0 13 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:05 Page 14-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #10 Washington St (NS) at Eisenhower Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.830 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 23.8 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 2 1 1 2 0 1! 0 0 0 0 1! 0 0 Volume Module: Base Vol: 24 2485 6 21 1256 896 1155 3 10 2 3 14 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 24 2485 6 21 1256 896 1155 3 10 2 3 14 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 2485 6 21 1256 896 1155 3 10 2 3 14 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 2485 6 21 1256 896 1155 3 10 2 3 14 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 2485 6 21 1256 896 1155 3 10 2 3 14 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 0.94 0.94 0.95 0.95 0.95 0.90 0.90 0.90 Lanes: 1.00 3.00 1.00 1.00 2.33 1.67 2.97 0.01 0.02 0.10 0.16 0.74 Final Sat.: 1758 5550 1573 1758 4051 2890 5226 13 44 175 262 1222 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.45 0.00 0.01 0.31 0.31 0.22 0.23 0.23 0.01 0.01 0.01 Crit Moves **** **** **** **** Green/Cycle: 0.02 0.54 0.54 0.01 0.53 0.53 0.27 0.27 0.27 0.01 0.01 0.01 Volume/Cap: 0.58 0.83 0.01 0.83 0.58 0.58 0.81 0.83 0.83 0.83 0.83 0.83 Delay/Veh: 68.1 21.3 10.6 155.1 16.2 16.2 37.6 38.5 38.5 162.0 162 162.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 68.1 21.3 10.6 155.1 16.2 16.2 37.6 38.5 38.5 162.0 162 162.0 LOS by Move: E C B F B B D D D F F F HCM2kAvgQ: 2 23 0 2 12 12 13 14 14 2 2 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:05 Page 15-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #11 Washington St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.602 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 20.2 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 2 1 0 2 0 1 1 0 2 0 1 1 1 Volume Module: Base Vol: 17 1761 170 251 1044 45 8 28 3 168 136 605 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 17 1761 170 251 1044 45 8 28 3 168 136 605 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 17 1761 170 251 1044 45 8 28 3 168 136 605 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 17 1761 170 251 1044 45 8 28 3 168 136 605 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 17 1761 170 251 1044 45 8 28 3 168 136 605 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 0.99 0.99 0.95 0.99 0.99 0.95 0.88 0.88 Lanes: 1.00 3.00 1.00 2.00 2.88 0.12 2.00 1.81 0.19 2.00 1.00 2.00 Final Sat.: 1758 5550 1573 3515 5289 228 3515 3292 353 3515 1624 3249 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.32 0.11 0.07 0.20 0.20 0.00 0.01 0.01 0.05 0.08 0.19 Crit Moves **** **** **** **** Green/Cycle: 0.03 0.53 0.53 0.12 0.62 0.62 0.00 0.03 0.03 0.17 0.19 0.31 Volume/Cap: 0.32 0.60 0.21 0.60 0.32 0.32 0.60 0.29 0.29 0.29 0.44 0.60 Delay/Veh: 51.0 16.7 12.7 44.3 9.3 9.3 108.8 49.0 49.0 36.9 35.9 30.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 51.0 16.7 12.7 44.3 9.3 9.3 108.8 49.0 49.0 36.9 35.9 30.2 LOS by Move: D B B D A A F D D D D C HCM2kAvgQ: 1 13 3 5 5 5 1 1 1 2 4 9 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:06 Page 16-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #12 Washington St (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.527 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 18.1 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 1 0 1 0 2 0 1 2 1 0 0 1 1 0 0 1 0 Volume Module: Base Vol: 15 1452 159 33 1034 127 237 55 16 70 31 91 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 15 1452 159 33 1034 127 237 55 16 70 31 91 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 15 1452 159 33 1034 127 237 55 16 70 31 91 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 15 1452 159 33 1034 127 237 55 16 70 31 91 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 15 1452 159 33 1034 127 237 55 16 70 31 91 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 1.00 0.85 0.96 0.96 0.85 0.95 0.89 0.89 Lanes: 1.00 2.70 0.30 1.00 2.00 1.00 2.43 0.57 1.00 1.00 0.25 0.75 Final Sat.: 1758 4927 540 1758 3700 1573 4329 1005 1573 1758 417 1225 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.29 0.29 0.02 0.28 0.08 0.05 0.05 0.01 0.04 0.07 0.07 Crit Moves **** **** **** **** Green/Cycle: 0.02 0.56 0.56 0.04 0.58 0.68 0.10 0.10 0.10 0.14 0.14 0.14 Volume/Cap: 0.48 0.53 0.53 0.53 0.48 0.12 0.53 0.53 0.10 0.28 0.53 0.53 Delay/Veh: 60.1 13.9 13.9 55.5 12.6 5.6 43.4 43.4 40.8 39.1 42.1 42.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 60.1 13.9 13.9 55.5 12.6 5.6 43.4 43.4 40.8 39.1 42.1 42.1 LOS by Move: E B B E B A D D D D D D HCM2kAvgQ: 1 10 10 2 9 1 4 4 1 2 4 4 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:06 Page 17-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour ------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Base Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 0.4 Worst Case Level Of Service: B[ 11.4] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 0 0 2 1 0 0 0 0 0 1 0 0 0 0 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 71 1626 0 0 1031 89 0 0 38 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 71 1626 0 0 1031 89 0 0 38 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 71 1626 0 0 1031 89 0 0 38 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 71 1626 0 0 1031 89 0 0 38 0 0 0 --------------------------- --------------- --------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx --------------------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: 1120 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 388 xxxx xxxx xxxxx Potent Cap.: 631 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 616 xxxx xxxx xxxxx Move Cap.: 631 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 616 xxxx xxxx xxxxx Volume/Cap: 0.11 xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0.06 xxxx xxxx xxxx ------------ I --------------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: 0.4 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 0.2 xxxx xxxx xxxxx Control Del: 11.4 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 11.2 xxxxx xxxx xxxxx LOS by Move: B * * * * * * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * ApproachDel: xxxxxx xxxxxx 11.2 xxxxxx ApproachLOS: * * B ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:06 Page 18-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour ------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #14 Washington St (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.985 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 48.0 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Ovl Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 1 1 0 0 2 2 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 4 35 18 838 8 223 746 579 15 39 245 916 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 4 35 18 838 8 223 746 579 15 39 245 916 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 35 18 838 8 223 746 579 15 39 245 916 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 4 35 18 838 8 223 746 579 15 39 245 916 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 4 35 18 838 8 223 746 579 15 39 245 916 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.95 0.95 0.95 0.95 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.07 0.61 0.32 1.98 0.02 2.00 2.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 124 1084 557 3493 33 3145 3515 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.03 0.03 0.24 0.24 0.07 0.21 0.16 0.01 0.02 0.07 0.58 Crit Moves **** **** **** **** Green/Cycle: 0.03 0.03 0.03 0.24 0.24 0.46 0.22 0.49 0.49 0.07 0.35 0.59 Volume/Cap: 0.98 0.98 0.98 0.98 0.98 0.15 0.98 0.32 0.02 0.32 0.19 0.98 Delay/Veh: 160.8 161 160.8 64.4 64.4 15.8 67.8 15.3 13.0 45.7 22.8 45.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 160.8 161 160.8 64.4 64.4 15.8 67.8 15.3 13.0 45.7 22.8 45.6 LOS by Move: F F F E E B E B B D C D HCM2kAvgQ: 4 4 4 19 19 2 17 5 0 1 3 35 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:06 Page 19-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #15 Jefferson St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.772 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 33.8 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 2 0 2 0 1 2 0 1 1 0 ------------ I --------------- --------------- --------------- ---------------� Volume Module: Base Vol: 58 1211 153 353 1474 288 144 321 50 293 534 461 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 58 1211 153 353 1474 288 144 321 50 293 534 461 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 58 1211 153 353 1474 288 144 321 50 293 534 461 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 58 1211 153 353 1474 288 144 321 50 293 534 461 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 58 1211 153 353 1474 288 144 321 50 293 534 461 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.93 0.93 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 2.00 1.00 2.00 1.07 0.93 Final Sat.: 1758 5550 1573 3515 5550 1573 3515 3700 1573 3515 1849 1596 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.22 0.10 0.10 0.27 0.18 0.04 0.09 0.03 0.08 0.29 0.29 Crit Moves **** **** **** **** Green/Cycle: 0.05 0.28 0.28 0.13 0.37 0.37 0.05 0.22 0.22 0.21 0.37 0.37 Volume/Cap: 0.72 0.77 0.34 0.77 0.72 0.50 0.77 0.40 0.15 0.40 0.77 0.77 Delay/Veh: 74.6 35.3 29.0 50.0 28.6 25.2 64.6 33.8 31.8 34.5 30.5 30.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 74.6 35.3 29.0 50.0 28.6 25.2 64.6 33.8 31.8 34.5 30.5 30.5 LOS by Move: E D C D C C E C C C C C HCM2kAvgQ: 3 13 4 7 14 7 4 4 1 4 15 15 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu -------------------------------------------------------------------------------- Apr 7, 2016 17:46:06 Page 20-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Base Volume Alternative) ******************************************************************************** Intersection ******************************************************************************** #16 Jefferson St (NS) at Avenue 52 (EW) Average Delay (sec/veh): 6.5 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- Control: Yield Sign --------------- Yield Sign --------------- Yield Sign ---------------� Yield Sign Lanes: 2 2 3 3 --------------------------- Volume Module: --------------- --------------- ---------------� Base Vol: 425 651 68 386 1126 206 103 519 621 60 565 568 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 425 651 68 386 1126 206 103 519 621 60 565 568 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 425 651 68 386 1126 206 103 519 621 60 565 568 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 425 651 68 386 1126 206 103 519 621 60 565 568 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 425 651 68 386 1126 206 103 519 621 60 565 568 --------------------------- PCE Module: --------------- --------------- ---------------� AutoPCE: 425 651 68 386 1126 206 103 519 621 60 565 568 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 425 651 68 386 1126 206 103 519 621 60 565 568 ------------ Delay Module: --------------- >> Time Period: --------------- 0.25 hours << --------------- ---------------� CircVolume: 386 425 1512 1076 MaxVolume: 2146 2118 xxxxxx xxxxxx PedVolume: 0 0 0 0 AdjMaxVol: 2146 2118 xxxxxx xxxxxx ApproachVol: 1144 1718 xxxxxx xxxxxx ApproachDel: 3.6 8.5 xxxxxx xxxxxx Queue: 3.3 10.6 xxxx xxxx Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:23 Page 5-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Eisenhower Dr (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.443 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 22.9 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 Volume Module: Base Vol: 20 670 57 102 757 81 93 18 13 81 18 126 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 20 670 57 102 757 81 93 18 13 81 18 126 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 20 670 57 102 757 81 93 18 13 81 18 126 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 20 670 57 102 757 81 93 18 13 81 18 126 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 20 670 57 102 757 81 93 18 13 81 18 126 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.94 0.94 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.58 0.42 1.00 1.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 1573 1758 1007 727 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.18 0.04 0.06 0.20 0.05 0.05 0.02 0.02 0.05 0.01 0.08 Crit Moves **** **** **** **** Green/Cycle: 0.03 0.41 0.41 0.13 0.51 0.51 0.12 0.08 0.08 0.22 0.18 0.18 Volume/Cap: 0.40 0.44 0.09 0.44 0.40 0.10 0.44 0.21 0.21 0.21 0.05 0.44 Delay/Veh: 52.9 21.6 18.2 41.4 15.2 12.6 42.4 43.5 43.5 32.5 33.9 37.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 52.9 21.6 18.2 41.4 15.2 12.6 42.4 43.5 43.5 32.5 33.9 37.6 LOS by Move: D C B D B B D D D C C D HCM2kAvgQ: 1 8 1 3 7 1 3 1 1 2 0 4 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:23 Page 6-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour ------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Eisenhower Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.439 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 20.0 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 1 717 48 21 617 0 1 0 4 282 0 63 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 1 717 48 21 617 0 1 0 4 282 0 63 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 1 717 48 21 617 0 1 0 4 282 0 63 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 717 48 21 617 0 1 0 4 282 0 63 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 1 717 48 21 617 0 1 0 4 282 0 63 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 1.00 0.88 1.00 0.88 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 0.00 0.20 0.00 0.80 1.00 0.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 0 327 0 1307 1761 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.19 0.03 0.01 0.17 0.00 0.00 0.00 0.00 0.16 0.00 0.04 Crit Moves **** **** **** **** Green/Cycle: 0.00 0.44 0.44 0.03 0.47 0.00 0.01 0.00 0.01 0.36 0.00 0.39 Volume/Cap: 0.36 0.44 0.07 0.44 0.36 0.00 0.44 0.00 0.44 0.44 0.00 0.10 Delay/Veh: 114.2 19.6 16.1 54.2 17.2 0.0 74.3 0.0 74.3 24.5 0.0 19.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 114.2 19.6 16.1 54.2 17.2 0.0 74.3 0.0 74.3 24.5 0.0 19.3 LOS by Move: F B B D B A E A E C A B HCM2kAvgQ: 0 8 1 1 6 0 1 0 1 7 0 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:23 Page 7-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4 -Way Stop Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.930 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 34.4 Optimal Cycle: 0 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Ignore Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 31 510 2 3 634 267 203 0 30 55 27 53 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 31 510 2 3 634 267 203 0 30 55 27 53 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 31 510 0 3 634 267 203 0 30 55 27 53 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 510 0 3 634 267 203 0 30 55 27 53 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 31 510 0 3 634 267 203 0 30 55 27 53 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.41 0.59 0.87 0.00 0.13 0.67 0.33 1.00 Final Sat.: 407 870 471 437 682 298 387 0 57 262 128 439 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.08 0.59 0.00 0.01 0.93 0.89 0.52 xxxx 0.52 0.21 0.21 0.12 Crit Moves **** **** **** **** Delay/Veh: 12.0 21.3 0.0 10.8 52.2 44.2 19.1 0.0 19.1 13.7 13.7 11.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 12.0 21.3 0.0 10.8 52.2 44.2 19.1 0.0 19.1 13.7 13.7 11.5 LOS by Move: B C * B F E C * C B B B ApproachDel: 20.7 49.7 19.1 12.8 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 20.7 49.7 19.1 12.8 LOS by Appr: C E C B Al1WayAvgQ: 0.1 1.3 0.0 0.0 6.0 4.8 1.0 1.0 1.0 0.2 0.2 0.1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:24 Page 8-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Eisenhower Dr (NS) at Calle Sinaloa (EW) ******************************************************************************** Average Delay (sec/veh): 8.7 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 0 408 69 40 553 90 19 93 0 314 103 99 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 408 69 40 553 90 19 93 0 314 103 99 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 408 69 40 553 90 19 93 0 314 103 99 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 408 69 40 553 90 19 93 0 314 103 99 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 408 69 40 553 90 19 93 0 314 103 99 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 0 408 69 40 553 90 19 93 0 314 103 99 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 0 408 69 40 553 90 19 93 0 314 103 99 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 152 417 907 427 MaxVolume: 1118 975 710 969 PedVolume: 0 0 0 0 AdjMaxVol: 1118 975 710 969 ApproachVol: 477 683 112 516 ApproachDel: 5.6 11.8 6.0 7.9 Queue: 2.2 6.0 0.6 3.2 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:24 Page 9-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Avenida Bermudas (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.279 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 22.1 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 0 1 1 0 2 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 48 11 129 44 8 34 10 161 34 211 290 52 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 48 11 129 44 8 34 10 161 34 211 290 52 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 48 11 129 44 8 34 10 161 34 211 290 52 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 48 11 129 44 8 34 10 161 34 211 290 52 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 48 11 129 44 8 34 10 161 34 211 290 52 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.73 1.00 0.85 0.76 0.88 0.88 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 1.00 1.00 1.00 0.19 0.81 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1358 1850 1573 1406 310 1316 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.01 0.08 0.03 0.03 0.03 0.01 0.04 0.02 0.12 0.08 0.03 Crit Moves: **** **** **** Green/Cycle: 0.29 0.29 0.29 0.29 0.29 0.29 0.04 0.16 0.16 0.43 0.55 0.55 Volume/Cap: 0.12 0.02 0.28 0.11 0.09 0.09 0.14 0.28 0.14 0.28 0.14 0.06 Delay/Veh: 26.0 25.1 27.5 25.8 25.7 25.7 47.3 37.5 36.7 18.7 11.2 10.