Traffic Analysis Final Report

Size: px
Start display at page:

Download "Traffic Analysis Final Report"

Transcription

1 SR-71 Widening Project Project Approval/Environmental Documentation Traffic Analysis Final Report Prepared for Caltrans District 7 August Hutton Centre Drive, Suite 700 Santa Ana, California 92707

2 Table of Contents 1 INTRODUCTION TRAFFIC ANALYSIS APPROACH ALTERNATIVES STUDIED ANALYSIS YEARS STUDY AREA DATA COLLECTION TRAFFIC FORECASTING ANALYSIS METHODOLOGY Freeway Analysis Intersection Analysis Roadway Segment Capacity Analysis TRAFFIC IMPACT CRITERIA Signalized Intersections Unsignalized Intersections EXISTING CONDITIONS ROADWAY NETWORK AND TRAFFIC VOLUMES FREEWAY ANALYSIS INTERSECTION ANALYSIS Level of Service Analysis Queue Analysis at Ramp Terminal Intersections ROADWAY SEGMENT CAPACITY ANALYSIS CONDITIONS ROADWAY NETWORK AND TRAFFIC VOLUMES FREEWAY ANALYSIS INTERSECTION ANALYSIS Level of Service Analysis Queuing Analysis at Ramp Terminal Intersections ROADWAY SEGMENT CAPACITY ANALYSIS CONDITIONS ROADWAY NETWORK AND TRAFFIC VOLUMES FREEWAY ANALYSIS INTERSECTION ANALYSIS Level of Service Analysis Queuing Analysis at Ramp Terminal Intersections ROADWAY SEGMENT CAPACITY ANALYSIS PROJECT IMPACTS AND RECOMMENDED PROJECT REFINEMENTS PROJECT IMPACTS Freeways Signalized Intersections Unsignalized Intersections Roadway Segments Emergency Providers Bicycle and Pedestrian Access School Access PROPOSED PROJECT REFINEMENTS... 74

3 6.2.1 Signalized intersections Unsignalized Intersections DATA EXTRACTED FOR AIR QUALITY ANALYSIS SUMMARY OF FINDINGS BUILD VS. NO BUILD COMPARISONS Advantages Potential Operational Issues OVERALL FINDINGS Appendices A B C D E F G H Alternatives 2 through 4 Draft Layout Plans Intersection Turning Movement Counts and Roadway Traffic Counts Freeway Analysis HCS Output Files Intersection Analysis Synchro Output Files Queue Report Output Files Peak Hour Traffic Signal Warrant Analysis Air Quality Data Exhibit D 1 from the Los Angeles County CMP

4 1 Introduction The purpose of this report is to document the traffic analysis for the State Route 71 (SR-71) Widening Project Approval/Environmental Documentation (PA/ED). Caltrans is developing the PA/ED for the proposed improvements to SR-71, between Interstate 10 (I- 10) and the Los Angeles/San Bernardino County Line, in the County of Los Angeles. SR-71 is proposed for widening to six general purpose (GP) and two high-occupancy vehicle (HOV) lanes. In addition, SR-71 will be converted to a freeway facility, with no at-grade intersections. The purpose of the project is to improve speeds and capacity, relieve existing traffic congestion, increase traffic safety and accommodate future traffic demands on SR-71 between I-10 and the County line. The final project recommendation will be based on an indepth evaluation of alternatives. Caltrans is leading the development of alternatives, the preparation of the Project Report (PR) and the preparation of the ED. A vicinity map of the project is illustrated in Figure 1-1. A detailed traffic operations analysis was conducted to evaluate potential alternatives. This report focuses on that analysis. Traffic analysis was used to evaluate operations on the SR-71 corridor, including mainline segments, ramps, and service interchanges. The traffic analysis also evaluates the operations of the surrounding roadway network (roadway segments and intersections) in the City of Pomona. In this report, following the introduction, Section 2 is description of the traffic analysis approach and methodology. Section 3 describes existing conditions in the study area. Section 4 discussed the results of the opening year (2029) analysis. Section 5 discussed the results of the horizon year (2050) analysis. Section 6 identifies the impacts of the project and proposes project refinements to minimize those impacts. Section 7 summarizes the data extracted for air quality analysis and Section 8 is the overview of findings and recommendations from the analysis. 1

5 FIGURE 1-1PROJECT VICINITY MAP Source: Google,

6 2 Traffic Analysis Approach This section includes the details of the traffic analysis approach and assumptions used in this study. 2.1 Alternatives Studied The following alternatives were studied: Alternative #1 No-Build. The No-Build scenario includes the existing configuration of SR-71 between I-10 and SR-60 with no further improvements. Alternative # 2 SR-71 freeway conversion with no local street crossings between Mission Boulevard and Rio Rancho Road. All existing connections to SR-71 between Mission Boulevard and Rio Rancho Road will be converted to cul-de-sacks. A pedestrian overcrossing in the vicinity of 9 th Street is also included as part of this alternative. Alternative #2 is the same as the preferred alternative (semi-depressed) in the approved Caltrans Project Report (2002). Alternative #3 - SR-71 freeway conversion with no local street crossings between Mission Boulevard and Rio Rancho Road. This alternative will also have a frontage road on the west side of SR-71 between Phillips Drive and North Ranch Road and a pedestrian overcrossing in the vicinity of 9 th Street. Alternative #4 - SR-71 freeway conversion with one under-crossing at Old Pomona Road that connects to Lexington Avenue on the eastside of SR-71. This alternative will also have a frontage road on the west side of SR-71 between Phillips Drive and Old Pomona Road and a pedestrian overcrossing in the vicinity of 9 th Street. Alternative 4A: The proposed geometry of Alternative 4A is identical to Alternative 4 with one exception the undercrossing at Old Pomona Road is removed. This alternative was studied qualitatively. The qualitative assessment of Alternative 4A is provided in Section 8.2. Alternative 4A will therefore not be discussed anywhere else in this document. Draft layout plans for Alternatives 2, 3, and 4 are included in Appendix A. 2.2 Analysis Years In addition to existing conditions (2012), all four alternatives were studied for the following analysis years: Opening Year (2029) Horizon Year (2050) 3

7 The opening year of 2029 is based on the best available estimate provided by Caltrans staff. Since horizon year analysis is typically selected to be 20 years beyond the opening year, 2050 was selected as the horizon year (rounded from 2049). For each analysis scenario, the AM and PM peak hours were analyzed. Peak hours were determined based on existing data collected in the study area. Based on review of existing data on SR-71 in Caltrans Performance Measurement System (PeMS), the AM peak hour occurs between 6:00 and 9:00 AM and the PM peak hour occurs between 3:00 and 7:00 PM. Review of existing intersection data shows that the AM peak hour occurs between 7:00 and 9:00 AM (6:30 to 9:00 AM at ramp terminal intersections) and the PM peak hour occurs between 4:00 to 6:00 PM. Existing data is based on PeMS data reported on Tuesdays, Wednesdays, and Thursdays between March 6 th and March 22 nd, Daily data (24 hours) summarized by peak and off-peak periods are also provided to support the environmental studies. The data that will be provided to support the environmental studies are summarized in Section Study Area The study area was chosen to be wide enough to capture the changes in traffic circulation caused by the proposed project. Traffic circulation changes include the redistribution patterns that are anticipated due to the removal and/or addition of east-west roadway crossings on SR-71 between SR-60 and I-10. The freeway network includes SR-71 from SR-60 to I-10. All on- and off-ramps within the freeway study area are included in the traffic analysis. The ramp terminal intersections at each service interchange are also included. The SR-60 and I-10 system interchanges are not included in the analysis. The roadway network includes the ramp terminal intersections and additional intersections in the City of Pomona which are adjacent to the project and expected to experience changes in traffic circulation due to the proposed project. The following list of 27 study intersections was developed with input from Caltrans and the City of Pomona: 1. Temple Avenue and SR-57 SB Ramps 2. Temple Avenue and SR-57 NB Ramps 3. Temple Avenue and Mission Boulevard 4. Mission Boulevard and Phillips Drive 5. Phillips Drive and Westmont Avenue 6. Westmont Avenue and 9 th Street 7. Mission Boulevard and Westmont Avenue 8. Mission Boulevard and SR-71 SB Ramps 9. Mission Boulevard and SR-71 NB Ramps 10. Mission Boulevard and Dudley Street 4

8 11. Dudley Street and 9 th Street 12. Mission Boulevard and White Avenue 13. SR-71 and Phillips Drive 14. SR-71 and North Ranch Road 15. White Avenue and Phillips Boulevard 16. Santa Clara Drive and Village Loop Road 17. Old Pomona Road and Village Loop Road 18. SR-71 and Old Pomona Road 19. Lexington Avenue and White Avenue 20. Village Loop Road and Canyon Rim Road 21. Village Loop Road and Phillips Ranch Road 22. Phillips Ranch Road and Rio Rancho Road 23. Rio Rancho Road and Meadow View Drive 24. Rio Rancho Road and SR-71 SB Ramps 25. Rio Rancho Road and SR-71 NB Ramps 26. Rio Rancho Road and Auto Center Drive 27. Rio Rancho Road and Garey Avenue The roadway network also includes ten roadway segments. The roadways segments included in the study area are listed below: A. Mission Boulevard, west of SR-71 SB ramps B. Mission Boulevard, in between SR-71 SB and NB ramps C. Mission Boulevard, east of SR-71 NB ramps D. Dudley Street south of Mission Boulevard E. Phillips Drive west of SR-71 F. North Ranch Road west of SR-71 G. Old Pomona Road west of SR-71 H. Rio Rancho Road west of SR-71 SB off-ramp I. Rio Rancho Road in between SR-71 SB and NB ramps J. Rio Rancho Road east of SR-71 NB ramps Figure 2-1 illustrates the study area for the traffic analysis. 5

9 FIGURE 2-1 Study Area 6

10 2.4 Data Collection Daily and peak hour traffic data were collected to support the traffic analysis. Available data from previous studies were collected from Caltrans and the City of Pomona. Where data was not available, additional data were collected in May 2012: AM and PM peak period turning movement data for the study intersections were collected. CH2M HILL consulted with the City of Pomona to determine the appropriate peak period window for data collection to ensure the peak hour was captured. Based on this discussion, the AM peak period data were collected from 7-9 AM (6:30-9 AM at ramp terminal intersections) and 4-6 PM. Additional data in the AM peak period (more than two hours) at ramp terminal study intersections were collected to ensure the peak hour was captured. Daily (24-hour tube counts broken down by direction) roadway segment counts at all study roadway segments were collected. 2.5 Traffic Forecasting The traffic analysis used travel demand modeling to forecast future traffic demands and determine the traffic redistribution patterns of each alternative. CH2M HILL used the most recent available version of the SCAG model (the 2008 RTP model), for the 2035 AM and PM peak periods (horizon year in the 2008 SCAG model). The 2012 SCAG model was not available for use at the time the analysis started (May 2012). To keep the project on schedule, the 2008 SCAG model was used since it was available and ready for use. Figure 2-2 is a screen shot taken from the 2008 SCAG model in the vicinity of the project. As shown in Figure 2-2, the 2008 SCAG model has sufficient network detail in the City of Pomona for the analysis (i.e., the model has all the major/secondary arterials in the City of Pomona to capture the traffic redistribution effects of the SR-71 project). In the area of SR-71 and Mission Boulevard, the SCAG model network was modified to reflect the recent improvements at the SR-71/Mission Boulevard interchange (including the closure of the SR-71/9 th Street intersection). CH2M HILL also reviewed the projects assumed in the 2008 SCAG baseline model to ensure the Rio Rancho Towne Center project at SR-71/Rio Rancho Road was assumed in the baseline model for Review of the SCAG model shows that the Rio Rancho Towne Center project is already assumed in the model. Therefore, no land use changes were required in the 2008 SCAG baseline model. 7

11 FIGURE SCAG Model in the Vicinity of the Project Future traffic demands were developed for the freeway network (SR-71 freeway segments and ramps), and surface street network within the project study limits. The 2008 SCAG model can provide traffic forecast data only up to Therefore, 2035 forecasts were reduced and grown to reflect 2029 and 2050 forecasts. The growth rates applied to the 2035 SCAG data to reflect 2029 and 2050 data were developed with input from Caltrans and the City of Pomona. The 2010 Los Angeles County Congestion Management Program (CMP) provides geographically-based generalized growth factors between 2010 and 2035 (Exhibit D-1 of the CMP, which is provided in Appendix H for reference). These growth factors are based on regional modeling efforts, and estimate the general effect of cumulative development and other socioeconomic changes on traffic throughout the region. The growth in Pomona between 2030 and 2035 is forecast to be 0.58% per year. This annual growth rate (0.58%) was used to adjust the 2035 SCAG volumes to 2029 and 2050 forecasts. A detailed outline of the procedure for forecasting future peak hour traffic demands for each of the alternatives is summarized below: 1. The network coding in the SCAG model was adjusted to reflect the geometry of each alternative and ran for each alternative to generate 2035 forecast data for all periods of the day (morning, mid-day, evening, night-time). Multi-period modeling was required to extract the data needed for the traffic analysis and the air quality analysis. Details of the data provided to the air quality analysis group at Caltrans are discussed in Section The 2035 forecast data generated from each SCAG model run were reduced with an annual growth rate of 0.58% per year to reflect 2029 conditions. The growth rate was developed using a linear reduction of the 2.9% growth rate between 2030 and 2035 from the Los Angeles County CMP. 8