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 26.0 25.1 27.5 25.8 25.7 25.7 47.3 37.5 36.7 18.7 11.2 10.7 LOS by Move: C C C C C C D D D B B B HCM2kAvgQ: 1 0 3 1 1 1 0 2 1 4 2 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:24 Page 10-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Ave Bermudas (NS) at Calle Sinaloa/Ave 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.384 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 25.2 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Split Phase Split Phase Protected Protected Rights: Ovl Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 1 0 1 0 1 1 0 2 0 1 2 0 2 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 6 73 341 40 119 48 23 152 6 439 463 51 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 6 73 341 40 119 48 23 152 6 439 463 51 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 6 73 341 40 119 48 23 152 6 439 463 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 6 73 341 40 119 48 23 152 6 439 463 51 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 6 73 341 40 119 48 23 152 6 439 463 51 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.08 0.92 1.00 1.00 1.00 1.00 1.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 140 1703 1573 1758 1850 1573 1758 3700 1573 3515 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.04 0.22 0.02 0.06 0.03 0.01 0.04 0.00 0.12 0.13 0.03 Crit Moves **** **** **** **** Green/Cycle: 0.24 0.24 0.57 0.17 0.17 0.17 0.04 0.11 0.11 0.33 0.39 0.39 Volume/Cap: 0.18 0.18 0.38 0.14 0.38 0.18 0.32 0.38 0.04 0.38 0.32 0.08 Delay/Veh: 30.4 30.4 12.3 35.7 37.8 36.1 49.2 42.2 40.1 26.2 21.3 19.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 30.4 30.4 12.3 35.7 37.8 36.1 49.2 42.2 40.1 26.2 21.3 19.2 LOS by Move: C C B D D D D D D C C B HCM2kAvgQ: 2 2 6 1 4 1 1 3 0 5 5 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:24 Page 11-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Desert Club Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.380 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 32.0 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1! 0 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 41 31 101 120 30 64 57 287 13 125 458 25 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 41 31 101 120 30 64 57 287 13 125 458 25 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 41 31 101 120 30 64 57 287 13 125 458 25 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 31 101 120 30 64 57 287 13 125 458 25 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 41 31 101 120 30 64 57 287 13 125 458 25 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.89 0.89 0.93 0.93 0.93 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 0.23 0.77 1.39 0.19 0.42 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1758 385 1253 2389 335 714 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.08 0.08 0.05 0.09 0.09 0.03 0.08 0.01 0.07 0.12 0.02 Crit Moves **** **** **** **** Green/Cycle: 0.21 0.21 0.21 0.24 0.24 0.24 0.08 0.20 0.20 0.19 0.31 0.31 Volume/Cap: 0.11 0.38 0.38 0.21 0.38 0.38 0.40 0.38 0.04 0.38 0.40 0.05 Delay/Veh: 31.9 34.4 34.4 30.8 32.5 32.5 45.4 34.6 32.0 36.3 27.4 24.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 31.9 34.4 34.4 30.8 32.5 32.5 45.4 34.6 32.0 36.3 27.4 24.2 LOS by Move: C C C C C C D C C D C C HCM2kAvgQ: 1 4 4 2 4 4 2 4 0 4 6 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:24 Page 12-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Desert Club Dr (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.352 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 10.5 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 1 0 0 1 0 0 1 1 0 2 0 1 1 0 2 0 1 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 0 6 4 49 0 78 41 492 0 12 875 65 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 6 4 49 0 78 41 492 0 12 875 65 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 6 4 49 0 78 41 492 0 12 875 65 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 6 4 49 0 78 41 492 0 12 875 65 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 6 4 49 0 78 41 492 0 12 875 65 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.95 0.95 0.72 1.00 0.85 0.95 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 0.60 0.40 1.00 0.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 0 1050 700 1334 0 1573 1758 3700 1850 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.01 0.01 0.04 0.00 0.05 0.02 0.13 0.00 0.01 0.24 0.04 Crit Moves: **** **** **** Green/Cycle: 0.00 0.14 0.14 0.14 0.00 0.14 0.07 0.70 0.00 0.04 0.67 0.67 Volume/Cap: 0.00 0.04 0.04 0.26 0.00 0.35 0.35 0.19 0.00 0.19 0.35 0.06 Delay/Veh: 0.0 37.2 37.2 39.0 0.0 39.8 46.5 5.1 0.0 48.2 7.1 5.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 37.2 37.2 39.0 0.0 39.8 46.5 5.1 0.0 48.2 7.1 5.6 LOS by Move: A D D D A D D A A D A A HCM2kAvgQ: 0 0 0 2 0 2 2 3 0 1 6 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:24 Page 13-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour ------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Washington St (NS) at Avenue 48 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.920 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 22.6 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 1 0 2 0 3 0 0 0 0 0 0 0 3 0 0 0 1 Volume Module: Base Vol: 0 2539 698 156 2330 0 0 0 0 860 0 259 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 2539 698 156 2330 0 0 0 0 860 0 259 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 2539 698 156 2330 0 0 0 0 860 0 259 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 2539 698 156 2330 0 0 0 0 860 0 259 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 2539 698 156 2330 0 0 0 0 860 0 259 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.97 0.97 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 2.35 0.65 2.00 3.00 0.00 0.00 0.00 0.00 3.00 0.00 1.00 Final Sat.: 0 4214 1158 3515 5550 0 0 0 0 5273 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.60 0.60 0.04 0.42 0.00 0.00 0.00 0.00 0.16 0.00 0.16 Crit Moves: **** **** **** Green/Cycle: 0.00 0.65 0.65 0.05 0.70 0.00 0.00 0.00 0.00 0.18 0.00 0.23 Volume/Cap: 0.00 0.92 0.92 0.92 0.60 0.00 0.00 0.00 0.00 0.92 0.00 0.73 Delay/Veh: 0.0 19.6 19.6 94.0 7.9 0.0 0.0 0.0 0.0 54.4 0.0 43.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 19.6 19.6 94.0 7.9 0.0 0.0 0.0 0.0 54.4 0.0 43.5 LOS by Move: A B B F A A A A A D A D HCM2kAvgQ: 0 33 33 5 13 0 0 0 0 12 0 9 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:24 Page 14-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #10 Washington St (NS) at Eisenhower Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.855 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 25.6 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 2 1 1 2 0 1! 0 0 0 0 1! 0 0 Volume Module: Base Vol: 35 2090 12 36 1847 1307 1120 1 18 2 5 27 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 35 2090 12 36 1847 1307 1120 1 18 2 5 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 35 2090 12 36 1847 1307 1120 1 18 2 5 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 35 2090 12 36 1847 1307 1120 1 18 2 5 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 35 2090 12 36 1847 1307 1120 1 18 2 5 27 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 0.94 0.94 0.95 0.95 0.95 0.89 0.89 0.89 Lanes: 1.00 3.00 1.00 1.00 2.34 1.66 2.95 0.01 0.04 0.06 0.15 0.79 Final Sat.: 1758 5550 1573 1758 4065 2876 5193 4 81 97 242 1308 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.38 0.01 0.02 0.45 0.45 0.22 0.22 0.22 0.02 0.02 0.02 Crit Moves: **** **** **** **** Green/Cycle: 0.02 0.53 0.53 0.03 0.53 0.53 0.26 0.26 0.26 0.02 0.02 0.02 Volume/Cap: 0.85 0.72 0.01 0.72 0.85 0.85 0.83 0.85 0.85 0.85 0.85 0.85 Delay/Veh: 134.5 18.9 11.3 86.9 22.2 22.2 39.1 40.8 40.8 136.0 136 136.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 134.5 18.9 11.3 86.9 22.2 22.2 39.1 40.8 40.8 136.0 136 136.0 LOS by Move: F B B F C C D D D F F F HCM2kAvgQ: 3 17 0 2 23 23 13 14 14 3 3 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:24 Page 15-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #11 Washington St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.867 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 27.0 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 2 1 0 2 0 1 1 0 2 0 1 1 1 ------------ I --------------- --------------- --------------- ---------------� Volume Module: Base Vol: 2 2486 422 612 1131 17 28 111 8 258 32 632 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 2 2486 422 612 1131 17 28 111 8 258 32 632 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 2486 422 612 1131 17 28 111 8 258 32 632 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2486 422 612 1131 17 28 111 8 258 32 632 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 2486 422 612 1131 17 28 111 8 258 32 632 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 1.00 0.95 0.99 0.99 0.95 0.86 0.86 Lanes: 1.00 3.00 1.00 2.00 2.96 0.04 2.00 1.87 0.13 2.00 1.00 2.00 Final Sat.: 1758 5550 1573 3515 5457 82 3515 3417 246 3515 1585 3171 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.45 0.27 0.17 0.21 0.21 0.01 0.03 0.03 0.07 0.02 0.20 Crit Moves **** **** **** **** Green/Cycle: 0.00 0.52 0.52 0.20 0.71 0.71 0.03 0.04 0.04 0.08 0.09 0.29 Volume/Cap: 0.29 0.87 0.52 0.87 0.29 0.29 0.27 0.87 0.87 0.87 0.22 0.68 Delay/Veh: 71.7 24.2 16.5 49.7 5.2 5.2 48.9 88.0 88.0 67.7 42.0 33.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 71.7 24.2 16.5 49.7 5.2 5.2 48.9 88.0 88.0 67.7 42.0 33.1 LOS by Move: E C B D A A D F F E D C HCM2kAvgQ: 0 25 9 12 4 4 1 4 4 7 1 10 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:24 Page 16-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #12 Washington St (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.610 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 22.0 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 1 0 1 0 2 0 1 2 1 0 0 1 1 0 0 1 0 Volume Module: Base Vol: 94 1045 90 39 1138 354 342 121 90 51 65 47 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 94 1045 90 39 1138 354 342 121 90 51 65 47 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 94 1045 90 39 1138 354 342 121 90 51 65 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 94 1045 90 39 1138 354 342 121 90 51 65 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 94 1045 90 39 1138 354 342 121 90 51 65 47 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 1.00 0.85 0.96 0.96 0.85 0.95 0.94 0.94 Lanes: 1.00 2.76 0.24 1.00 2.00 1.00 2.22 0.78 1.00 1.00 0.58 0.42 Final Sat.: 1758 5049 435 1758 3700 1573 3952 1398 1573 1758 1006 727 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.05 0.21 0.21 0.02 0.31 0.23 0.09 0.09 0.06 0.03 0.06 0.06 Crit Moves: **** **** **** **** Green/Cycle: 0.09 0.53 0.53 0.06 0.50 0.65 0.14 0.14 0.14 0.11 0.11 0.11 Volume/Cap: 0.61 0.39 0.39 0.39 0.61 0.35 0.61 0.61 0.40 0.27 0.61 0.61 Delay/Veh: 50.9 13.7 13.7 47.9 18.3 8.3 41.8 41.8 40.2 42.0 48.6 48.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 50.9 13.7 13.7 47.9 18.3 8.3 41.8 41.8 40.2 42.0 48.6 48.6 LOS by Move: D B B D B A D D D D D D HCM2kAvgQ: 4 7 7 2 13 5 5 5 3 2 4 4 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:24 Page 17-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour ------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Base Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 0.5 Worst Case Level Of Service: B[ 12.5] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 0 0 2 1 0 0 0 0 0 1 0 0 0 0 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 24 1229 0 0 1218 61 0 0 92 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 24 1229 0 0 1218 61 0 0 92 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 1229 0 0 1218 61 0 0 92 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 24 1229 0 0 1218 61 0 0 92 0 0 0 --------------------------- --------------- --------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx --------------------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: 1279 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 437 xxxx xxxx xxxxx Potent Cap.: 550 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 573 xxxx xxxx xxxxx Move Cap.: 550 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 573 xxxx xxxx xxxxx Volume/Cap: 0.04 xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0.16 xxxx xxxx xxxx ------------ I --------------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: 0.1 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 0.6 xxxx xxxx xxxxx Control Del: 11.8 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 12.5 xxxxx xxxx xxxxx LOS by Move: B * * * * * * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * ApproachDel: xxxxxx xxxxxx 12.5 xxxxxx ApproachLOS: * * B ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:24 Page 18-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour ------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #14 Washington St (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.880 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 34.6 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Ovl Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 1 1 0 0 2 2 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 7 65 62 820 43 447 266 274 5 107 498 922 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 7 65 62 820 43 447 266 274 5 107 498 922 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 7 65 62 820 43 447 266 274 5 107 498 922 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 7 65 62 820 43 447 266 274 5 107 498 922 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 7 65 62 820 43 447 266 274 5 107 498 922 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.93 0.93 0.93 0.96 0.96 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.05 0.49 0.46 1.90 0.10 2.00 2.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 90 838 800 3357 176 3145 3515 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.08 0.08 0.08 0.24 0.24 0.14 0.08 0.07 0.00 0.06 0.13 0.59 Crit Moves **** **** **** **** Green/Cycle: 0.09 0.09 0.09 0.28 0.28 0.36 0.09 0.26 0.26 0.21 0.39 0.67 Volume/Cap: 0.88 0.88 0.88 0.88 0.88 0.39 0.88 0.28 0.01 0.28 0.35 0.88 Delay/Veh: 85.3 85.3 85.3 43.9 43.9 23.8 69.6 29.7 27.4 33.3 21.7 22.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 85.3 85.3 85.3 43.9 43.9 23.8 69.6 29.7 27.4 33.3 21.7 22.3 LOS by Move: F F F D D C E C C C C C HCM2kAvgQ: 7 7 7 16 16 5 7 3 0 3 5 26 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:46:24 Page 19-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) ******************************************************************************** Intersection #15 Jefferson St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.814 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 38.0 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 2 0 2 0 1 2 0 1 1 0 Volume Module: Base Vol: 162 1500 301 439 1603 296 192 585 122 458 565 285 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 162 1500 301 439 1603 296 192 585 122 458 565 285 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 162 1500 301 439 1603 296 192 585 122 458 565 285 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 162 1500 301 439 1603 296 192 585 122 458 565 285 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 162 1500 301 439 1603 296 192 585 122 458 565 285 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.95 0.95 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 2.00 1.00 2.00 1.33 0.67 Final Sat.: 1758 5550 1573 3515 5550 1573 3515 3700 1573 3515 2336 1179 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.09 0.27 0.19 0.12 0.29 0.19 0.05 0.16 0.08 0.13 0.24 0.24 Crit Moves **** **** **** **** Green/Cycle: 0.12 0.33 0.33 0.15 0.37 0.37 0.07 0.19 0.19 0.16 0.29 0.29 Volume/Cap: 0.78 0.81 0.58 0.81 0.78 0.51 0.84 0.81 0.40 0.81 0.84 0.84 Delay/Veh: 60.6 33.5 29.2 50.2 30.1 25.4 68.9 45.6 36.0 49.4 39.5 39.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 60.6 33.5 29.2 50.2 30.1 25.4 68.9 45.6 36.0 49.4 39.5 39.5 LOS by Move: E C C D C C E D D D D D HCM2kAvgQ: 7 16 8 9 16 7 5 11 4 9 15 15 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr -------------------------------------------------------------------------------- 7, 2016 17:46:24 Page 20-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout Without Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Base Volume Alternative) ******************************************************************************** Intersection ******************************************************************************** #16 Jefferson St (NS) at Avenue 52 (EW) Average Delay (sec/veh): 25.8 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- Control: Yield Sign --------------- Yield Sign --------------- Yield Sign ---------------� Yield Sign Lanes: 2 2 3 3 --------------------------- Volume Module: --------------- --------------- ---------------� Base Vol: 569 997 102 324 1520 251 68 627 636 38 894 567 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 569 997 102 324 1520 251 68 627 636 38 894 567 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 569 997 102 324 1520 251 68 627 636 38 894 567 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 569 997 102 324 1520 251 68 627 636 38 894 567 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 569 997 102 324 1520 251 68 627 636 38 894 567 --------------------------- PCE Module: --------------- --------------- ---------------� AutoPCE: 569 997 102 324 1520 251 68 627 636 38 894 567 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 569 997 102 324 1520 251 68 627 636 38 894 567 --------------------------- Delay Module: >> Time Period: --------------- 0.25 hours << --------------- ---------------� CircVolume: 324 569 1844 1566 MaxVolume: 2191 2014 xxxxxx xxxxxx PedVolume: 0 0 0 0 AdjMaxVol: 2191 2014 xxxxxx xxxxxx ApproachVol: 1668 2095 xxxxxx xxxxxx ApproachDel: 6.7 41.1 xxxxxx xxxxxx Queue: 8.5 33.5 xxxx xxxx Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA General Plan Buildout With Project (Current General Plan Circulation Element) Default Scenario Thu Apr 7, 2016 17:47:13 Page 7-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Eisenhower Dr (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.457 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 17.2 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 Volume Module: Base Vol: 30 930 98 97 564 59 33 22 8 66 21 87 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 30 930 98 97 564 59 33 22 8 66 21 87 Added Vol: 0 13 4 0 22 0 0 0 0 1 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 30 943 102 97 586 59 33 22 8 67 21 87 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 30 943 102 97 586 59 33 22 8 67 21 87 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 30 943 102 97 586 59 33 22 8 67 21 87 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 30 943 102 97 586 59 33 22 8 67 21 87 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.96 0.96 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.73 0.27 1.00 1.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 1573 1758 1302 474 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.25 0.06 0.06 0.16 0.04 0.02 0.02 0.02 0.04 0.01 0.06 Crit Moves **** **** **** **** Green/Cycle: 0.07 0.56 0.56 0.12 0.61 0.61 0.04 0.05 0.05 0.11 0.12 0.12 Volume/Cap: 0.26 0.46 0.12 0.46 0.26 0.06 0.46 0.34 0.34 0.34 0.09 0.46 Delay/Veh: 45.6 13.3 10.5 42.5 9.0 7.8 51.4 48.2 48.2 42.0 39.3 42.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 45.6 13.3 10.5 42.5 9.0 7.8 51.4 48.2 48.2 42.0 39.3 42.6 LOS by Move: D B B D A A D D D D D D HCM2kAvgQ: 1 9 1 3 4 1 2 1 1 2 1 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:13 Page 8-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Eisenhower Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.421 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 18.2 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 1 1 0 1 0 0 0 0 0 1 0 0 1 Volume Module: Base Vol: 4 799 66 35 227 2 3 0 0 152 4 84 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 4 799 66 35 227 2 3 0 0 152 4 84 Added Vol: 0 5 43 20 3 0 0 0 0 26 0 12 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 4 804 109 55 230 2 3 0 0 178 4 96 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 804 109 55 230 2 3 0 0 178 4 96 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 4 804 109 55 230 2 3 0 0 178 4 96 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 4 804 109 55 230 2 3 0 0 178 4 96 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.85 Lanes: 1.00 2.00 1.00 1.00 1.98 0.02 1.00 0.00 0.00 0.98 0.02 1.00 Final Sat.: 1758 3700 1573 1758 3664 32 1758 0 0 1724 39 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.22 0.07 0.03 0.06 0.06 0.00 0.00 0.00 0.10 0.10 0.06 Crit Moves **** **** **** **** Green/Cycle: 0.02 0.52 0.52 0.07 0.57 0.57 0.00 0.00 0.00 0.25 0.25 0.32 Volume/Cap: 0.11 0.42 0.13 0.42 0.11 0.11 0.42 0.00 0.00 0.42 0.42 0.19 Delay/Veh: 49.4 15.1 12.6 46.4 9.9 9.9 85.2 0.0 0.0 32.4 32.4 24.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 49.4 15.1 12.6 46.4 9.9 9.9 85.2 0.0 0.0 32.4 32.4 24.8 LOS by Move: D B B D A A F A A C C C HCM2kAvgQ: 0 8 2 2 2 2 0 0 0 5 5 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:13 Page 9-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM 4 -Way Stop Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.641 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 18.3 Optimal Cycle: 0 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Ignore Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 11 593 0 0 259 120 278 0 25 15 6 11 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 11 593 0 0 259 120 278 0 25 15 6 11 Added Vol: 0 32 7 3 20 7 11 2 0 4 1 5 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 11 625 7 3 279 127 289 2 25 19 7 16 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 11 625 0 3 279 127 289 2 25 19 7 16 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 11 625 0 3 279 127 289 2 25 19 7 16 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 11 625 0 3 279 127 289 2 25 19 7 16 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.37 0.63 0.91 0.01 0.08 0.73 0.27 1.00 Final Sat.: 472 1019 558 440 661 314 451 3 39 292 108 453 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.61 0.00 0.01 0.42 0.40 0.64 0.64 0.64 0.07 0.07 0.04 Crit Moves **** **** **** **** Delay/Veh: 10.3 19.7 0.0 10.6 14.9 14.0 21.4 21.4 21.4 11.4 11.4 10.1 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 10.3 19.7 0.0 10.6 14.9 14.0 21.4 21.4 21.4 11.4 11.4 10.1 LOS by Move: B C * B B B C C C B B B ApproachDel: 19.5 14.6 21.4 10.9 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 19.5 14.6 21.4 10.9 LOS by Appr: C B C B AllWayAvgQ: 0.0 1.4 0.0 0.0 0.7 0.6 1.5 1.5 1.5 0.1 0.1 0.0 ******************************************************************************** Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:14:01 Page 2-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Average Delay (sec/veh): 6.6 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 11 593 0 0 259 120 278 0 25 15 6 11 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 11 593 0 0 259 120 278 0 25 15 6 11 Added Vol: 0 32 7 3 20 7 11 2 0 4 1 5 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 11 625 7 3 279 127 289 2 25 19 7 16 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 11 625 0 3 279 127 289 2 25 19 7 16 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 11 625 0 3 279 127 289 2 25 19 7 16 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 11 625 0 3 279 127 289 2 25 19 7 16 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 11 625 0 3 279 127 289 2 25 19 7 16 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 11 625 0 3 279 127 289 2 25 19 7 16 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 294 37 301 925 MaxVolume: 1041 1180 1037 701 PedVolume: 0 0 0 0 AdjMaxVol: 1041 1180 1037 701 ApproachVol: 636 409 316 42 ApproachDel: 8.7 4.7 5.0 5.5 Queue: 4.3 1.6 1.3 0.2 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:13 Page 10-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Eisenhower Dr (NS) at Calle Sinaloa (EW) ******************************************************************************** Average Delay (sec/veh): 10.1 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 0 625 155 20 253 30 1 216 0 123 70 48 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 625 155 20 253 30 1 216 0 123 70 48 Added Vol: 0 25 19 0 15 9 14 39 0 11 24 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 650 174 20 268 39 15 255 0 134 94 48 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 650 174 20 268 39 15 255 0 134 94 48 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 650 174 20 268 39 15 255 0 134 94 48 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 650 174 20 268 39 15 255 0 134 94 48 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 0 650 174 20 268 39 15 255 0 134 94 48 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 0 650 174 20 268 39 15 255 0 134 94 48 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 290 228 422 665 MaxVolume: 1043 1077 972 841 PedVolume: 0 0 0 0 AdjMaxVol: 1043 1077 972 841 ApproachVol: 824 327 270 276 ApproachDel: 15.0 4.8 5.1 6.4 Queue: 8.6 1.3 1.1 1.4 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:13 Page 11-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #5 Avenida Bermudas (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.341 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 26.1 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 53 1 105 1 0 12 32 141 22 158 206 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 53 1 105 1 0 12 32 141 22 158 206 40 Added Vol: 6 43 79 121 26 13 22 101 9 49 43 57 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 59 44 184 122 26 25 54 242 31 207 249 97 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 59 44 184 122 26 25 54 242 31 207 249 97 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 59 44 184 122 26 25 54 242 31 207 249 97 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 59 44 184 122 26 25 54 242 31 207 249 97 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.73 1.00 0.85 0.73 0.93 0.93 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 1.00 1.00 1.00 0.51 0.49 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1343 1850 1573 1354 874 841 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.04 0.02 0.12 0.09 0.03 0.03 0.03 0.07 0.02 0.12 0.07 0.06 Crit Moves: **** **** **** Green/Cycle: 0.34 0.34 0.34 0.34 0.34 0.34 0.17 0.19 0.19 0.35 0.37 0.37 Volume/Cap: 0.13 0.07 0.34 0.26 0.09 0.09 0.18 0.34 0.10 0.34 0.18 0.17 Delay/Veh: 22.7 22.2 24.8 24.0 22.3 22.3 36.0 35.2 33.5 24.6 21.4 21.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 22.7 22.2 24.8 24.0 22.3 22.3 36.0 35.2 33.5 24.6 21.4 21.4 LOS by Move: C C C C C C D D C C C C HCM2kAvgQ: 1 1 4 3 1 1 2 3 1 5 3 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:14 Page 12-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Ave Bermudas (NS) at Calle Sinaloa/Ave 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.930 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 46.7 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Ovl Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 1 0 1 0 1 1 0 2 0 1 2 0 2 0 1 Volume Module: Base Vol: 12 113 1011 38 29 10 29 354 3 222 219 29 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 12 113 1011 38 29 10 29 354 3 222 219 29 Added Vol: 0 66 0 22 40 24 39 19 0 0 11 8 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 12 179 1011 60 69 34 68 373 3 222 230 37 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 12 179 1011 60 69 34 68 373 3 222 230 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 12 179 1011 60 69 34 68 373 3 222 230 37 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 12 179 1011 60 69 34 68 373 3 222 230 37 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.06 0.94 1.00 1.00 1.00 1.00 1.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 116 1729 1573 1758 1850 1573 1758 3700 1573 3515 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.10 0.10 0.64 0.03 0.04 0.02 0.04 0.10 0.00 0.06 0.06 0.02 Crit Moves **** **** **** **** Green/Cycle: 0.62 0.62 0.69 0.04 0.04 0.04 0.07 0.11 0.11 0.07 0.11 0.11 Volume/Cap: 0.17 0.17 0.93 0.85 0.93 0.54 0.57 0.93 0.02 0.93 0.57 0.22 Delay/Veh: 8.0 8.0 26.9 106.8 128 56.1 51.8 72.2 39.9 85.8 44.3 41.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 8.0 8.0 26.9 106.8 128 56.1 51.8 72.2 39.9 85.8 44.3 41.3 LOS by Move: A A C F F E D E D F D D HCM2kAvgQ: 2 2 32 4 5 2 3 9 0 6 4 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:14 Page 13-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Desert Club Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.664 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 38.6 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1! 0 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 15 101 50 223 61 98 112 156 2 67 281 118 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 15 101 50 223 61 98 112 156 2 67 281 118 Added Vol: 0 0 108 134 0 13 22 280 0 75 137 79 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 15 101 158 357 61 111 134 436 2 142 418 197 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 15 101 158 357 61 ill 134 436 2 142 418 197 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 15 101 158 357 61 111 134 436 2 142 418 197 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 15 101 158 357 61 111 134 436 2 142 418 197 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.91 0.91 0.94 0.94 0.94 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 0.39 0.61 1.51 0.17 0.32 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1758 656 1026 2616 302 549 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.15 0.15 0.14 0.20 0.20 0.08 0.12 0.00 0.08 0.11 0.13 Crit Moves: **** **** **** **** Green/Cycle: 0.23 0.23 0.23 0.30 0.30 0.30 0.11 0.18 0.18 0.12 0.19 0.19 Volume/Cap: 0.04 0.66 0.66 0.45 0.66 0.66 0.66 0.65 0.01 0.65 0.60 0.66 Delay/Veh: 29.8 39.1 39.1 28.3 32.4 32.4 50.5 40.5 33.7 48.8 38.5 43.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 29.8 39.1 39.1 28.3 32.4 32.4 50.5 40.5 33.7 48.8 38.5 43.2 LOS by Move: C D D C C C D D C D D D HCM2kAvgQ: 0 8 8 6 10 10 5 7 0 5 7 7 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:14 Page 14-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Desert Club Dr (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.471 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 10.3 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 0 0 1 0 0 1 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 1 11 0 17 11 53 79 1323 1 18 416 38 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 1 11 0 17 11 53 79 1323 1 18 416 38 Added Vol: 0 0 0 28 0 11 19 22 0 0 8 23 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 1 11 0 45 11 64 98 1345 1 18 424 61 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 1 11 0 45 11 64 98 1345 1 18 424 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 11 0 45 11 64 98 1345 1 18 424 61 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 1 11 0 45 11 64 98 1345 1 18 424 61 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.98 0.98 1.00 0.75 0.75 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.08 0.92 0.00 0.80 0.20 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 151 1660 0 1113 272 1573 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.01 0.00 0.04 0.04 0.04 0.06 0.36 0.00 0.01 0.11 0.04 Crit Moves: **** **** **** Green/Cycle: 0.09 0.09 0.00 0.09 0.09 0.09 0.26 0.77 0.77 0.02 0.53 0.53 Volume/Cap: 0.08 0.08 0.00 0.47 0.47 0.47 0.21 0.47 0.00 0.47 0.21 0.07 Delay/Veh: 42.3 42.3 0.0 46.5 46.5 46.2 29.2 4.2 2.6 57.2 12.3 11.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 42.3 42.3 0.0 46.5 46.5 46.2 29.2 4.2 2.6 57.2 12.3 11.3 LOS by Move: D D A D D D C A A E B B HCM2kAvgQ: 0 0 0 2 2 3 2 8 0 1 3 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:14 Page 15-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Washington St (NS) at Avenue 48 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.051 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 38.2 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 1 0 2 0 3 0 0 0 0 0 0 0 3 0 0 0 1 Volume Module: Base Vol: 0 2953 701 84 1694 0 0 0 0 479 0 279 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 2953 701 84 1694 0 0 0 0 479 0 279 Added Vol: 0 326 51 0 117 0 0 0 0 50 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 3279 752 84 1811 0 0 0 0 529 0 279 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 3279 752 84 1811 0 0 0 0 529 0 279 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 3279 752 84 1811 0 0 0 0 529 0 279 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 3279 752 84 1811 0 0 0 0 529 0 279 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.97 0.97 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 2.44 0.56 2.00 3.00 0.00 0.00 0.00 0.00 3.00 0.00 1.00 Final Sat.: 0 4388 1006 3515 5550 0 0 0 0 5273 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.75 0.75 0.02 0.33 0.00 0.00 0.00 0.00 0.10 0.00 0.18 Crit Moves: **** **** **** Green/Cycle: 0.00 0.71 0.71 0.02 0.73 0.00 0.00 0.00 0.00 0.15 0.00 0.17 Volume/Cap: 0.00 1.05 1.05 1.05 0.44 0.00 0.00 0.00 0.00 0.69 0.00 1.05 Delay/Veh: 0.0 44.6 44.6 164.1 5.3 0.0 0.0 0.0 0.0 43.1 0.0 110.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 44.6 44.6 164.1 5.3 0.0 0.0 0.0 0.0 43.1 0.0 110.7 LOS by Move: A D D F A A A A A D A F HCM2kAvgQ: 0 55 55 4 7 0 0 0 0 6 0 15 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:14 Page 16-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Washington St (NS) at Eisenhower Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.911 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 25.7 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 2 1 1 2 0 1! 0 0 0 0 1! 0 0 Volume Module: Base Vol: 24 2485 6 21 1256 896 1155 3 10 2 3 14 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 24 2485 6 21 1256 896 1155 3 10 2 3 14 Added Vol: 0 377 0 0 166 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 24 2862 6 21 1422 896 1155 3 10 2 3 14 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 2862 6 21 1422 896 1155 3 10 2 3 14 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 2862 6 21 1422 896 1155 3 10 2 3 14 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 2862 6 21 1422 896 1155 3 10 2 3 14 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 0.94 0.94 0.95 0.95 0.95 0.90 0.90 0.90 Lanes: 1.00 3.00 1.00 1.00 2.45 1.55 2.97 0.01 0.02 0.10 0.16 0.74 Final Sat.: 1758 5550 1573 1758 4276 2694 5226 13 44 175 262 1222 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.52 0.00 0.01 0.33 0.33 0.22 0.23 0.23 0.01 0.01 0.01 Crit Moves **** **** **** **** Green/Cycle: 0.02 0.57 0.57 0.01 0.56 0.56 0.25 0.25 0.25 0.01 0.01 0.01 Volume/Cap: 0.60 0.91 0.01 0.91 0.60 0.60 0.89 0.91 0.91 0.91 0.91 0.91 Delay/Veh: 70.7 23.9 9.4 196.0 15.0 15.0 44.2 46.4 46.4 204.5 205 204.