12 forecast data from the SCAG model were increased using an annual growth rate of 0.58% per year to reflect 2050 conditions. The growth rate was also applied using a linear relationship to develop 2050 forecast data for the same reasons discussed in Step The demand for the first SR-71 freeway segment entering the study area in both directions was taken directly from the 2029 and 2050 adjusted forecasts (adjustments discussed in Steps 2 and 3). 5. The 2029 and 2050 ramp volumes from the SCAG model were refined based on the adjustments made at the ramp terminal intersections. The ramp terminal intersections were adjusted using a spreadsheet-based refinement process that is consistent with the National Cooperative Highway Research Program (NCHRP) Report 255. This process computes a likely set of intersection turning movement volumes from intersection approach counts and the initial turning proportions from each approach leg. A final refinement step was to compare the resulting Opening Year (2029), Horizon Year (2050) volumes to Existing Year (2012) volumes and adjust the Opening and Horizon Year volumes to reflect reasonable growth. The reasonableness adjustment was to make sure future volumes are higher than existing volumes since all ramps will experience background growth as well and redistribution due to the project. Based on the forecasts at the ramp terminal intersections, the on-ramp and off-ramp demands were adjusted accordingly. 6. Once the on- and off-ramp demands were refined, the remaining freeway segment demands were developed using the demands leaving (via off-ramps) and entering (via on-ramps). A final check was to make sure that the demand leaving the study area on SR-71 in both directions was consistent with the 2029 and 2050 SCAG projections. The ramp demands were balanced as follows: D mle D off + D on = D mll D mle = Mainline demand entering the study area D mll = Mainline demand leaving the study area D off = Off-ramp demand leaving the study area D on = On-ramp demand entering the study area 7. Once the ramp demands were balanced, the ramp terminal intersections were adjusted one final time to reflect the balanced on- and off-ramp demands. The City of Pomona is in the process of developing a city-wide traffic model as part of their General Plan Update (to be developed by Fehr and Peers). The future forecasts for the surface street network in the City of Pomona will also reference the SCAG model. During the traffic forecasting process, CH2M HILL coordinated with Fehr and Peers in the development of the intersection forecasts, but Fehr and Peers had not begun to develop their intersection forecasts as part of their study. Therefore, intersection forecasts developed as part of this study were based on SCAG forecasts and existing intersection counts using a spreadsheet-based refinement process identical to the process used in Step 5. 9

13 The travel demand inputs served as inputs for the Highway Capacity Software (HCS) and Synchro analysis (methodology discussed in the following section). 2.6 Analysis Methodology Freeway Analysis Traffic analysis for the freeway was performed using the methodologies in the 2010 Highway Capacity Manual (HCM). The HCM contains concepts, guidelines, and computational procedures for calculating the capacity and level of service (LOS) on various transportation facilities. The analysis in this study includes HCM assessments of future LOS for the AM and PM peak hours using the HCM procedures for merge, diverge, weave, and basic sections. The HCM definition of these facility types is provided below: Freeway merge or diverge segments: Segments in which two or more traffic streams combine top form a single traffic stream (merge) or a single traffic stream divides to form two or more separate traffic streams (diverge). Freeway weaving segments: Segments in which two or more traffic streams traveling in the same general direction cross paths along a significant length of the freeway without the aid of traffic control devices (except for guide signs). Weaving segments are formed when a diverging segment closely follows a merge segment or when a one-lane off-ramp closely follows a one-lane ramp and two are connected by a continues auxiliary lane. Basic freeway segments: All segments that are not merge, diverge, or weaving segments For each mainline segment, HCM procedures for basic freeway analysis were performed. In addition, segments identified as merge, diverge, or weave sections were analyzed separately as a merge, diverge, or weave segment. In these segments, the worst-case LOS was reported. The analysis only includes the general purpose lanes; no HOV lane analysis was conducted with the HCM. However, HOV lane volumes are reported (see Section 7 for additional information on HOV data) Intersection Analysis Intersection operations were assessed using the Synchro software package (Version 8.0), using the 2010 HCM reports function. Existing condition geometry/traffic control was used for the intersection analysis where project improvements are not anticipated. Intersections that are closely spaced or are known to be part of a coordinated corridor were coded with optimized, actuated-coordinated traffic signal timing. Isolated intersections were coded with optimized, actuated-uncoordinated traffic signal timing. To be consistent with the City of Pomona Traffic Impact Study Guidelines (February, 2012), the following assumptions were also used in the Synchro analysis: 10

14 Truck factor = 2% Ideal flow rate = 1,800 vehicles/hour/lane (vphpl) for exclusive through and right-turn lanes Ideal flow rate = 1,700 vphpl for exclusive left-turn lanes Ideal flow rate = 1,600 vphpl for exclusive dual left-turn lanes Peak hour factor = 0.90 Minimum cycle length = 60 seconds Maximum cycle length = 120 seconds Existing cycle length to be maintained along coordinated arterials Minimum green time: o o 7.0 seconds for secondary arterial and industrial collectors 10.0 seconds for primary and divided arterials. Yellow time = 3.0 seconds All-red time = 2.0 seconds The HCM delay was used to determine LOS, ranging from LOS A to LOS F using the delay ranges for signalized intersections shown in Table 2-1. At four-way stop-controlled intersections, the average delay of all four approaches was used to determine the LOS using the unsignalized intersection ranges listed in Table 2-1. At two-way stop-controlled intersections, the average delay of the worst approach was used to determine the worst approach LOS using the unsignalized intersection ranges listed in Table 2-1. TABLE 2-1 HCM-Based Level of Service and Delay Ranges Average Delay (seconds / vehicle) Signalized Intersections Unsignalized intersections LOS Source: HCM 2010 < 10.0 < 10.0 A > 10.0 to < 20.0 > 10.0 to < 15.0 B > 20.0 to < 35.0 > 15.0 to < 25.0 C > 35.0 to < 55.0 > 25.0 to < 35.0 D > 55.0 to < 80.0 > 35.0 to < 50.0 E > 80.0 > 50.0 F 11

15 The intersection analysis also evaluated queue lengths at the ramp terminal intersections to determine whether or not projected queues will extend beyond available storage the SR-71 mainline Roadway Segment Capacity Analysis Roadway segment operations were evaluated using volume to capacity (V/C) ratios. The roadway capacity for all study segments was assumed to be 1,600 vphpl at mid-block locations. This capacity assumption is consistent with the direction provided in the 2010 Los Angeles County CMP. Although this value is suitable for planning purposes, it is not a precise measure of capacity. The ultimate capacity of a roadway is based upon a number of factors. These factors include the relationships between peak hour and daily traffic volumes, intersections (spacing, configuration and control features), degree of access control, roadway grades, design geometrics (horizontal and vertical alignment standards), sight distance, vehicle mix (truck and bus traffic) and pedestrian bicycle traffic. The more detailed peak hour intersection analysis explicitly accounts for factors that affect roadway capacity. Therefore, roadway segment widening is typically only recommended if the peak hour intersection analysis indicates the need for additional through lanes. Roadway capacity for all study segments has been assessed based upon AM and PM peak hour volumes (totaled for both directions). Roadway segment volumes are shown in this report for each analysis scenario in tabular form. General V/C ratio ranges (per the Los Angeles County CMP) used for the purposes of estimating overall performance along the study area roadway segments are discussed below: = WITHIN CAPACITY represents a range of free flow to stable flow. Individual users are virtually unaffected by the presence of others in the traffic stream, and begin to become significantly affected by interactions with others in the traffic stream = NEAR CAPACITY represents high-density but stable flow, where speed and freedom to maneuver are severely restricted at certain times of the day, and the driver experiences a generally poor level of comfort and convenience during peak hours. Peak period speeds are reduced to a low, but relatively uniform value. Small increases in flow will cause breakdowns in traffic movement during peak hours. Greater than 1.00 = EXCEEDS CAPACITY is used to define forced or breakdown flow during peak hours. This condition exists wherever the amount of peak period traffic approaching a point exceeds the amount which can traverse the point. Queues form behind such locations during peak hours. 12

16 2.7 Traffic Impact Criteria The traffic analysis also identified the impacts of the anticipated shifts in local circulation that will occur due to the project. Where impacts were found to be worthy of project refinements, the traffic analysis also identified project refinements that should be considered in the final project design. To be consistent with the City of Pomona Traffic Impact Study Guidelines, the criteria discussed in the following sections were used to determine the impacts due to the build scenarios Signalized Intersections An impact is considered worthy of project refinement if a study intersection is operating at a LOS A, B, C or D for any study scenario without project traffic and the addition of project traffic causes the intersection to change to a LOS E or F. The project refinement recommendation should bring the intersection back to at least LOS D. An impact is also considered worthy of project refinement if a study intersection is operating at a LOS E or F for any study scenario without project traffic and the addition of project traffic causes the overall intersection delay to increase. The project refinement recommendation should bring the intersection back to the overall level of delay established prior to project traffic being added Unsignalized Intersections An impact is worthy of project refinement if the study determines that either section a) or both sections b) and c) occur. a) The addition of project related traffic causes the intersection to change from LOS D or better to LOS E or worse OR b) The project contributes additional traffic to an intersection that is already projected to operate at LOS E or F with background traffic AND c) One or both of the following conditions are met: 1. The project adds ten (10) or more trips to any approach 2. The intersection meets the peak hour traffic signal warrant after the addition of project traffic 13

17 Project refinement analysis was conducted for intersections with impacts worthy of project refinement. Recommendations were based on the corresponding LOS calculations for each intersection with impacts worthy of project refinement. Justification of traffic signals (signal warrants) at applicable intersections was made based on available data. Identification of traffic impacts was conducted for all users (emergency providers, bicycle/pedestrian access, school access, and truck routes). 14

18 3 Existing Conditions 3.1 Roadway Network and Traffic s SR-71 is a north-south expressway between Rio Rancho Road and Mission Boulevard interchanges with two lanes in each direction. Figure 3-1 illustrates the existing lane configuration of SR-71. Between the Rio Rancho Road and Mission Boulevard interchanges there are three at-grade intersections on SR-71: SR-71/Philips Drive SR-71/North Ranch Road SR-71/Old Pomona Road The intersection of SR-71 and Philips Drive is an unsignalized intersection with a stop sign on Philips Drive. The intersections of SR-71/North Ranch Road and SR-71/Old Pomona Road are signalized. The existing lane configurations and peak hour traffic volumes of the 27 study intersections listed in Section 2.3 are illustrated in Figures 3-2 and 3-3. Copies of the intersection turning movement counts and the traffic counts on roadways are included in Appendix B. 15

19 FIGURE 3-1 SR-71 Existing Lane Configuration 16

20 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps SIGNALIZED SIGNALIZED SIGNALIZED SIGNALIZED UNSIGNALIZED UNSIGNALIZED SIGNALIZED SIGNALIZED 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd SIGNALIZED SIGNALIZED UNSIGNALIZED SIGNALIZED UNSIGNALIZED SIGNALIZED SIGNALIZED UNSIGNALIZED 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd UNSIGNALIZED SIGNALIZED SIGNALIZED UNSIGNALIZED SIGNALIZED SIGNALIZED UNSIGNALIZED SIGNALIZED 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N STOP SIGN SIGNALIZED SIGNALIZED SIGNALIZED SR-71 WIDENING PROJECT TRAFFIC ANALYSIS EXISTING LANE CONFIGURATIONS FIGURE 3-2

21 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N XXX/YYY AM / PM Peak Hour s SR-71 WIDENING PROJECT TRAFFIC ANALYSIS 2012 NO BUILD VOLUMES FIGURE 3-3