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 70.7 23.9 9.4 196.0 15.0 15.0 44.2 46.4 46.4 204.5 205 204.5 LOS by Move: E C A F B B D D D F F F HCM2kAvgQ: 2 30 0 2 12 12 15 16 16 2 2 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:14 Page 17-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Washington St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.686 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 20.0 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 2 1 0 2 0 1 1 0 2 0 1 1 1 ------------ I --------------- --------------- --------------- ---------------� Volume Module: Base Vol: 17 1761 170 251 1044 45 8 28 3 168 136 605 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 17 1761 170 251 1044 45 8 28 3 168 136 605 Added Vol: 0 391 114 0 188 0 0 4 0 65 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 17 2152 284 251 1232 45 8 32 3 233 137 605 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 17 2152 284 251 1232 45 8 32 3 233 137 605 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 17 2152 284 251 1232 45 8 32 3 233 137 605 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 17 2152 284 251 1232 45 8 32 3 233 137 605 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 1.00 0.95 0.99 0.99 0.95 0.88 0.88 Lanes: 1.00 3.00 1.00 2.00 2.89 0.11 2.00 1.83 0.17 2.00 1.00 2.00 Final Sat.: 1758 5550 1573 3515 5328 195 3515 3339 313 3515 1624 3249 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.39 0.18 0.07 0.23 0.23 0.00 0.01 0.01 0.07 0.08 0.19 Crit Moves **** **** **** **** Green/Cycle: 0.03 0.57 0.57 0.10 0.64 0.64 0.00 0.02 0.02 0.15 0.17 0.27 Volume/Cap: 0.36 0.69 0.32 0.69 0.36 0.36 0.69 0.44 0.44 0.44 0.50 0.69 Delay/Veh: 52.5 16.1 11.7 48.6 8.4 8.4 151.3 52.3 52.3 39.4 38.1 34.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 52.5 16.1 11.7 48.6 8.4 8.4 151.3 52.3 52.3 39.4 38.1 34.5 LOS by Move: D B B D A A F D D D D C HCM2kAvgQ: 1 16 5 5 6 6 1 1 1 4 4 9 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:14 Page 18-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Washington St (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.660 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 27.0 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 1 0 1 0 2 0 1 2 1 0 0 1 1 0 0 1 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 15 1452 159 33 1034 127 237 55 16 70 31 91 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 15 1452 159 33 1034 127 237 55 16 70 31 91 Added Vol: 31 0 0 0 0 240 485 27 51 0 44 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 46 1452 159 33 1034 367 722 82 67 70 75 91 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 46 1452 159 33 1034 367 722 82 67 70 75 91 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 46 1452 159 33 1034 367 722 82 67 70 75 91 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 46 1452 159 33 1034 367 722 82 67 70 75 91 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 1.00 0.85 0.96 0.96 0.85 0.95 0.92 0.92 Lanes: 1.00 2.70 0.30 1.00 2.00 1.00 2.69 0.31 1.00 1.00 0.45 0.55 Final Sat.: 1758 4927 540 1758 3700 1573 4770 542 1573 1758 767 931 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.29 0.29 0.02 0.28 0.23 0.15 0.15 0.04 0.04 0.10 0.10 Crit Moves: **** **** **** **** Green/Cycle: 0.04 0.44 0.44 0.03 0.42 0.65 0.23 0.23 0.23 0.15 0.15 0.15 Volume/Cap: 0.66 0.68 0.68 0.68 0.66 0.36 0.66 0.66 0.19 0.27 0.66 0.66 Delay/Veh: 68.4 23.4 23.4 80.2 24.1 8.1 36.4 36.4 31.3 38.4 46.6 46.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 68.4 23.4 23.4 80.2 24.1 8.1 36.4 36.4 31.3 38.4 46.6 46.6 LOS by Move: E C C F C A D D C D D D HCM2kAvgQ: 3 14 14 2 13 5 9 9 2 2 6 6 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:14 Page 19-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 0.5 Worst Case Level Of Service: B[ 11.8] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 0 0 2 1 0 0 0 0 0 1 0 0 0 0 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 71 1626 0 0 1031 89 0 0 38 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 71 1626 0 0 1031 89 0 0 38 0 0 0 Added Vol: 2 31 0 0 51 0 0 0 8 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 73 1657 0 0 1082 89 0 0 46 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 73 1657 0 0 1082 89 0 0 46 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 73 1657 0 0 1082 89 0 0 46 0 0 0 --------------------------- --------------- --------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx --------------------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: 1171 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 405 xxxx xxxx xxxxx Potent Cap.: 604 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 601 xxxx xxxx xxxxx Move Cap.: 604 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 601 xxxx xxxx xxxxx Volume/Cap: 0.12 xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0.08 xxxx xxxx xxxx ------------ I --------------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: 0.4 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 0.2 xxxx xxxx xxxxx Control Del: 11.8 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 11.5 xxxxx xxxx xxxxx LOS by Move: B * * * * * * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * ApproachDel: xxxxxx xxxxxx 11.5 xxxxxx ApproachLOS: * * B ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:14 Page 20-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #14 Washington St (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.010 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 52.0 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Ovl Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 1 1 0 0 2 2 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 4 35 18 838 8 223 746 579 15 39 245 916 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 4 35 18 838 8 223 746 579 15 39 245 916 Added Vol: 0 0 0 59 0 0 0 50 0 0 31 33 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 4 35 18 897 8 223 746 629 15 39 276 949 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 35 18 897 8 223 746 629 15 39 276 949 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 4 35 18 897 8 223 746 629 15 39 276 949 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 4 35 18 897 8 223 746 629 15 39 276 949 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.95 0.95 0.95 0.95 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.07 0.61 0.32 1.98 0.02 2.00 2.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 124 1084 557 3495 31 3145 3515 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.03 0.03 0.26 0.26 0.07 0.21 0.17 0.01 0.02 0.07 0.60 Crit Moves **** **** **** **** Green/Cycle: 0.03 0.03 0.03 0.25 0.25 0.46 0.21 0.49 0.49 0.06 0.34 0.60 Volume/Cap: 1.01 1.01 1.01 1.01 1.01 0.15 1.01 0.35 0.02 0.35 0.22 1.01 Delay/Veh: 170.9 171 170.9 69.7 69.7 15.5 75.0 15.8 13.1 46.7 23.4 51.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 170.9 171 170.9 69.7 69.7 15.5 75.0 15.8 13.1 46.7 23.4 51.8 LOS by Move: F F F E E B E B B D C D HCM2kAvgQ: 4 4 4 20 20 2 17 6 0 2 3 38 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:14 Page 21-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #15 Jefferson St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.803 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 35.4 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 2 0 2 0 1 2 0 1 1 0 Volume Module: Base Vol: 58 1211 153 353 1474 288 144 321 50 293 534 461 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 58 1211 153 353 1474 288 144 321 50 293 534 461 Added Vol: 0 8 0 0 2 32 55 63 0 0 34 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 58 1219 153 353 1476 320 199 384 50 293 568 461 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 58 1219 153 353 1476 320 199 384 50 293 568 461 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 58 1219 153 353 1476 320 199 384 50 293 568 461 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 58 1219 153 353 1476 320 199 384 50 293 568 461 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.93 0.93 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 2.00 1.00 2.00 1.10 0.90 Final Sat.: 1758 5550 1573 3515 5550 1573 3515 3700 1573 3515 1906 1547 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.22 0.10 0.10 0.27 0.20 0.06 0.10 0.03 0.08 0.30 0.30 Crit Moves **** **** **** **** Green/Cycle: 0.04 0.27 0.27 0.13 0.35 0.35 0.07 0.24 0.24 0.20 0.37 0.37 Volume/Cap: 0.75 0.80 0.36 0.80 0.75 0.57 0.80 0.42 0.13 0.42 0.80 0.80 Delay/Veh: 80.3 37.0 29.7 52.8 30.0 27.6 62.8 32.1 29.6 35.6 31.9 31.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 80.3 37.0 29.7 52.8 30.0 27.6 62.8 32.1 29.6 35.6 31.9 31.9 LOS by Move: F D C D C C E C C D C C HCM2kAvgQ: 3 14 4 7 15 8 5 5 1 4 16 16 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:14 Page 22-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #16 Jefferson St (NS) at Avenue 52 (EW) ******************************************************************************** Average Delay (sec/veh): 6.7 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 2 2 3 3 Volume Module: Base Vol: 425 651 68 386 1126 206 103 519 621 60 565 568 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 425 651 68 386 1126 206 103 519 621 60 565 568 Added Vol: 22 0 0 0 0 2 8 88 13 0 40 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 447 651 68 386 1126 208 111 607 634 60 605 568 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 447 651 68 386 1126 208 111 607 634 60 605 568 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 447 651 68 386 1126 208 111 607 634 60 605 568 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 447 651 68 386 1126 208 111 607 634 60 605 568 --------------------------- PCE Module: --------------- --------------- ---------------� AutoPCE: 447 651 68 386 1126 208 111 607 634 60 605 568 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 447 651 68 386 1126 208 111 607 634 60 605 568 --------------------------- Delay Module: >> Time Period: --------------- 0.25 hours << --------------- ---------------� CircVolume: 386 447 1512 1098 MaxVolume: 2146 2102 xxxxxx xxxxxx PedVolume: 0 0 0 0 AdjMaxVol: 2146 2102 xxxxxx xxxxxx ApproachVol: 1166 1720 xxxxxx xxxxxx ApproachDel: 3.7 8.8 xxxxxx xxxxxx Queue: 3.5 11.0 xxxx xxxx Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 7-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Eisenhower Dr (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.458 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 22.4 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ I --------------- --------------- --------------- ---------------� Volume Module: Base Vol: 20 670 57 102 757 81 93 18 13 81 18 126 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 20 670 57 102 757 81 93 18 13 81 18 126 Added Vol: 0 45 2 0 40 0 0 0 0 2 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 20 715 59 102 797 81 93 18 13 83 18 126 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 20 715 59 102 797 81 93 18 13 83 18 126 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 20 715 59 102 797 81 93 18 13 83 18 126 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 20 715 59 102 797 81 93 18 13 83 18 126 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.94 0.94 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.58 0.42 1.00 1.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 1573 1758 1007 727 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.19 0.04 0.06 0.22 0.05 0.05 0.02 0.02 0.05 0.01 0.08 Crit Moves **** **** **** **** Green/Cycle: 0.03 0.42 0.42 0.13 0.52 0.52 0.12 0.08 0.08 0.21 0.18 0.18 Volume/Cap: 0.41 0.46 0.09 0.46 0.41 0.10 0.46 0.22 0.22 0.22 0.06 0.46 Delay/Veh: 53.5 20.9 17.4 42.0 14.7 12.1 42.9 43.9 43.9 33.0 34.4 38.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 53.5 20.9 17.4 42.0 14.7 12.1 42.9 43.9 43.9 33.0 34.4 38.2 LOS by Move: D C B D B B D D D C C D HCM2kAvgQ: 1 8 1 3 7 1 3 1 1 2 0 4 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 8-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Eisenhower Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.525 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 23.2 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 1 717 48 21 617 0 1 0 4 282 0 63 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 1 717 48 21 617 0 1 0 4 282 0 63 Added Vol: 0 5 78 36 5 0 0 0 0 88 0 41 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 1 722 126 57 622 0 1 0 4 370 0 104 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 1 722 126 57 622 0 1 0 4 370 0 104 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 722 126 57 622 0 1 0 4 370 0 104 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 1 722 126 57 622 0 1 0 4 370 0 104 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 1.00 0.88 1.00 0.88 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 0.00 0.20 0.00 0.80 1.00 0.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 0 327 0 1307 1761 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.20 0.08 0.03 0.17 0.00 0.00 0.00 0.00 0.21 0.00 0.07 Crit Moves **** **** **** **** Green/Cycle: 0.00 0.37 0.37 0.06 0.43 0.00 0.01 0.00 0.01 0.40 0.00 0.46 Volume/Cap: 0.39 0.52 0.22 0.52 0.39 0.00 0.52 0.00 0.52 0.52 0.00 0.14 Delay/Veh: 126.5 24.9 21.6 50.1 19.5 0.0 94.3 0.0 94.3 23.5 0.0 15.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 126.5 24.9 21.6 50.1 19.5 0.0 94.3 0.0 94.3 23.5 0.0 15.6 LOS by Move: F C C D B A F A F C A B HCM2kAvgQ: 0 9 3 2 7 0 1 0 1 9 0 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 9-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM 4 -Way Stop Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.077 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 55.1 Optimal Cycle: 0 Level Of Service: F ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Ignore Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 1 1 0 0 0 1! 0 0 0 1 0 0 1 Volume Module: Base Vol: 31 510 2 3 634 267 203 0 30 55 27 53 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 31 510 2 3 634 267 203 0 30 55 27 53 Added Vol: 0 58 13 5 66 22 19 3 0 14 4 5 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 31 568 15 8 700 289 222 3 30 69 31 58 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 31 568 0 8 700 289 222 3 30 69 31 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 568 0 8 700 289 222 3 30 69 31 58 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 31 568 0 8 700 289 222 3 30 69 31 58 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.42 0.58 0.87 0.01 0.12 0.69 0.31 1.00 Final Sat.: 397 843 456 416 650 278 378 5 51 262 118 426 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.08 0.67 0.00 0.02 1.08 1.04 0.59 0.59 0.59 0.26 0.26 0.14 Crit Moves **** **** **** **** Delay/Veh: 12.5 26.8 0.0 11.3 92.1 78.6 21.9 21.9 21.9 14.9 14.9 12.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 12.5 26.8 0.0 11.3 92.1 78.6 21.9 21.9 21.9 14.9 14.9 12.0 LOS by Move: B D * B F F C C C B B B ApproachDel: 26.1 87.5 21.9 13.9 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 26.1 87.5 21.9 13.9 LOS by Appr: D F C B AllWayAvgQ: 0.1 1.8 0.0 0.0 10.9 9.0 1.3 1.3 1.3 0.3 0.3 0.1 ******************************************************************************** Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:14:48 Page 2-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Average Delay (sec/veh): 14.1 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 31 510 2 3 634 267 203 0 30 55 27 53 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 31 510 2 3 634 267 203 0 30 55 27 53 Added Vol: 0 58 13 5 66 22 19 3 0 14 4 5 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 31 568 15 8 700 289 222 3 30 69 31 58 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 31 568 0 8 700 289 222 3 30 69 31 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 568 0 8 700 289 222 3 30 69 31 58 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 31 568 0 8 700 289 222 3 30 69 31 58 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 31 568 0 8 700 289 222 3 30 69 31 58 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 31 568 0 8 700 289 222 3 30 69 31 58 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 233 131 777 821 MaxVolume: 1074 1129 780 757 PedVolume: 0 0 0 0 AdjMaxVol: 1074 1129 780 757 ApproachVol: 599 997 255 158 ApproachDel: 7.5 21.1 6.8 6.0 Queue: 3.6 12.8 1.4 0.8 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 10-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Eisenhower Dr (NS) at Calle Sinaloa (EW) ******************************************************************************** Average Delay (sec/veh): 13.3 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 0 408 69 40 553 90 19 93 0 314 103 99 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 408 69 40 553 90 19 93 0 314 103 99 Added Vol: 0 45 34 0 51 29 26 70 0 39 80 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 453 103 40 604 119 45 163 0 353 183 99 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 453 103 40 604 119 45 163 0 353 183 99 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 453 103 40 604 119 45 163 0 353 183 99 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 453 103 40 604 119 45 163 0 353 183 99 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 0 453 103 40 604 119 45 163 0 353 183 99 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 0 453 103 40 604 119 45 163 0 353 183 99 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 248 536 997 498 MaxVolume: 1066 911 662 931 PedVolume: 0 0 0 0 AdjMaxVol: 1066 911 662 931 ApproachVol: 556 763 208 635 ApproachDel: 7.0 20.6 7.9 11.7 Queue: 3.1 10.0 1.3 5.6 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 11-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #5 Avenida Bermudas (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.440 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 25.3 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 48 11 129 44 8 34 10 161 34 211 290 52 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 48 11 129 44 8 34 10 161 34 211 290 52 Added Vol: 19 78 95 106 88 44 39 101 17 94 116 113 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 67 89 224 150 96 78 49 262 51 305 406 165 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 67 89 224 150 96 78 49 262 51 305 406 165 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 67 89 224 150 96 78 49 262 51 305 406 165 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 67 89 224 150 96 78 49 262 51 305 406 165 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.58 1.00 0.85 0.70 0.93 0.93 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 1.00 1.00 1.00 0.55 0.45 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1067 1850 1573 1291 952 774 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.06 0.05 0.14 0.12 0.10 0.10 0.03 0.07 0.03 0.17 0.11 0.10 Crit Moves: **** **** **** Green/Cycle: 0.32 0.32 0.32 0.32 0.32 0.32 0.11 0.16 0.16 0.39 0.44 0.44 Volume/Cap: 0.19 0.15 0.44 0.36 0.31 0.31 0.25 0.44 0.20 0.44 0.25 0.24 Delay/Veh: 24.6 24.1 27.2 26.4 25.7 25.7 41.2 38.4 36.8 22.6 17.5 17.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 24.6 24.1 27.2 26.4 25.7 25.7 41.2 38.4 36.8 22.6 17.5 17.5 LOS by Move: C C C C C C D D D C B B HCM2kAvgQ: 2 2 6 4 4 4 2 4 1 7 4 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 12-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Ave Bermudas (NS) at Calle Sinaloa/Ave 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.516 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 31.4 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Ovl Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 1 0 1 0 1 1 0 2 0 1 2 0 2 0 1 Volume Module: Base Vol: 6 73 341 40 119 48 23 152 6 439 463 51 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 6 73 341 40 119 48 23 152 6 439 463 51 Added Vol: 0 119 0 15 135 80 70 34 0 0 39 17 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 6 192 341 55 254 128 93 186 6 439 502 68 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 6 192 341 55 254 128 93 186 6 439 502 68 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 6 192 341 55 254 128 93 186 6 439 502 68 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 6 192 341 55 254 128 93 186 6 439 502 68 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.03 0.97 1.00 1.00 1.00 1.00 1.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 56 1792 1573 1758 1850 1573 1758 3700 1573 3515 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.22 0.03 0.14 0.08 0.05 0.05 0.00 0.12 0.14 0.04 Crit Moves **** **** **** **** Green/Cycle: 0.21 0.21 0.47 0.27 0.27 0.27 0.10 0.10 0.10 0.26 0.26 0.26 Volume/Cap: 0.52 0.52 0.46 0.12 0.52 0.31 0.52 0.48 0.04 0.48 0.52 0.16 Delay/Veh: 36.4 36.4 18.5 27.9 32.1 29.7 45.1 43.1 40.3 31.6 31.9 28.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 36.4 36.4 18.5 27.9 32.1 29.7 45.1 43.1 40.3 31.6 31.9 28.6 LOS by Move: D D B C C C D D D C C C HCM2kAvgQ: 6 6 7 1 7 3 3 3 0 6 7 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 13-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Desert Club Dr (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.753 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 38.0 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 0 1 0 1 0 1! 0 0 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 41 31 101 120 30 64 57 287 13 125 458 25 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 41 31 101 120 30 64 57 287 13 125 458 25 Added Vol: 0 0 145 150 0 44 39 264 0 142 279 151 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 41 31 246 270 30 108 96 551 13 267 737 176 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 41 31 246 270 30 108 96 551 13 267 737 176 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 31 246 270 30 108 96 551 13 267 737 176 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 41 31 246 270 30 108 96 551 13 267 737 176 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.87 0.87 0.93 0.93 0.93 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 1.00 0.11 0.89 1.49 0.11 0.40 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1758 180 1424 2569 189 680 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.17 0.17 0.11 0.16 0.16 0.05 0.15 0.01 0.15 0.20 0.11 Crit Moves **** **** **** **** Green/Cycle: 0.23 0.23 0.23 0.21 0.21 0.21 0.09 0.20 0.20 0.20 0.31 0.31 Volume/Cap: 0.10 0.75 0.75 0.50 0.75 0.75 0.64 0.75 0.04 0.75 0.64 0.36 Delay/Veh: 30.5 44.4 44.4 35.3 42.9 42.9 52.8 42.2 32.5 46.4 30.6 27.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 30.5 44.4 44.4 35.3 42.9 42.9 52.8 42.2 32.5 46.4 30.6 27.0 LOS by Move: C D D D D D D D C D C C HCM2kAvgQ: 1 10 10 5 10 10 4 10 0 9 10 4 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 14-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Desert Club Dr (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.404 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 14.3 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 1 0 0 1 0 0 1 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 0 6 4 49 0 78 41 492 0 12 875 65 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 6 4 49 0 78 41 492 0 12 875 65 Added Vol: 0 0 0 45 0 39 34 15 0 0 17 43 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 6 4 94 0 117 75 507 0 12 892 108 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 6 4 94 0 117 75 507 0 12 892 108 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 6 4 94 0 117 75 507 0 12 892 108 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 6 4 94 0 117 75 507 0 12 892 108 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.95 0.95 0.71 1.00 0.85 0.95 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 0.60 0.40 1.00 0.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 0 1050 700 1308 0 1573 1758 3700 1850 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.01 0.01 0.07 0.00 0.07 0.04 0.14 0.00 0.01 0.24 0.07 Crit Moves: **** **** **** Green/Cycle: 0.00 0.18 0.18 0.18 0.00 0.18 0.11 0.67 0.00 0.03 0.60 0.60 Volume/Cap: 0.00 0.03 0.03 0.40 0.00 0.42 0.40 0.20 0.00 0.20 0.40 0.12 Delay/Veh: 0.0 34.0 34.0 37.6 0.0 37.5 43.2 6.4 0.0 48.8 10.8 8.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 34.0 34.0 37.6 0.0 37.5 43.2 6.4 0.0 48.8 10.8 8.8 LOS by Move: A C C D A D D A A D B A HCM2kAvgQ: 0 0 0 3 0 4 3 3 0 1 7 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 15-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Washington St (NS) at Avenue 48 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.007 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 32.4 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 1 0 2 0 3 0 0 0 0 0 0 0 3 0 0 0 1 Volume Module: Base Vol: 0 2539 698 156 2330 0 0 0 0 860 0 259 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 2539 698 156 2330 0 0 0 0 860 0 259 Added Vol: 0 208 100 0 239 0 0 0 0 92 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 2747 798 156 2569 0 0 0 0 952 0 259 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 2747 798 156 2569 0 0 0 0 952 0 259 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 2747 798 156 2569 0 0 0 0 952 0 259 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 2747 798 156 2569 0 0 0 0 952 0 259 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.97 0.97 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 2.32 0.68 2.00 3.00 0.00 0.00 0.00 0.00 3.00 0.00 1.00 Final Sat.: 0 4154 1207 3515 5550 0 0 0 0 5273 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.66 0.66 0.04 0.46 0.00 0.00 0.00 0.00 0.18 0.00 0.16 Crit Moves: **** **** **** Green/Cycle: 0.00 0.66 0.66 0.04 0.70 0.00 0.00 0.00 0.00 0.18 0.00 0.22 Volume/Cap: 0.00 1.01 1.01 1.01 0.66 0.00 0.00 0.00 0.00 1.01 0.00 0.74 Delay/Veh: 0.0 34.0 34.0 122.0 8.8 0.0 0.0 0.0 0.0 72.0 0.0 44.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 34.0 34.0 122.0 8.8 0.0 0.0 0.0 0.0 72.0 0.0 44.1 LOS by Move: A C C F A A A A A E A D HCM2kAvgQ: 0 46 46 5 15 0 0 0 0 15 0 9 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 16-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Washington St (NS) at Eisenhower Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.908 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 27.3 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 2 1 1 2 0 1! 0 0 0 0 1! 0 0 Volume Module: Base Vol: 35 2090 12 36 1847 1307 1120 1 18 2 5 27 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 35 2090 12 36 1847 1307 1120 1 18 2 5 27 Added Vol: 0 307 0 0 332 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 35 2397 12 36 2179 1307 1120 1 18 2 5 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 35 2397 12 36 2179 1307 1120 1 18 2 5 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 35 2397 12 36 2179 1307 1120 1 18 2 5 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 35 2397 12 36 2179 1307 1120 1 18 2 5 27 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 0.94 0.94 0.95 0.95 0.95 0.89 0.89 0.89 Lanes: 1.00 3.00 1.00 1.00 2.50 1.50 2.95 0.01 0.04 0.06 0.15 0.79 Final Sat.: 1758 5550 1573 1758 4367 2619 5193 4 81 97 242 1308 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.43 0.01 0.02 0.50 0.50 0.22 0.22 0.22 0.02 0.02 0.02 Crit Moves: **** **** **** **** Green/Cycle: 0.02 0.55 0.55 0.03 0.55 0.55 0.25 0.25 0.25 0.02 0.02 0.02 Volume/Cap: 0.91 0.79 0.01 0.79 0.91 0.91 0.88 0.91 0.91 0.91 0.91 0.91 Delay/Veh: 157.2 19.6 10.4 109.3 23.9 23.9 43.4 46.4 46.4 159.0 159 159.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 157.2 19.6 10.4 109.3 23.9 23.9 43.4 46.4 46.4 159.0 159 159.0 LOS by Move: F B B F C C D D D F F F HCM2kAvgQ: 3 21 0 3 28 28 14 16 16 3 3 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 17-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Washington St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.985 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 36.3 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 2 1 0 2 0 1 1 0 2 0 1 1 1 Volume Module: Base Vol: 2 2486 422 612 1131 17 28 111 8 258 32 632 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 2 2486 422 612 1131 17 28 111 8 258 32 632 Added Vol: 0 352 124 0 371 0 0 2 0 126 2 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 2 2838 546 612 1502 17 28 113 8 384 34 632 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 2838 546 612 1502 17 28 113 8 384 34 632 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2838 546 612 1502 17 28 113 8 384 34 632 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 2838 546 612 1502 17 28 113 8 384 34 632 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 1.00 0.95 0.99 0.99 0.95 0.86 0.86 Lanes: 1.00 3.00 1.00 2.00 2.97 0.03 2.00 1.87 0.13 2.00 1.00 2.00 Final Sat.: 1758 5550 1573 3515 5477 62 3515 3421 242 3515 1587 3175 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.51 0.35 0.17 0.27 0.27 0.01 0.03 0.03 0.11 0.02 0.20 Crit Moves **** **** **** **** Green/Cycle: 0.00 0.52 0.52 0.18 0.69 0.69 0.03 0.03 0.03 0.11 0.11 0.29 Volume/Cap: 0.40 0.99 0.67 0.99 0.40 0.40 0.23 0.99 0.99 0.99 0.20 0.70 Delay/Veh: 94.0 37.2 19.9 73.3 6.6 6.6 47.9 125 124.8 85.9 40.5 34.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 94.0 37.2 19.9 73.3 6.6 6.6 47.9 125 124.8 85.9 40.5 34.1 LOS by Move: F D B E A A D F F F D C HCM2kAvgQ: 0 36 13 14 7 7 1 4 4 10 1 10 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 18-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Washington St (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.856 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 32.6 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 1 0 1 0 2 0 1 2 1 0 0 1 1 0 0 1 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 94 1045 90 39 1138 354 342 121 90 51 65 47 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 94 1045 90 39 1138 354 342 121 90 51 65 47 Added Vol: 59 0 0 0 0 471 450 90 59 0 79 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 153 1045 90 39 1138 825 792 211 149 51 144 47 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 153 1045 90 39 1138 825 792 211 149 51 144 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 153 1045 90 39 1138 825 792 211 149 51 144 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 153 1045 90 39 1138 825 792 211 149 51 144 47 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 1.00 0.85 0.96 0.96 0.85 0.95 0.96 0.96 Lanes: 1.00 2.76 0.24 1.00 2.00 1.00 2.37 0.63 1.00 1.00 0.75 0.25 Final Sat.: 1758 5049 435 1758 3700 1573 4216 1123 1573 1758 1343 438 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.09 0.21 0.21 0.02 0.31 0.52 0.19 0.19 0.09 0.03 0.11 0.11 Crit Moves: **** **** **** **** Green/Cycle: 0.10 0.45 0.45 0.05 0.39 0.61 0.22 0.22 0.22 0.13 0.13 0.13 Volume/Cap: 0.86 0.46 0.46 0.46 0.78 0.86 0.86 0.86 0.43 0.23 0.86 0.86 Delay/Veh: 75.3 19.4 19.4 50.3 29.4 23.4 43.9 43.9 34.5 39.9 69.1 69.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 75.3 19.4 19.4 50.3 29.4 23.4 43.9 43.9 34.5 39.9 69.1 69.1 LOS by Move: E B B D C C D D C D E E HCM2kAvgQ: 7 8 8 2 17 23 13 13 4 2 8 8 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 19-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 0.6 Worst Case Level Of Service: B[ 12.8] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 0 0 2 1 0 0 0 0 0 1 0 0 0 0 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 24 1229 0 0 1218 61 0 0 92 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 24 1229 0 0 1218 61 0 0 92 0 0 0 Added Vol: 4 59 0 0 59 0 0 0 3 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 28 1288 0 0 1277 61 0 0 95 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 28 1288 0 0 1277 61 0 0 95 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 28 1288 0 0 1277 61 0 0 95 0 0 0 --------------------------- --------------- --------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx --------------------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: 1338 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 456 xxxx xxxx xxxxx Potent Cap.: 522 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 557 xxxx xxxx xxxxx Move Cap.: 522 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 557 xxxx xxxx xxxxx Volume/Cap: 0.05 xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0.17 xxxx xxxx xxxx ------------ I --------------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: 0.2 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 0.6 xxxx xxxx xxxxx Control Del: 12.3 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 12.8 xxxxx xxxx xxxxx LOS by Move: B * * * * * * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * ApproachDel: xxxxxx xxxxxx 12.8 xxxxxx ApproachLOS: * * B ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 20-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #14 Washington St (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.929 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 38.3 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Ovl Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 1 1 0 0 2 2 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 7 65 62 820 43 447 266 274 5 107 498 922 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 7 65 62 820 43 447 266 274 5 107 498 922 Added Vol: 0 0 0 62 0 0 0 60 0 0 60 64 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 7 65 62 882 43 447 266 334 5 107 558 986 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 7 65 62 882 43 447 266 334 5 107 558 986 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 7 65 62 882 43 447 266 334 5 107 558 986 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 7 65 62 882 43 447 266 334 5 107 558 986 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.93 0.93 0.93 0.95 0.95 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.05 0.49 0.46 1.91 0.09 2.00 2.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 90 838 800 3366 164 3145 3515 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.08 0.08 0.08 0.26 0.26 0.14 0.08 0.09 0.00 0.06 0.15 0.63 Crit Moves **** **** **** **** Green/Cycle: 0.08 0.08 0.08 0.28 0.28 0.36 0.08 0.28 0.28 0.19 0.39 0.68 Volume/Cap: 0.93 0.93 0.93 0.93 0.93 0.39 0.93 0.32 0.01 0.32 0.38 0.93 Delay/Veh: 99.4 99.4 99.4 49.3 49.3 23.8 80.5 28.4 25.8 35.4 21.9 27.