22 3.2 Freeway Analysis Figure 3-4 is a summary of the freeway volume, density (in passenger cars/mile/lane (pc/mi/ln)), and LOS along SR-71 during the AM and PM peak hours for the existing conditions. Each freeway study segment is also labeled with the type of HCM analysis method was performed (i.e., basic, merge/diverge, weaving). A complete set of HCM output files are provided in Appendix C. Segment 4, located between Rio Rancho Road off-ramp and the SR-60 off-ramp, in the southbound (SB) direction did not conform to any segment type discussed. The 2010 Highway Capacity Manual (HCM 2010) classifies this type of geometry as a Major Diverge Area (see page 13-26). To analyze this type of segment, the HCM 2010 provides Equation which was used to determine density and LOS: D MD = density in the major diverge area, pc/mi/ln (HCM 2010 page 13-27) V F =demand flow rate immediately upstream of the major diverge influence area N= number of lanes approaching major diverge 19

23 FIGURE 3-4 Freeway Operations Summary Existing Conditions Southbound 1 Northbound 6 Diverge/Basic Merge/Basic Density LOS Density LOS AM C AM E PM C PM D HOV AM N/A HOV AM N/A HOV PM N/A HOV PM N/A Mission Off Ramp Mission On Ramp AM Peak 327 PM Peak 374 AM Peak 634 PM Peak 443 Southbound 2 Northbound 5 Basic Basic Density LOS Density LOS AM C AM C PM B PM C HOV AM N/A HOV AM N/A HOV PM N/A HOV PM N/A MISSION BLVD Mission Off Ramp Mission On Ramp AM Peak 238 AM Peak 227 PM Peak 280 PM Peak 673 Phillips Drive Northbound 4 Diverge/Basic Density LOS AM D PM C HOV AM N/A HOV PM N/A North Ranch Road NTS Old Pomona Road Southbound 3 Diverge/Basic Density LOS AM D PM D HOV AM N/A HOV PM N/A Rio Rancho On Ramp AM Peak 440 Southbound 4 PM Peak 226 Basic/Major Diverge Density LOS AM B Northbound 3 PM B Merge/Basic HOV AM N/A Density LOS HOV PM N/A AM B PM B HOV AM N/A Rio Rancho Off Ramp HOV PM N/A AM Peak 245 PM Peak On Ramp AM Peak 1554 Southbound 5 PM Peak 1787 Basic Density LOS AM A PM A RIO RANCHO RD Northbound 2 HOV AM N/A Basic HOV PM N/A Density LOS AM A PM A 60 Off Ramp HOV AM N/A HOV PM N/A AM Peak 1425 PM Peak 1734 Rio Rancho Off Ramp Rio Rancho On Ramp AM Peak 554 PM Peak 397 AM Peak 480 PM Peak 766 Northbound 1 Diverge/Basic Southbound 6 Density LOS Merge/Basic AM B Density LOS PM B AM B HOV AM N/A PM B HOV PM N/A HOV AM N/A HOV PM N/A 20

24 3.3 Intersection Analysis Intersection analysis was performed using the HCM 2010 and the methodology outlined in Section Queuing analysis was performed using Synchro to ensure that the intersection operations at the off-ramp terminals will not affect the freeway Level of Service Analysis Table 3-1 is a summary of the LOS and the delay for the individual intersections calculated using the HCM 2010 function in Synchro. A full set of 2010 HCM Reports output files are provided in Appendix D. 21

25 TABLE 3-1 Existing Intersection Operations Summary AM Peak Hour PM Peak Hour # Intersection Control Delay (sec) LOS Delay (sec) LOS 1 Temple Avenue and SR 57 SB Ramps S 47.8 D F 2 Temple Avenue and SR 57 NB Ramps S 14.7 B 10.0 B 3 Temple Avenue and Mission Boulevard S 40.8 D 39.9 D 4 Mission Boulevard and Phillips Drive S 3.7 A 5.0 A 5 Phillips Drive and Westmont Avenue U 8.2 A 8.6 A 6 Westmont Avenue and 9th Street U* 5.6 A 3.2 A 7 Mission Boulevard and Westmont Avenue S 4.7 A 6.8 A 8 Mission Boulevard and SR 71 SB Ramps S 24.5 C 21.0 C 9 Mission Boulevard and SR 71 NB Ramps S 21.5 C 16.2 B 10 Mission Boulevard and Dudley Street S 42.6 D 15.7 B 11 Dudley Street and 9th Street U 10.0 A 9.3 A 12 Mission Boulevard and White Avenue S 25.7 C 22.9 C 13 SR 71 and Phillips Drive U* 41.0 E 41.9 E 14 SR 71 and North Ranch Road S 58.2 E 48.2 D 15 White Avenue and Phillips Boulevard S 10.0 A 9.3 A 16 Santa Clara Drive and Village Loop Road U 33.1 D 18.2 C 17 Old Pomona Road and Village Loop Road U 9.9 A 7.8 A 18 SR 71 and Old Pomona Road S 9.5 A 17.2 B 19 Lexington Avenue and White Avenue S 9.8 A 8.1 A 20 Village Loop Road and Canyon Rim Road U* 12.8 B 11.0 B 21 Village Loop Road and Phillips Ranch Road S 14.1 B 32.3 C 22 Phillips Ranch Road and Rio Rancho Road S 44.0 D 17.7 B 23 Rio Rancho Road and Meadow View Drive U* 28.0 D 15.5 C 24 Rio Rancho Road and SR 71 SB Ramps S 21.2 C 20.9 C 25 Rio Rancho Road and SR 71 NB Ramps S 79.5 E 55.7 E 26 Rio Rancho Road and Auto Center Drive S 72.3 E 82.2 F 27 Rio Rancho Road and Garey Avenue S 21.5 C 25.4 C U = Unsignalized, S = Signalized * Two Way Stop controlled intersection, Delay reported for worst case stop controlled approach only The Rio Rancho Road/SR-71 NB ramps intersection is operating at LOS E in the AM and PM peak hours. Rio Rancho Road/Auto Center Drive and Temple Avenue/SR-57 SB ramps intersections operate at LOS F in PM peak hour. 22

26 3.3.2 Queue Analysis at Ramp Terminal Intersections Table 3-2 summarizes the approximate ramp length (ft) and the 95 th percentile queue length (ft) of the critical movement on the off-ramp approach at the ramp terminal intersections. The output files, or Queue Reports, are provided in Appendix E. TABLE 3-2 Existing Conditions Queue Analysis AM Peak Hour PM Peak Hour # Intersection 95 th percentile Queue (feet) Ramp Length (feet) 95 th percentile Queue (feet) Ramp Length (feet) 8 SR 71 SB off ramp and Mission Boulevard * * SR 71 NB off ramp and Mission Boulevard SR 71 SB off ramp and Rio Rancho Road SR 71 NB off ramp and Rio Rancho Road * *95 th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 3.4 Roadway Segment Capacity Analysis Table 3-3 is a summary of the roadway segment capacity analysis for the existing conditions. All roadway segment V/C ratios are currently less than 0.40 using the Los Angeles County CMP capacity values. This analysis only considers mid-block capacity (away from signal), so the results in Table 3-3 do not capture the operational constraints on the local street system. As illustrated in Table 3-3, all roadway segments in the study area are operating within the capacity of the roadway. 23

27 TABLE 3-3 Existing Roadway Capacity Summary AM Peak Hour PM Peak Hour Roadway Lanes Classification Capacity* ADT V/C V/C Mission Boulevard, west of SR 71 SB ramps 6 Major Arterial 9,600 19,697 1, , Mission Boulevard, in between SR 71 SB and NB ramps 6 Major Arterial 9,600 21,566 1, , Mission Boulevard, east of SR 71 NB ramps 6 Major Arterial 9,600 24,891 1, , Dudley Street south of Mission Boulevard 2 Collector 3,200 7, Phillips Drive west of SR 71 2 Collector 3,200 1, North Ranch Road west of SR 71 2 Collector 3,200 2, Old Pomona Road west of SR 71 4 Minor Arterial 6,400 2, Rio Rancho Road west of SR 71 SB offramp 4 Major Arterial 6,400 22,221 1, , Rio Rancho Road in between SR 71 SB and NB ramps 4 Major Arterial 6,400 25,359 1, , Rio Rancho Road east of SR 71 NB ramps 4 Major Arterial 6,400 28,793 2, , * Per the Los Angeles County Congestion Management Program (CMP), a mid block capacity of 1,600 vehicles per hour per through traffic lane has been used. 24

28 Conditions This section is a summary of the 2029 traffic analysis. Four alternatives were evaluated using freeway, intersection, and roadway segment capacity analysis. 4.1 Roadway Network and Traffic s In 2029, the configuration of the SR-71 corridor for each of the alternatives is as follows: Alternative 1: SR-71 will remain unchanged with three at-grade intersections between Mission Boulevard and Rio Rancho Road. Alternative 2: SR-71 will be converted to a freeway facility with the closures of the Phillips Drive, North Ranch Road, and Old Pomona Road intersections. Alternative 3: SR-71 will be converted to a freeway facility with the closures of the Phillips Drive, North Ranch Road, and Old Pomona Road intersections. In addition, a parallel frontage road will be provided between Phillips Drive and North Ranch Road. Alternative 4: SR-71 will be converted to a freeway facility with the closures of the Phillips Drive, North Ranch Road, and Old Pomona Road intersections. In addition, a frontage road from Phillips Drive to Old Pomona Road, parallel to SR-71, and an undercrossing at Old Pomona Road will be provided. This undercrossing will connect the east and west sides of SR-71 and improve access to the freeway. SR-71 is currently two lanes in each direction and Alternative 1 proposes no changes to be made to the lane configuration in The lane configuration of SR-71 in Alternative 1 was illustrated in Figure 3-1 (presented previously). Alternatives 2, 3, and 4 will include three GP lanes and an HOV lane in each direction on SR-71. Figure 4-1 illustrates the lane configuration for the build alternatives. 25

29 FIGURE SR-71 Alternatives 2, 3, and 4 Lane Configuration MISSION BLVD NTS RIO RANCHO RD 26

30 For the year 2029 traffic analysis, the intersection geometry and lane configurations will remain the same as the existing conditions for Alternative 1. The lane configurations for Alternative 1 are illustrated in Figure 3-2 (presented previously). Alternatives 2, 3, and 4 include the removal of three intersections at SR-71. Therefore, for these alternatives, only 24 intersections were studied. The intersection lane configurations for these 24 intersections are illustrated in Figure 4-2. Alternatives 1, 2, 3 and 4 intersection volumes for the year 2029 were generated in accordance with the methodology discussed in Section 2.5. The traffic redistributions due to the intersection closures and the final volumes for all alternatives are illustrated in Figures 4-3 to 4-9. Some intersections will not have any traffic redistribution as a result of the closures. Those intersections are not reported in these figures. The intersections that experience a decrease in traffic volumes are due to the removal of trips generated from vehicles using alternative routes to avoid congestion on SR-71 between Mission Boulevard and Rio Rancho Road. 27

31 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps SIGNALIZED SIGNALIZED SIGNALIZED SIGNALIZED UNSIGNALIZED UNSIGNALIZED SIGNALIZED SIGNALIZED 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd SIGNALIZED SIGNALIZED UNSIGNALIZED SIGNALIZED SIGNALIZED UNSIGNALIZED 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd UNSIGNALIZED SIGNALIZED UNSIGNALIZED SIGNALIZED SIGNALIZED UNSIGNALIZED SIGNALIZED 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N STOP SIGN SIGNALIZED SIGNALIZED SIGNALIZED SR-71 WIDENING PROJECT TRAFFIC ANALYSIS BUILD ALTERNATIVES LANE CONFIGURATIONS FIGURE 4-2

32 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N XXX/YYY AM / PM Peak Hour s SR-71 WIDENING PROJECT TRAFFIC ANALYSIS 2029 ALTERNATIVE 1 VOLUMES FIGURE 4-3

33 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N XXX/YYY AM / PM Peak Hour s + Traffic Added to Movement - Traffic Subtracted to Movement SR-71 WIDENING PROJECT TRAFFIC ANALYSIS 2029 ALTERNATIVE 2 REDISTRIBUTED VOLUMES FIGURE 4-4

34 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N XXX/YYY AM / PM Peak Hour s SR-71 WIDENING PROJECT TRAFFIC ANALYSIS 2029 ALTERNATIVE 2 VOLUMES FIGURE 4-5

35 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N XXX/YYY AM / PM Peak Hour s + Traffic Added to Movement - Traffic Subtracted to Movement SR-71 WIDENING PROJECT TRAFFIC ANALYSIS 2029 ALTERNATIVE 3 REDISTRIBUTED VOLUMES FIGURE 4-6

36 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N XXX/YYY AM / PM Peak Hour s SR-71 WIDENING PROJECT TRAFFIC ANALYSIS 2029 ALTERNATIVE 3 VOLUMES FIGURE 4-7