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 99.4 99.4 99.4 49.3 49.3 23.8 80.5 28.4 25.8 35.4 21.9 27.9 LOS by Move: F F F D D C F C C D C C HCM2kAvgQ: 7 7 7 18 18 5 7 4 0 3 6 31 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 21-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #15 Jefferson St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.866 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 40.5 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 2 0 2 0 1 2 0 1 1 0 ------------ I --------------- --------------- --------------- ---------------� Volume Module: Base Vol: 162 1500 301 439 1603 296 192 585 122 458 565 285 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 162 1500 301 439 1603 296 192 585 122 458 565 285 Added Vol: 0 3 0 0 4 62 61 65 0 0 66 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 162 1503 301 439 1607 358 253 650 122 458 631 285 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 162 1503 301 439 1607 358 253 650 122 458 631 285 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 162 1503 301 439 1607 358 253 650 122 458 631 285 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 162 1503 301 439 1607 358 253 650 122 458 631 285 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.95 0.95 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 2.00 1.00 2.00 1.38 0.62 Final Sat.: 1758 5550 1573 3515 5550 1573 3515 3700 1573 3515 2429 1097 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.09 0.27 0.19 0.12 0.29 0.23 0.07 0.18 0.08 0.13 0.26 0.26 Crit Moves **** **** **** **** Green/Cycle: 0.11 0.31 0.31 0.14 0.35 0.35 0.08 0.22 0.22 0.16 0.30 0.30 Volume/Cap: 0.84 0.87 0.61 0.87 0.84 0.66 0.87 0.80 0.35 0.80 0.87 0.87 Delay/Veh: 69.4 37.3 31.5 56.4 33.4 30.6 68.0 42.5 33.6 48.0 40.8 40.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 69.4 37.3 31.5 56.4 33.4 30.6 68.0 42.5 33.6 48.0 40.8 40.8 LOS by Move: E D C E C C E D C D D D HCM2kAvgQ: 7 18 9 9 18 10 6 12 3 9 16 16 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 17:47:59 Page 22-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #16 Jefferson St (NS) at Avenue 52 (EW) ******************************************************************************** Average Delay (sec/veh): 29.0 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 2 2 3 3 Volume Module: Base Vol: 569 997 102 324 1520 251 68 627 636 38 894 567 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 569 997 102 324 1520 251 68 627 636 38 894 567 Added Vol: 40 0 0 0 0 4 3 74 45 0 80 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 609 997 102 324 1520 255 71 701 681 38 974 567 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 609 997 102 324 1520 255 71 701 681 38 974 567 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 609 997 102 324 1520 255 71 701 681 38 974 567 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 609 997 102 324 1520 255 71 701 681 38 974 567 --------------------------- PCE Module: --------------- --------------- ---------------� AutoPCE: 609 997 102 324 1520 255 71 701 681 38 974 567 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 609 997 102 324 1520 255 71 701 681 38 974 567 --------------------------- Delay Module: >> Time Period: --------------- 0.25 hours << --------------- ---------------� CircVolume: 324 609 1844 1606 MaxVolume: 2191 1986 xxxxxx xxxxxx PedVolume: 0 0 0 0 AdjMaxVol: 2191 1986 xxxxxx xxxxxx ApproachVol: 1708 2099 xxxxxx xxxxxx ApproachDel: 7.2 46.7 xxxxxx xxxxxx Queue: 9.2 36.0 xxxx xxxx Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA General Plan Buildout With Project (Village Buildout Circulation Plan) Default Scenario Thu Apr 7, 2016 18:18:21 Page 7-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Eisenhower Dr (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.457 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 17.2 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 Volume Module: Base Vol: 30 930 98 97 564 59 33 22 8 66 21 87 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 30 930 98 97 564 59 33 22 8 66 21 87 Added Vol: 0 13 4 0 22 0 0 0 0 1 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 30 943 102 97 586 59 33 22 8 67 21 87 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 30 943 102 97 586 59 33 22 8 67 21 87 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 30 943 102 97 586 59 33 22 8 67 21 87 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 30 943 102 97 586 59 33 22 8 67 21 87 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.96 0.96 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.73 0.27 1.00 1.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 1573 1758 1302 474 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.25 0.06 0.06 0.16 0.04 0.02 0.02 0.02 0.04 0.01 0.06 Crit Moves **** **** **** **** Green/Cycle: 0.07 0.56 0.56 0.12 0.61 0.61 0.04 0.05 0.05 0.11 0.12 0.12 Volume/Cap: 0.26 0.46 0.12 0.46 0.26 0.06 0.46 0.34 0.34 0.34 0.09 0.46 Delay/Veh: 45.6 13.3 10.5 42.5 9.0 7.8 51.4 48.2 48.2 42.0 39.3 42.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 45.6 13.3 10.5 42.5 9.0 7.8 51.4 48.2 48.2 42.0 39.3 42.6 LOS by Move: D B B D A A D D D D D D HCM2kAvgQ: 1 9 1 3 4 1 2 1 1 2 1 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:18:21 Page 8-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Eisenhower Dr (NS) at Calle Tampico (EW) ******************************************************************************** Average Delay (sec/veh): 10.4 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 4 799 66 35 227 2 3 0 0 152 4 84 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 4 799 66 35 227 2 3 0 0 152 4 84 Added Vol: 0 5 43 20 3 0 0 0 0 26 0 12 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 4 804 109 55 230 2 3 0 0 178 4 96 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 804 109 55 230 2 3 0 0 178 4 96 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 4 804 109 55 230 2 3 0 0 178 4 96 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 4 804 109 55 230 2 3 0 0 178 4 96 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 4 804 109 55 230 2 3 0 0 178 4 96 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 4 804 109 55 230 2 3 0 0 178 4 96 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 58 186 463 811 MaxVolume: 1169 1100 950 762 PedVolume: 0 0 0 0 AdjMaxVol: 1169 1100 950 762 ApproachVol: 917 287 3 278 ApproachDel: 13.2 4.4 3.8 7.4 Queue: 8.6 1.0 0.0 1.7 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:18:21 Page 9-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Average Delay (sec/veh): 6.6 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 11 593 0 0 259 120 278 0 25 15 6 11 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 11 593 0 0 259 120 278 0 25 15 6 11 Added Vol: 0 32 7 3 20 7 11 2 0 4 1 5 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 11 625 7 3 279 127 289 2 25 19 7 16 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 11 625 0 3 279 127 289 2 25 19 7 16 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 11 625 0 3 279 127 289 2 25 19 7 16 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 11 625 0 3 279 127 289 2 25 19 7 16 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 11 625 0 3 279 127 289 2 25 19 7 16 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 11 625 0 3 279 127 289 2 25 19 7 16 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 294 37 301 925 MaxVolume: 1041 1180 1037 701 PedVolume: 0 0 0 0 AdjMaxVol: 1041 1180 1037 701 ApproachVol: 636 409 316 42 ApproachDel: 8.7 4.7 5.0 5.5 Queue: 4.3 1.6 1.3 0.2 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:18:21 Page 10-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Eisenhower Dr (NS) at Calle Sinaloa (EW) ******************************************************************************** Average Delay (sec/veh): 10.1 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 0 625 155 20 253 30 1 216 0 123 70 48 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 625 155 20 253 30 1 216 0 123 70 48 Added Vol: 0 25 19 0 15 9 14 39 0 11 24 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 650 174 20 268 39 15 255 0 134 94 48 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 650 174 20 268 39 15 255 0 134 94 48 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 650 174 20 268 39 15 255 0 134 94 48 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 650 174 20 268 39 15 255 0 134 94 48 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 0 650 174 20 268 39 15 255 0 134 94 48 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 0 650 174 20 268 39 15 255 0 134 94 48 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 290 228 422 665 MaxVolume: 1043 1077 972 841 PedVolume: 0 0 0 0 AdjMaxVol: 1043 1077 972 841 ApproachVol: 824 327 270 276 ApproachDel: 15.0 4.8 5.1 6.4 Queue: 8.6 1.3 1.1 1.4 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:18:21 Page 11-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #5 Avenida Bermudas (NS) at Calle Tampico (EW) ******************************************************************************** Average Delay (sec/veh): 5.7 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 53 1 105 1 0 12 32 141 22 158 206 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 53 1 105 1 0 12 32 141 22 158 206 40 Added Vol: 6 43 79 121 26 13 22 101 9 49 43 57 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 59 44 184 122 26 25 54 242 31 207 249 97 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 59 44 184 122 26 25 54 242 31 207 249 97 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 59 44 184 122 26 25 54 242 31 207 249 97 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 59 44 184 122 26 25 54 242 31 207 249 97 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 59 44 184 122 26 25 54 242 31 207 249 97 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 59 44 184 122 26 25 54 242 31 207 249 97 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 418 515 355 157 MaxVolume: 974 922 1008 1115 PedVolume: 0 0 0 0 AdjMaxVol: 974 922 1008 1115 ApproachVol: 287 173 327 553 ApproachDel: 5.2 4.8 5.3 6.4 Queue: 1.2 0.7 1.4 2.8 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:18:21 Page 12-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Ave Bermudas (NS) at Calle Sinaloa/Ave 52 (EW) ******************************************************************************** Average Delay (sec/veh): 5.9 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 12 113 1011 38 29 10 29 354 3 222 219 29 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 12 113 1011 38 29 10 29 354 3 222 219 29 Added Vol: 0 66 0 22 40 24 39 19 0 0 11 8 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 12 179 1011 60 69 34 68 373 3 222 230 37 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 12 179 0 60 69 34 68 373 3 222 230 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 12 179 0 60 69 34 68 373 3 222 230 37 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 12 179 0 60 69 34 68 373 3 222 230 37 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 12 179 0 60 69 34 68 373 3 222 230 37 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 12 179 0 60 69 34 68 373 3 222 230 37 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 501 464 351 259 MaxVolume: 929 949 1010 1060 PedVolume: 0 0 0 0 AdjMaxVol: 929 949 1010 1060 ApproachVol: 191 163 444 489 ApproachDel: 4.9 4.6 6.3 6.3 Queue: 0.8 0.6 2.3 2.5 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:18:21 Page 13-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Desert Club Dr (NS) at Calle Tampico (EW) ******************************************************************************** Average Delay (sec/veh): 10.4 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 15 101 50 223 61 98 112 156 2 67 281 118 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 15 101 50 223 61 98 112 156 2 67 281 118 Added Vol: 0 0 108 134 0 13 22 280 0 75 137 79 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 15 101 158 357 61 111 134 436 2 142 418 197 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 15 101 158 357 61 111 134 436 2 142 418 197 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 15 101 158 357 61 111 134 436 2 142 418 197 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 15 101 158 357 61 111 134 436 2 142 418 197 --------------------------- PCE Module: --------------- --------------- ---------------� AutoPCE: 15 101 158 357 61 ill 134 436 2 142 418 197 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 15 101 158 357 61 111 134 436 2 142 418 197 --------------------------- Delay Module: >> Time Period: --------------- 0.25 hours << --------------- ---------------� CircVolume: 927 575 560 250 MaxVolume: 699 890 898 1065 PedVolume: 0 0 0 0 AdjMaxVol: 699 890 898 1065 ApproachVol: 274 529 572 757 ApproachDel: 8.4 9.8 10.8 11.2 Queue: 1.9 4.0 4.7 6.3 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:18:21 Page 14-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Desert Club Dr (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.471 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 10.3 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 0 0 1 0 0 1 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 1 11 0 17 11 53 79 1323 1 18 416 38 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 1 11 0 17 11 53 79 1323 1 18 416 38 Added Vol: 0 0 0 28 0 11 19 22 0 0 8 23 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 1 11 0 45 11 64 98 1345 1 18 424 61 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 1 11 0 45 11 64 98 1345 1 18 424 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 11 0 45 11 64 98 1345 1 18 424 61 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 1 11 0 45 11 64 98 1345 1 18 424 61 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.98 0.98 1.00 0.75 0.75 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.08 0.92 0.00 0.80 0.20 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 151 1660 0 1113 272 1573 1758 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.01 0.00 0.04 0.04 0.04 0.06 0.36 0.00 0.01 0.11 0.04 Crit Moves: **** **** **** Green/Cycle: 0.09 0.09 0.00 0.09 0.09 0.09 0.26 0.77 0.77 0.02 0.53 0.53 Volume/Cap: 0.08 0.08 0.00 0.47 0.47 0.47 0.21 0.47 0.00 0.47 0.21 0.07 Delay/Veh: 42.3 42.3 0.0 46.5 46.5 46.2 29.2 4.2 2.6 57.2 12.3 11.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 42.3 42.3 0.0 46.5 46.5 46.2 29.2 4.2 2.6 57.2 12.3 11.3 LOS by Move: D D A D D D C A A E B B HCM2kAvgQ: 0 0 0 2 2 3 2 8 0 1 3 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:18:21 Page 15-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Washington St (NS) at Avenue 48 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.051 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 38.2 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 1 0 2 0 3 0 0 0 0 0 0 0 3 0 0 0 1 Volume Module: Base Vol: 0 2953 701 84 1694 0 0 0 0 479 0 279 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 2953 701 84 1694 0 0 0 0 479 0 279 Added Vol: 0 326 51 0 117 0 0 0 0 50 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 3279 752 84 1811 0 0 0 0 529 0 279 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 3279 752 84 1811 0 0 0 0 529 0 279 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 3279 752 84 1811 0 0 0 0 529 0 279 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 3279 752 84 1811 0 0 0 0 529 0 279 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.97 0.97 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 2.44 0.56 2.00 3.00 0.00 0.00 0.00 0.00 3.00 0.00 1.00 Final Sat.: 0 4388 1006 3515 5550 0 0 0 0 5273 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.75 0.75 0.02 0.33 0.00 0.00 0.00 0.00 0.10 0.00 0.18 Crit Moves: **** **** **** Green/Cycle: 0.00 0.71 0.71 0.02 0.73 0.00 0.00 0.00 0.00 0.15 0.00 0.17 Volume/Cap: 0.00 1.05 1.05 1.05 0.44 0.00 0.00 0.00 0.00 0.69 0.00 1.05 Delay/Veh: 0.0 44.6 44.6 164.1 5.3 0.0 0.0 0.0 0.0 43.1 0.0 110.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 44.6 44.6 164.1 5.3 0.0 0.0 0.0 0.0 43.1 0.0 110.7 LOS by Move: A D D F A A A A A D A F HCM2kAvgQ: 0 55 55 4 7 0 0 0 0 6 0 15 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:18:21 Page 16-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Washington St (NS) at Eisenhower Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.911 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 25.7 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 2 1 1 2 0 1! 0 0 0 0 1! 0 0 Volume Module: Base Vol: 24 2485 6 21 1256 896 1155 3 10 2 3 14 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 24 2485 6 21 1256 896 1155 3 10 2 3 14 Added Vol: 0 377 0 0 166 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 24 2862 6 21 1422 896 1155 3 10 2 3 14 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 2862 6 21 1422 896 1155 3 10 2 3 14 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 2862 6 21 1422 896 1155 3 10 2 3 14 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 2862 6 21 1422 896 1155 3 10 2 3 14 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 0.94 0.94 0.95 0.95 0.95 0.90 0.90 0.90 Lanes: 1.00 3.00 1.00 1.00 2.45 1.55 2.97 0.01 0.02 0.10 0.16 0.74 Final Sat.: 1758 5550 1573 1758 4276 2694 5226 13 44 175 262 1222 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.52 0.00 0.01 0.33 0.33 0.22 0.23 0.23 0.01 0.01 0.01 Crit Moves **** **** **** **** Green/Cycle: 0.02 0.57 0.57 0.01 0.56 0.56 0.25 0.25 0.25 0.01 0.01 0.01 Volume/Cap: 0.60 0.91 0.01 0.91 0.60 0.60 0.89 0.91 0.91 0.91 0.91 0.91 Delay/Veh: 70.7 23.9 9.4 196.0 15.0 15.0 44.2 46.4 46.4 204.5 205 204.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 70.7 23.9 9.4 196.0 15.0 15.0 44.2 46.4 46.4 204.5 205 204.5 LOS by Move: E C A F B B D D D F F F HCM2kAvgQ: 2 30 0 2 12 12 15 16 16 2 2 2 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:18:21 Page 17-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Washington St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.686 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 20.0 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 2 1 0 2 0 1 1 0 2 0 1 1 1 ------------ I --------------- --------------- --------------- ---------------� Volume Module: Base Vol: 17 1761 170 251 1044 45 8 28 3 168 136 605 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 17 1761 170 251 1044 45 8 28 3 168 136 605 Added Vol: 0 391 114 0 188 0 0 4 0 65 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 17 2152 284 251 1232 45 8 32 3 233 137 605 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 17 2152 284 251 1232 45 8 32 3 233 137 605 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 17 2152 284 251 1232 45 8 32 3 233 137 605 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 17 2152 284 251 1232 45 8 32 3 233 137 605 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 1.00 0.95 0.99 0.99 0.95 0.88 0.88 Lanes: 1.00 3.00 1.00 2.00 2.89 0.11 2.00 1.83 0.17 2.00 1.00 2.00 Final Sat.: 1758 5550 1573 3515 5328 195 3515 3339 313 3515 1624 3249 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.39 0.18 0.07 0.23 0.23 0.00 0.01 0.01 0.07 0.08 0.19 Crit Moves **** **** **** **** Green/Cycle: 0.03 0.57 0.57 0.10 0.64 0.64 0.00 0.02 0.02 0.15 0.17 0.27 Volume/Cap: 0.36 0.69 0.32 0.69 0.36 0.36 0.69 0.44 0.44 0.44 0.50 0.69 Delay/Veh: 52.5 16.1 11.7 48.6 8.4 8.4 151.3 52.3 52.3 39.4 38.1 34.