37 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N XXX/YYY AM / PM Peak Hour s + Traffic Added to Movement - Traffic Subtracted to Movement SR-71 WIDENING PROJECT TRAFFIC ANALYSIS 2029 ALTERNATIVE 4 REDISTRIBUTED VOLUMES FIGURE 4-8

38 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N XXX/YYY AM / PM Peak Hour s SR-71 WIDENING PROJECT TRAFFIC ANALYSIS 2029 ALTERNATIVE 4 VOLUMES FIGURE 4-9

39 4.2 Freeway Analysis The freeway analysis for year 2029 was conducted using the HCM 2010 guidelines discussed in Section 2.6. For each alternative, the freeway facility was divided into various segments that were identified as basic, merge, diverge or weaving, depending on the lane configuration. The highest density and the controlling LOS are reported in the summary tables. The 2029 demand volumes on the mainline and ramps and the truck percentages were determined for each direction of travel. The densities and the corresponding LOS were calculated using HCS The results are illustrated in Figures 4-10 to 4-13 for Alternatives 1 to 4. These figures indicate the segment type, volumes, the highest densities, and the controlling LOS for AM and PM peak hours in each segment. Table 4-1 combines all of the results for comparison. A full set of HCS output files is provided in Appendix C. As shown in Figure 4-10 and Table 4-1, Alternative 1 will experience oversaturated conditions in the morning and afternoon peak hours. When a freeway facility is over capacity, queuing is expected on the mainline and the ramps. This is the case for the northbound direction in the PM peak hours in four of the six segments analyzed. The NB segments, north of Phillips Drive are projected to have high densities ranging from 67 to 97 pc/mi/ln in the PM peak hour. The southbound direction is projected to have densities ranging from 32 to 49 pc/mi/ln in the same segment. Alternatives 2, 3, and 4 are projected to have similar freeway performance. The three build alternatives operate similarly because the three alternatives are identical in terms of freeway geometry. The three alternatives will operate near and over capacity on the segment between the Rio Rancho Road and Mission Boulevard interchanges for the PM peak hour. In the northbound direction, the three alternatives will perform at a LOS E. The southbound direction is projected to operate at LOS F. The densities are not as high when compared to Alternative 1results due to the extra lanes in the build alternatives. Overall, the demand volumes for the three alternatives are higher than the no-build scenario, but the freeway performance is still near or better than no-build conditions. 36

40 FIGURE 4-10 Alternative Freeway Analysis Summary Southbound 1 Northbound 6 Diverge/Basic Merge/Basic Density LOS Density LOS AM E AM F PM E PM F HOV AM N/A HOV AM N/A HOV PM N/A HOV PM N/A Mission Off Ramp Mission On Ramp AM Peak 344 PM Peak 406 AM Peak 666 PM Peak 481 Southbound 2 Northbound 5 Basic Basic Density LOS Density LOS AM D AM E PM D PM F HOV AM N/A HOV AM N/A HOV PM N/A HOV PM N/A MISSION BLVD Mission Off Ramp Mission On Ramp AM Peak 250 AM Peak 239 PM Peak 304 PM Peak 730 PhillipsDrive Northbound 4 Diverge/Basic Density LOS AM F PM F HOV AM N/A HOV PM N/A North Ranch Road NTS Old Pomona Road Southbound 3 Diverge/Basic Density LOS AM E PM F HOV AM N/A HOV PM N/A Rio Rancho On Ramp AM Peak 507 Southbound 4 PM Peak 261 Basic/Major Diverge Density LOS AM C Northbound 3 PM C Merge/Basic HOV AM N/A Density LOS HOV PM N/A AM C PM 4947 * F HOV AM N/A Rio Rancho Off Ramp HOV PM N/A AM Peak 282 PM Peak Frwy On Ramp AM Peak 1707 Southbound 5 PM Peak 1963 Basic Density LOS AM B PM B RIO RANCHO RD Northbound 2 HOV AM N/A Basic HOV PM N/A Density LOS AM B PM C 60 Frwy Off Ramp HOV AM N/A HOV PM N/A AM Peak 1566 PM Peak 1905 Rio Rancho Off Ramp Rio Rancho On Ramp AM Peak 639 PM Peak 458 AM Peak 553 PM Peak 883 Northbound 1 Diverge/Basic Southbound 6 Density LOS Merge/Basic AM D Density LOS PM E AM C HOV AM N/A PM D HOV PM N/A HOV AM N/A HOV PM N/A * Demand exceeds capacity. Based on the HCM 2010 Exhibit 13 2, the segment operates at LOS F; therefore, the density is not reported. 37

41 FIGURE 4-11 Alternative Freeway Analysis Summary Southbound 1 Northbound 6 Basic/Major Diverge Basic Density LOS Density LOS AM 4, C AM 5, C PM 5, C PM 5, C HOV AM 1,532 HOV AM 880 HOV PM 1,806 HOV PM 1,074 Mission On Ramp Mission Off Ramp AM Peak 568 AM Peak 360 PM Peak 483 PM Peak 282 MISSION BLVD Northbound 5 Basic Southbound 2 Density LOS Basic AM 4, D Density LOS PM 5, D AM 4, C HOV AM 880 PM 5, D HOV PM 1,074 HOV AM 1,532 HOV PM 1,806 Mission Off Ramp Mission On Ramp AM Peak 285 AM Peak 318 PM Peak 326 PM Peak 805 Southbound 3 Northbound 4 Diverge/Merge/Basic Diverge/Merge/Basic Density LOS Density LOS AM 4, D AM 5, D PM 6, F PM 5, E HOV AM 1,532 HOV AM 880 HOV PM 1,806 HOV PM 1,074 NTS Rio Rancho Off Ramp AM Peak 431 PM Peak 378 Rio Rancho On Ramp Southbound 4 Basic/Major Diverge AM Peak 436 Density LOS PM Peak 327 AM 4, B PM 5, C HOV AM 1,532 HOV PM 1,806 Northbound 3 Basic/Merge Density LOS SR 60 Off Ramp AM 4, C PM 5, C AM Peak 1,851 HOV AM 880 PM Peak 1,953 HOV PM 1,074 Southbound 5 Basic SR 60 On Ramp Density LOS AM 2, B AM Peak 1,912 PM 3, C PM Peak 2,101 HOV AM 1,532 HOV PM 1,806 Rio Rancho On Ramp AM Peak 615 PM Peak 846 Southbound 6 RIO RANCHO RD Northbound 2 Basic Density LOS AM 2, B PM 3, C HOV AM 880 HOV PM 1,074 Rio Rancho Off Ramp AM Peak 325 PM Peak 510 Merge/Basic Density LOS AM 3, C Northbound 1 PM 4, D Diverge/Basic HOV AM 1,532 Density LOS HOV PM 1,806 AM 3, C PM 3, D HOV AM 880 HOV PM 1,074 38