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 52.5 16.1 11.7 48.6 8.4 8.4 151.3 52.3 52.3 39.4 38.1 34.5 LOS by Move: D B B D A A F D D D D C HCM2kAvgQ: 1 16 5 5 6 6 1 1 1 4 4 9 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:18:21 Page 18-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Washington St (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.660 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 27.0 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 1 0 1 0 2 0 1 2 1 0 0 1 1 0 0 1 0 Volume Module: Base Vol: 15 1452 159 33 1034 127 237 55 16 70 31 91 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 15 1452 159 33 1034 127 237 55 16 70 31 91 Added Vol: 31 0 0 0 0 240 485 27 51 0 44 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 46 1452 159 33 1034 367 722 82 67 70 75 91 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 46 1452 159 33 1034 367 722 82 67 70 75 91 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 46 1452 159 33 1034 367 722 82 67 70 75 91 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 46 1452 159 33 1034 367 722 82 67 70 75 91 --------------------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 1.00 0.85 0.96 0.96 0.85 0.95 0.92 0.92 Lanes: 1.00 2.70 0.30 1.00 2.00 1.00 2.69 0.31 1.00 1.00 0.45 0.55 Final Sat.: 1758 4927 540 1758 3700 1573 4770 542 1573 1758 767 931 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.29 0.29 0.02 0.28 0.23 0.15 0.15 0.04 0.04 0.10 0.10 Crit Moves: **** **** **** **** Green/Cycle: 0.04 0.44 0.44 0.03 0.42 0.65 0.23 0.23 0.23 0.15 0.15 0.15 Volume/Cap: 0.66 0.68 0.68 0.68 0.66 0.36 0.66 0.66 0.19 0.27 0.66 0.66 Delay/Veh: 68.4 23.4 23.4 80.2 24.1 8.1 36.4 36.4 31.3 38.4 46.6 46.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 68.4 23.4 23.4 80.2 24.1 8.1 36.4 36.4 31.3 38.4 46.6 46.6 LOS by Move: E C C F C A D D C D D D HCM2kAvgQ: 3 14 14 2 13 5 9 9 2 2 6 6 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:18:22 Page 19-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 0.5 Worst Case Level Of Service: B[ 11.8] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 1 0 2 1 0 0 0 0 0 1 0 0 0 0 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 71 1626 0 0 1031 89 0 0 38 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 71 1626 0 0 1031 89 0 0 38 0 0 0 Added Vol: 2 31 0 0 51 0 0 0 8 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 73 1657 0 0 1082 89 0 0 46 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 73 1657 0 0 1082 89 0 0 46 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 73 1657 0 0 1082 89 0 0 46 0 0 0 --------------------------- --------------- --------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx --------------------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: 1171 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 405 xxxx xxxx xxxxx Potent Cap.: 604 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 601 xxxx xxxx xxxxx Move Cap.: 604 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 601 xxxx xxxx xxxxx Volume/Cap: 0.12 xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0.08 xxxx xxxx xxxx ------------ I --------------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: 0.4 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 0.2 xxxx xxxx xxxxx Control Del: 11.8 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 11.5 xxxxx xxxx xxxxx LOS by Move: B * * * * * * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * ApproachDel: xxxxxx xxxxxx 11.5 xxxxxx ApproachLOS: * * B ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:18:22 Page 20-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #14 Washington St (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.010 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 52.0 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Ovl Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 1 1 0 0 2 2 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 4 35 18 838 8 223 746 579 15 39 245 916 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 4 35 18 838 8 223 746 579 15 39 245 916 Added Vol: 0 0 0 59 0 0 0 50 0 0 31 33 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 4 35 18 897 8 223 746 629 15 39 276 949 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 35 18 897 8 223 746 629 15 39 276 949 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 4 35 18 897 8 223 746 629 15 39 276 949 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 4 35 18 897 8 223 746 629 15 39 276 949 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.95 0.95 0.95 0.95 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.07 0.61 0.32 1.98 0.02 2.00 2.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 124 1084 557 3495 31 3145 3515 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.03 0.03 0.26 0.26 0.07 0.21 0.17 0.01 0.02 0.07 0.60 Crit Moves **** **** **** **** Green/Cycle: 0.03 0.03 0.03 0.25 0.25 0.46 0.21 0.49 0.49 0.06 0.34 0.60 Volume/Cap: 1.01 1.01 1.01 1.01 1.01 0.15 1.01 0.35 0.02 0.35 0.22 1.01 Delay/Veh: 170.9 171 170.9 69.7 69.7 15.5 75.0 15.8 13.1 46.7 23.4 51.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 170.9 171 170.9 69.7 69.7 15.5 75.0 15.8 13.1 46.7 23.4 51.8 LOS by Move: F F F E E B E B B D C D HCM2kAvgQ: 4 4 4 20 20 2 17 6 0 2 3 38 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:18:22 Page 21-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #15 Jefferson St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.803 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 35.4 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 2 0 2 0 1 2 0 1 1 0 Volume Module: Base Vol: 58 1211 153 353 1474 288 144 321 50 293 534 461 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 58 1211 153 353 1474 288 144 321 50 293 534 461 Added Vol: 0 8 0 0 2 32 55 63 0 0 34 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 58 1219 153 353 1476 320 199 384 50 293 568 461 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 58 1219 153 353 1476 320 199 384 50 293 568 461 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 58 1219 153 353 1476 320 199 384 50 293 568 461 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 58 1219 153 353 1476 320 199 384 50 293 568 461 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.93 0.93 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 2.00 1.00 2.00 1.10 0.90 Final Sat.: 1758 5550 1573 3515 5550 1573 3515 3700 1573 3515 1906 1547 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.03 0.22 0.10 0.10 0.27 0.20 0.06 0.10 0.03 0.08 0.30 0.30 Crit Moves **** **** **** **** Green/Cycle: 0.04 0.27 0.27 0.13 0.35 0.35 0.07 0.24 0.24 0.20 0.37 0.37 Volume/Cap: 0.75 0.80 0.36 0.80 0.75 0.57 0.80 0.42 0.13 0.42 0.80 0.80 Delay/Veh: 80.3 37.0 29.7 52.8 30.0 27.6 62.8 32.1 29.6 35.6 31.9 31.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 80.3 37.0 29.7 52.8 30.0 27.6 62.8 32.1 29.6 35.6 31.9 31.9 LOS by Move: F D C D C C E C C D C C HCM2kAvgQ: 3 14 4 7 15 8 5 5 1 4 16 16 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:18:22 Page 22-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #16 Jefferson St (NS) at Avenue 52 (EW) ******************************************************************************** Average Delay (sec/veh): 6.7 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 2 2 3 3 Volume Module: Base Vol: 425 651 68 386 1126 206 103 519 621 60 565 568 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 425 651 68 386 1126 206 103 519 621 60 565 568 Added Vol: 22 0 0 0 0 2 8 88 13 0 40 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 447 651 68 386 1126 208 111 607 634 60 605 568 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 447 651 68 386 1126 208 111 607 634 60 605 568 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 447 651 68 386 1126 208 111 607 634 60 605 568 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 447 651 68 386 1126 208 111 607 634 60 605 568 --------------------------- PCE Module: --------------- --------------- ---------------� AutoPCE: 447 651 68 386 1126 208 111 607 634 60 605 568 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 447 651 68 386 1126 208 111 607 634 60 605 568 --------------------------- Delay Module: >> Time Period: --------------- 0.25 hours << --------------- ---------------� CircVolume: 386 447 1512 1098 MaxVolume: 2146 2102 xxxxxx xxxxxx PedVolume: 0 0 0 0 AdjMaxVol: 2146 2102 xxxxxx xxxxxx ApproachVol: 1166 1720 xxxxxx xxxxxx ApproachDel: 3.7 8.8 xxxxxx xxxxxx Queue: 3.5 11.0 xxxx xxxx Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:53 Page 7-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Eisenhower Dr (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.458 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 22.4 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ I --------------- --------------- --------------- ---------------� Volume Module: Base Vol: 20 670 57 102 757 81 93 18 13 81 18 126 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 20 670 57 102 757 81 93 18 13 81 18 126 Added Vol: 0 45 2 0 40 0 0 0 0 2 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 20 715 59 102 797 81 93 18 13 83 18 126 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 20 715 59 102 797 81 93 18 13 83 18 126 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 20 715 59 102 797 81 93 18 13 83 18 126 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 20 715 59 102 797 81 93 18 13 83 18 126 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.94 0.94 0.95 1.00 0.85 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.58 0.42 1.00 1.00 1.00 Final Sat.: 1758 3700 1573 1758 3700 1573 1758 1007 727 1758 1850 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.01 0.19 0.04 0.06 0.22 0.05 0.05 0.02 0.02 0.05 0.01 0.08 Crit Moves **** **** **** **** Green/Cycle: 0.03 0.42 0.42 0.13 0.52 0.52 0.12 0.08 0.08 0.21 0.18 0.18 Volume/Cap: 0.41 0.46 0.09 0.46 0.41 0.10 0.46 0.22 0.22 0.22 0.06 0.46 Delay/Veh: 53.5 20.9 17.4 42.0 14.7 12.1 42.9 43.9 43.9 33.0 34.4 38.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 53.5 20.9 17.4 42.0 14.7 12.1 42.9 43.9 43.9 33.0 34.4 38.2 LOS by Move: D C B D B B D D D C C D HCM2kAvgQ: 1 8 1 3 7 1 3 1 1 2 0 4 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:53 Page 8-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Eisenhower Dr (NS) at Calle Tampico (EW) ******************************************************************************** Average Delay (sec/veh): 10.7 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 1 717 48 21 617 0 1 0 4 282 0 63 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 1 717 48 21 617 0 1 0 4 282 0 63 Added Vol: 0 5 78 36 5 0 0 0 0 88 0 41 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 1 722 126 57 622 0 1 0 4 370 0 104 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 1 722 126 57 622 0 1 0 4 370 0 104 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 722 126 57 622 0 1 0 4 370 0 104 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 1 722 126 57 622 0 1 0 4 370 0 104 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 1 722 126 57 622 0 1 0 4 370 0 104 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 1 722 126 57 622 0 1 0 4 370 0 104 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 58 371 1049 724 MaxVolume: 1169 1000 634 809 PedVolume: 0 0 0 0 AdjMaxVol: 1169 1000 634 809 ApproachVol: 849 679 5 474 ApproachDel: 10.8 10.9 5.7 10.5 Queue: 6.8 5.6 0.0 3.9 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:53 Page 9-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Eisenhower Dr (NS) at Ave Montezuma (EW) ******************************************************************************** Average Delay (sec/veh): 14.1 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 31 510 2 3 634 267 203 0 30 55 27 53 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 31 510 2 3 634 267 203 0 30 55 27 53 Added Vol: 0 58 13 5 66 22 19 3 0 14 4 5 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 31 568 15 8 700 289 222 3 30 69 31 58 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 31 568 0 8 700 289 222 3 30 69 31 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 568 0 8 700 289 222 3 30 69 31 58 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 31 568 0 8 700 289 222 3 30 69 31 58 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 31 568 0 8 700 289 222 3 30 69 31 58 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 31 568 0 8 700 289 222 3 30 69 31 58 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 233 131 777 821 MaxVolume: 1074 1129 780 757 PedVolume: 0 0 0 0 AdjMaxVol: 1074 1129 780 757 ApproachVol: 599 997 255 158 ApproachDel: 7.5 21.1 6.8 6.0 Queue: 3.6 12.8 1.4 0.8 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:53 Page 10-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Eisenhower Dr (NS) at Calle Sinaloa (EW) ******************************************************************************** Average Delay (sec/veh): 13.3 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 0 408 69 40 553 90 19 93 0 314 103 99 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 408 69 40 553 90 19 93 0 314 103 99 Added Vol: 0 45 34 0 51 29 26 70 0 39 80 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 453 103 40 604 119 45 163 0 353 183 99 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 453 103 40 604 119 45 163 0 353 183 99 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 453 103 40 604 119 45 163 0 353 183 99 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 453 103 40 604 119 45 163 0 353 183 99 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 0 453 103 40 604 119 45 163 0 353 183 99 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 0 453 103 40 604 119 45 163 0 353 183 99 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 248 536 997 498 MaxVolume: 1066 911 662 931 PedVolume: 0 0 0 0 AdjMaxVol: 1066 911 662 931 ApproachVol: 556 763 208 635 ApproachDel: 7.0 20.6 7.9 11.7 Queue: 3.1 10.0 1.3 5.6 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:53 Page 11-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #5 Avenida Bermudas (NS) at Calle Tampico (EW) ******************************************************************************** Average Delay (sec/veh): 10.7 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 48 11 129 44 8 34 10 161 34 211 290 52 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 48 11 129 44 8 34 10 161 34 211 290 52 Added Vol: 19 78 95 106 88 44 39 101 17 94 116 113 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 67 89 224 150 96 78 49 262 51 305 406 165 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 67 89 224 150 96 78 49 262 51 305 406 165 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 67 89 224 150 96 78 49 262 51 305 406 165 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 67 89 224 150 96 78 49 262 51 305 406 165 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 67 89 224 150 96 78 49 262 51 305 406 165 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 67 89 224 150 96 78 49 262 51 305 406 165 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 461 778 551 205 MaxVolume: 951 780 902 1089 PedVolume: 0 0 0 0 AdjMaxVol: 951 780 902 1089 ApproachVol: 380 324 362 876 ApproachDel: 6.3 7.9 6.6 15.3 Queue: 1.9 2.1 2.0 9.2 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:53 Page 12-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #6 Ave Bermudas (NS) at Calle Sinaloa/Ave 52 (EW) ******************************************************************************** Average Delay (sec/veh): 23.2 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 6 73 341 40 119 48 23 152 6 439 463 51 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 6 73 341 40 119 48 23 152 6 439 463 51 Added Vol: 0 119 0 15 135 80 70 34 0 0 39 17 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 6 192 341 55 254 128 93 186 6 439 502 68 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 6 192 0 55 254 128 93 186 6 439 502 68 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 6 192 0 55 254 128 93 186 6 439 502 68 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 6 192 0 55 254 128 93 186 6 439 502 68 --------------------------- --------------- --------------- ---------------� PCE Module: AutoPCE: 6 192 0 55 254 128 93 186 6 439 502 68 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 6 192 0 55 254 128 93 186 6 439 502 68 --------------------------- --------------- --------------- ---------------� Delay Module: >> Time Period: 0.25 hours << CircVolume: 334 947 748 291 MaxVolume: 1020 689 796 1043 PedVolume: 0 0 0 0 AdjMaxVol: 1020 689 796 1043 ApproachVol: 198 437 285 1009 ApproachDel: 4.4 13.9 7.0 35.6 Queue: 0.7 4.6 1.6 17.5 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:53 Page 13-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #7 Desert Club Dr (NS) at Calle Tampico (EW) ******************************************************************************** Average Delay (sec/veh): 34.7 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 1 1 1 1 Volume Module: Base Vol: 41 31 101 120 30 64 57 287 13 125 458 25 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 41 31 101 120 30 64 57 287 13 125 458 25 Added Vol: 0 0 145 150 0 44 39 264 0 142 279 151 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 41 31 246 270 30 108 96 551 13 267 737 176 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 41 31 246 270 30 108 96 551 13 267 737 176 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 31 246 270 30 108 96 551 13 267 737 176 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 41 31 246 270 30 108 96 551 13 267 737 176 --------------------------- PCE Module: --------------- --------------- ---------------� AutoPCE: 41 31 246 270 30 108 96 551 13 267 737 176 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 41 31 246 270 30 108 96 551 13 267 737 176 --------------------------- Delay Module: >> Time Period: --------------- 0.25 hours << --------------- ---------------� CircVolume: 917 1045 567 168 MaxVolume: 705 636 894 1109 PedVolume: 0 0 0 0 AdjMaxVol: 705 636 894 1109 ApproachVol: 318 408 660 1180 ApproachDel: 9.2 15.2 14.5 59.5 Queue: 2.4 4.6 6.9 25.9 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:53 Page 14-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #8 Desert Club Dr (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.404 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 14.3 Optimal Cycle: 100 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 1 0 0 1 0 0 1 1 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 0 6 4 49 0 78 41 492 0 12 875 65 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 6 4 49 0 78 41 492 0 12 875 65 Added Vol: 0 0 0 45 0 39 34 15 0 0 17 43 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 6 4 94 0 117 75 507 0 12 892 108 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 6 4 94 0 117 75 507 0 12 892 108 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 6 4 94 0 117 75 507 0 12 892 108 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 6 4 94 0 117 75 507 0 12 892 108 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.95 0.95 0.71 1.00 0.85 0.95 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 0.60 0.40 1.00 0.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 0 1050 700 1308 0 1573 1758 3700 1850 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.01 0.01 0.07 0.00 0.07 0.04 0.14 0.00 0.01 0.24 0.07 Crit Moves: **** **** **** Green/Cycle: 0.00 0.18 0.18 0.18 0.00 0.18 0.11 0.67 0.00 0.03 0.60 0.60 Volume/Cap: 0.00 0.03 0.03 0.40 0.00 0.42 0.40 0.20 0.00 0.20 0.40 0.12 Delay/Veh: 0.0 34.0 34.0 37.6 0.0 37.5 43.2 6.4 0.0 48.8 10.8 8.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 34.0 34.0 37.6 0.0 37.5 43.2 6.4 0.0 48.8 10.8 8.8 LOS by Move: A C C D A D D A A D B A HCM2kAvgQ: 0 0 0 3 0 4 3 3 0 1 7 1 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:53 Page 15-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #9 Washington St (NS) at Avenue 48 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 1.007 Loss Time (sec): 12 (Y+R=4.0 sec) Average Delay (sec/veh): 32.4 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 1 0 2 0 3 0 0 0 0 0 0 0 3 0 0 0 1 Volume Module: Base Vol: 0 2539 698 156 2330 0 0 0 0 860 0 259 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 2539 698 156 2330 0 0 0 0 860 0 259 Added Vol: 0 208 100 0 239 0 0 0 0 92 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 2747 798 156 2569 0 0 0 0 952 0 259 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 2747 798 156 2569 0 0 0 0 952 0 259 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 2747 798 156 2569 0 0 0 0 952 0 259 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 2747 798 156 2569 0 0 0 0 952 0 259 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 1.00 0.97 0.97 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.85 Lanes: 0.00 2.32 0.68 2.00 3.00 0.00 0.00 0.00 0.00 3.00 0.00 1.00 Final Sat.: 0 4154 1207 3515 5550 0 0 0 0 5273 0 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.66 0.66 0.04 0.46 0.00 0.00 0.00 0.00 0.18 0.00 0.16 Crit Moves: **** **** **** Green/Cycle: 0.00 0.66 0.66 0.04 0.70 0.00 0.00 0.00 0.00 0.18 0.00 0.22 Volume/Cap: 0.00 1.01 1.01 1.01 0.66 0.00 0.00 0.00 0.00 1.01 0.00 0.74 Delay/Veh: 0.0 34.0 34.0 122.0 8.8 0.0 0.0 0.0 0.0 72.0 0.0 44.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 0.0 34.0 34.0 122.0 8.8 0.0 0.0 0.0 0.0 72.0 0.0 44.1 LOS by Move: A C C F A A A A A E A D HCM2kAvgQ: 0 46 46 5 15 0 0 0 0 15 0 9 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:53 Page 16-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Washington St (NS) at Eisenhower Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.908 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 27.3 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 2 1 1 2 0 1! 0 0 0 0 1! 0 0 Volume Module: Base Vol: 35 2090 12 36 1847 1307 1120 1 18 2 5 27 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 35 2090 12 36 1847 1307 1120 1 18 2 5 27 Added Vol: 0 307 0 0 332 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 35 2397 12 36 2179 1307 1120 1 18 2 5 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 35 2397 12 36 2179 1307 1120 1 18 2 5 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 35 2397 12 36 2179 1307 1120 1 18 2 5 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 35 2397 12 36 2179 1307 1120 1 18 2 5 27 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 0.94 0.94 0.95 0.95 0.95 0.89 0.89 0.89 Lanes: 1.00 3.00 1.00 1.00 2.50 1.50 2.95 0.01 0.04 0.06 0.15 0.79 Final Sat.: 1758 5550 1573 1758 4367 2619 5193 4 81 97 242 1308 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.02 0.43 0.01 0.02 0.50 0.50 0.22 0.22 0.22 0.02 0.02 0.02 Crit Moves: **** **** **** **** Green/Cycle: 0.02 0.55 0.55 0.03 0.55 0.55 0.25 0.25 0.25 0.02 0.02 0.02 Volume/Cap: 0.91 0.79 0.01 0.79 0.91 0.91 0.88 0.91 0.91 0.91 0.91 0.91 Delay/Veh: 157.2 19.6 10.4 109.3 23.9 23.9 43.4 46.4 46.4 159.0 159 159.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 157.2 19.6 10.4 109.3 23.9 23.9 43.4 46.4 46.4 159.0 159 159.0 LOS by Move: F B B F C C D D D F F F HCM2kAvgQ: 3 21 0 3 28 28 14 16 16 3 3 3 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:53 Page 17-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Washington St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.985 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 36.3 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 2 1 0 2 0 1 1 0 2 0 1 1 1 Volume Module: Base Vol: 2 2486 422 612 1131 17 28 111 8 258 32 632 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 2 2486 422 612 1131 17 28 111 8 258 32 632 Added Vol: 0 352 124 0 371 0 0 2 0 126 2 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 2 2838 546 612 1502 17 28 113 8 384 34 632 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 2 2838 546 612 1502 17 28 113 8 384 34 632 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2838 546 612 1502 17 28 113 8 384 34 632 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 2838 546 612 1502 17 28 113 8 384 34 632 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 1.00 0.95 0.99 0.99 0.95 0.86 0.86 Lanes: 1.00 3.00 1.00 2.00 2.97 0.03 2.00 1.87 0.13 2.00 1.00 2.00 Final Sat.: 1758 5550 1573 3515 5477 62 3515 3421 242 3515 1587 3175 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.00 0.51 0.35 0.17 0.27 0.27 0.01 0.03 0.03 0.11 0.02 0.20 Crit Moves **** **** **** **** Green/Cycle: 0.00 0.52 0.52 0.18 0.69 0.69 0.03 0.03 0.03 0.11 0.11 0.29 Volume/Cap: 0.40 0.99 0.67 0.99 0.40 0.40 0.23 0.99 0.99 0.99 0.20 0.70 Delay/Veh: 94.0 37.2 19.9 73.3 6.6 6.6 47.9 125 124.8 85.9 40.5 34.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 94.0 37.2 19.9 73.3 6.6 6.6 47.9 125 124.8 85.9 40.5 34.1 LOS by Move: F D B E A A D F F F D C HCM2kAvgQ: 0 36 13 14 7 7 1 4 4 10 1 10 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:54 Page 18-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Washington St (NS) at Calle Tampico (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.856 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 32.6 Optimal Cycle: 100 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 1 0 1 0 2 0 1 2 1 0 0 1 1 0 0 1 0 Volume Module: Base Vol: 94 1045 90 39 1138 354 342 121 90 51 65 47 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 94 1045 90 39 1138 354 342 121 90 51 65 47 Added Vol: 59 0 0 0 0 471 450 90 59 0 79 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 153 1045 90 39 1138 825 792 211 149 51 144 47 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 153 1045 90 39 1138 825 792 211 149 51 144 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 153 1045 90 39 1138 825 792 211 149 51 144 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 153 1045 90 39 1138 825 792 211 149 51 144 47 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 0.99 0.99 0.95 1.00 0.85 0.96 0.96 0.85 0.95 0.96 0.96 Lanes: 1.00 2.76 0.24 1.00 2.00 1.00 2.37 0.63 1.00 1.00 0.75 0.25 Final Sat.: 1758 5049 435 1758 3700 1573 4216 1123 1573 1758 1343 438 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.09 0.21 0.21 0.02 0.31 0.52 0.19 0.19 0.09 0.03 0.11 0.11 Crit Moves: **** **** **** **** Green/Cycle: 0.10 0.45 0.45 0.05 0.39 0.61 0.22 0.22 0.22 0.13 0.13 0.13 Volume/Cap: 0.86 0.46 0.46 0.46 0.78 0.86 0.86 0.86 0.43 0.23 0.86 0.86 Delay/Veh: 75.3 19.4 19.4 50.3 29.4 23.4 43.9 43.9 34.5 39.9 69.1 69.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 75.3 19.4 19.4 50.3 29.4 23.4 43.9 43.9 34.5 39.9 69.1 69.1 LOS by Move: E B B D C C D D C D E E HCM2kAvgQ: 7 8 8 2 17 23 13 13 4 2 8 8 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:54 Page 19-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Washington St (NS) at Ave La Fonda (EW) ******************************************************************************** Average Delay (sec/veh): 0.6 Worst Case Level Of Service: B[ 12.8] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- --------------- --------------- ---------------� Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 3 0 0 1 0 2 1 0 0 0 0 0 1 0 0 0 0 0 --------------------------- --------------- --------------- ---------------� Volume Module: Base Vol: 24 1229 0 0 1218 61 0 0 92 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 24 1229 0 0 1218 61 0 0 92 0 0 0 Added Vol: 4 59 0 0 59 0 0 0 3 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 28 1288 0 0 1277 61 0 0 95 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 28 1288 0 0 1277 61 0 0 95 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 28 1288 0 0 1277 61 0 0 95 0 0 0 --------------------------- --------------- --------------- ---------------� Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx --------------------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: 1338 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 456 xxxx xxxx xxxxx Potent Cap.: 522 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 557 xxxx xxxx xxxxx Move Cap.: 522 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 557 xxxx xxxx xxxxx Volume/Cap: 0.05 xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0.17 xxxx xxxx xxxx ------------ I --------------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: 0.2 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 0.6 xxxx xxxx xxxxx Control Del: 12.3 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 12.8 xxxxx xxxx xxxxx LOS by Move: B * * * * * * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * ApproachDel: xxxxxx xxxxxx 12.8 xxxxxx ApproachLOS: * * B ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:54 Page 20-1 LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #14 Washington St (NS) at Avenue 52 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.929 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 38.3 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Split Phase Split Phase Protected Protected Rights: Include Ovl Include Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 1 1 0 0 2 2 0 2 0 1 1 0 2 0 1 Volume Module: Base Vol: 7 65 62 820 43 447 266 274 5 107 498 922 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 7 65 62 820 43 447 266 274 5 107 498 922 Added Vol: 0 0 0 62 0 0 0 60 0 0 60 64 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 7 65 62 882 43 447 266 334 5 107 558 986 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 7 65 62 882 43 447 266 334 5 107 558 986 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 7 65 62 882 43 447 266 334 5 107 558 986 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 7 65 62 882 43 447 266 334 5 107 558 986 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.93 0.93 0.93 0.95 0.95 0.85 0.95 1.00 0.85 0.95 1.00 0.85 Lanes: 0.05 0.49 0.46 1.91 0.09 2.00 2.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 90 838 800 3366 164 3145 3515 3700 1573 1758 3700 1573 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.08 0.08 0.08 0.26 0.26 0.14 0.08 0.09 0.00 0.06 0.15 0.63 Crit Moves **** **** **** **** Green/Cycle: 0.08 0.08 0.08 0.28 0.28 0.36 0.08 0.28 0.28 0.19 0.39 0.68 Volume/Cap: 0.93 0.93 0.93 0.93 0.93 0.39 0.93 0.32 0.01 0.32 0.38 0.93 Delay/Veh: 99.4 99.4 99.4 49.3 49.3 23.8 80.5 28.4 25.8 35.4 21.9 27.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 99.4 99.4 99.4 49.3 49.3 23.8 80.5 28.4 25.8 35.4 21.9 27.9 LOS by Move: F F F D D C F C C D C C HCM2kAvgQ: 7 7 7 18 18 5 7 4 0 3 6 31 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:54 Page 21-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #15 Jefferson St (NS) at Avenue 50 (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.866 Loss Time (sec): 16 (Y+R=4.0 sec) Average Delay (sec/veh): 40.5 Optimal Cycle: 100 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 2 0 2 0 1 2 0 1 1 0 ------------ I --------------- --------------- --------------- ---------------� Volume Module: Base Vol: 162 1500 301 439 1603 296 192 585 122 458 565 285 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 162 1500 301 439 1603 296 192 585 122 458 565 285 Added Vol: 0 3 0 0 4 62 61 65 0 0 66 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 162 1503 301 439 1607 358 253 650 122 458 631 285 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 162 1503 301 439 1607 358 253 650 122 458 631 285 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 162 1503 301 439 1607 358 253 650 122 458 631 285 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 162 1503 301 439 1607 358 253 650 122 458 631 285 ------------ --------------- --------------- --------------- ---------------� Saturation Flow Module: Sat/Lane: 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Adjustment: 0.95 1.00 0.85 0.95 1.00 0.85 0.95 1.00 0.85 0.95 0.95 0.95 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 2.00 1.00 2.00 1.38 0.62 Final Sat.: 1758 5550 1573 3515 5550 1573 3515 3700 1573 3515 2429 1097 ------------ I --------------- --------------- --------------- ---------------� Capacity Analysis Module: Vol/Sat: 0.09 0.27 0.19 0.12 0.29 0.23 0.07 0.18 0.08 0.13 0.26 0.26 Crit Moves **** **** **** **** Green/Cycle: 0.11 0.31 0.31 0.14 0.35 0.35 0.08 0.22 0.22 0.16 0.30 0.30 Volume/Cap: 0.84 0.87 0.61 0.87 0.84 0.66 0.87 0.80 0.35 0.80 0.87 0.87 Delay/Veh: 69.4 37.3 31.5 56.4 33.4 30.6 68.0 42.5 33.6 48.0 40.8 40.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del/Veh: 69.4 37.3 31.5 56.4 33.4 30.6 68.0 42.5 33.6 48.0 40.8 40.8 LOS by Move: E D C E C C E D C D D D HCM2kAvgQ: 7 18 9 9 18 10 6 12 3 9 16 16 ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Apr 7, 2016 18:19:54 Page 22-1 -------------------------------------------------------------------------------- LA QUINTA VILLAGE BUILD -OUT PLAN General Plan Buildout With Project (Preferred Circulation) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Future Volume Alternative) ******************************************************************************** Intersection #16 Jefferson St (NS) at Avenue 52 (EW) ******************************************************************************** Average Delay (sec/veh): 29.0 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- 11 --------------- 11---------------� Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 2 2 3 3 Volume Module: Base Vol: 569 997 102 324 1520 251 68 627 636 38 894 567 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 569 997 102 324 1520 251 68 627 636 38 894 567 Added Vol: 40 0 0 0 0 4 3 74 45 0 80 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 609 997 102 324 1520 255 71 701 681 38 974 567 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 609 997 102 324 1520 255 71 701 681 38 974 567 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 609 997 102 324 1520 255 71 701 681 38 974 567 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 609 997 102 324 1520 255 71 701 681 38 974 567 --------------------------- PCE Module: --------------- --------------- ---------------� AutoPCE: 609 997 102 324 1520 255 71 701 681 38 974 567 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 609 997 102 324 1520 255 71 701 681 38 974 567 --------------------------- Delay Module: >> Time Period: --------------- 0.25 hours << --------------- ---------------� CircVolume: 324 609 1844 1606 MaxVolume: 2191 1986 xxxxxx xxxxxx PedVolume: 0 0 0 0 AdjMaxVol: 2191 1986 xxxxxx xxxxxx ApproachVol: 1708 2099 xxxxxx xxxxxx ApproachDel: 7.2 46.7 xxxxxx xxxxxx Queue: 9.2 36.0 xxxx xxxx Traffix 7.9.0215 (c) 2008 Dowling Assoc. 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