42 FIGURE 4-12 Alternative Freeway Analysis Summary Southbound 1 Northbound 6 Basic/Major Diverge Basic Density LOS Density LOS AM 4, C AM 5, C PM 5, C PM 6, C HOV AM 1,429 HOV AM 890 HOV PM 1,676 HOV PM 1,122 Mission On Ramp Mission Off Ramp AM Peak 626 AM Peak 415 PM Peak 501 PM Peak 307 MISSION BLVD Northbound 5 Basic Southbound 2 Density LOS Basic AM 4, D Density LOS PM 5, D AM 4, D HOV AM 890 PM 5, D HOV PM 1,122 HOV AM 1,429 HOV PM 1,676 Mission Off Ramp Mission On Ramp AM Peak 285 AM Peak 318 PM Peak 322 PM Peak 805 Southbound 3 Northbound 4 Diverge/Merge/Basic Diverge/Merge/Basic Density LOS Density LOS AM 4, D AM 5, D PM 6, F PM 5, E HOV AM 1,429 HOV AM 890 HOV PM 1,676 HOV PM 1,122 NTS Rio Rancho Off Ramp AM Peak 371 PM Peak 352 Rio Rancho On Ramp Southbound 4 Basic/Major Diverge AM Peak 371 Density LOS PM Peak 308 AM 4, B PM 5, C HOV AM 1,429 HOV PM 1,676 Northbound 3 Basic/Merge Density LOS SR 60 Off Ramp AM 4, C PM 5, C AM Peak 1,851 HOV AM 890 PM Peak 1,953 HOV PM 1,122 Southbound 5 Basic SR 60 On Ramp Density LOS AM 2, B AM Peak 1,912 PM 3, C PM Peak 2,101 HOV AM 1,429 HOV PM 1,676 Rio Rancho On Ramp AM Peak 615 PM Peak 846 Southbound 6 RIO RANCHO RD Northbound 2 Basic Density LOS AM 2, B PM 3, C HOV AM 890 HOV PM 1,122 Rio Rancho Off Ramp AM Peak 325 PM Peak 526 Merge/Basic Density LOS AM 3, C Northbound 1 PM 4, D Diverge/Basic HOV AM 1,429 Density LOS HOV PM 1,676 AM 3, C PM 3, D HOV AM 890 HOV PM 1,122 39

43 FIGURE 4-13 Alternative Freeway Analysis Summary Southbound 1 Northbound 6 Basic/Major Diverge Basic Density LOS Density LOS AM 5, C AM 5, C PM 5, C PM 6, C HOV AM 1,413 HOV AM 901 HOV PM 1,688 HOV PM 1,072 Mission On Ramp Mission Off Ramp AM Peak 638 AM Peak 415 PM Peak 505 PM Peak 307 MISSION BLVD Northbound 5 Basic Southbound 2 Density LOS Basic AM 4, D Density LOS PM 5, D AM 4, D HOV AM 901 PM 5, D HOV PM 1,072 HOV AM 1,413 HOV PM 1,688 Mission Off Ramp Mission On Ramp AM Peak 282 AM Peak 310 PM Peak 323 PM Peak 793 Southbound 3 Northbound 4 Diverge/Merge/Basic Diverge/Merge/Basic Density LOS Density LOS AM 4, D AM 4, D PM 6, F PM 5, E HOV AM 1,413 HOV AM 901 HOV PM 1,688 HOV PM 1,072 NTS Rio Rancho Off Ramp AM Peak 371 PM Peak 352 Rio Rancho On Ramp Southbound 4 Basic/Major Diverge AM Peak 359 Density LOS PM Peak 304 AM 4, B PM 5, C HOV AM 1,413 HOV PM 1,688 Northbound 3 Basic/Merge Density LOS SR 60 Off Ramp AM 4, C PM 5, C AM Peak 1,851 HOV AM 901 PM Peak 1,953 HOV PM 1,072 Southbound 5 Basic SR 60 On Ramp Density LOS AM 2, B AM Peak 1,912 PM 3, C PM Peak 2,101 HOV AM 1,413 HOV PM 1,688 Rio Rancho On Ramp AM Peak 716 PM Peak 880 Southbound 6 RIO RANCHO RD Northbound 2 Basic Density LOS AM 2, B PM 3, C HOV AM 901 HOV PM 1,072 Rio Rancho Off Ramp AM Peak 329 PM Peak 528 Merge/Basic Density LOS AM 3, C Northbound 1 PM 4, D Diverge/Basic HOV AM 1,413 Density LOS HOV PM 1,688 AM 3, C PM 3, D HOV AM 901 HOV PM 1,072 40

44 TABLE Freeway Analysis Table Alternative #1 (No Build) Alternative #2 Peak Hour Truck Percentage AM Peak Hour PM Peak Hour Peak Hour Truck Percentage AM Peak Hour PM Peak Hour Direction Segment/Ramp AM PM AM PM Density LOS Density LOS AM PM AM PM Density LOS Density LOS South of Rio Rancho Road Off Ramp 2,652 3, D 35.5 E 3,024 3, C 28.3 D Rio Rancho Road Off Ramp to SR 60 On Ramp 2,013 2, B 24.6 C 2,699 3, B 18.1 C SR 60 On Ramp to Rio Rancho Road On Ramp 3,720 4, C * F 4,611 5, C 27.6 C Phillips Drive to Mission Boulevard Off Ramp 4,314 5, F 84.9 F DOES NOT EXIST Rio Rancho Road On Ramp to Mission Boulevard Off Ramp DOES NOT EXIST 5,047 5, D 37.7 E Mission Boulevard Off Ramp to Mission Boulevard On Ramp 4,064 4, E 67.1 F 4,762 5, D 34.3 D North of Mission Boulevard On Ramp 4,730 5, F 97.4 F 5,330 5, C 25.4 C North of Mission Boulevard Off Ramp 3,690 3, E 40.0 E 4,890 5, C 24.0 C Mission Boulevard Off Ramp to Mission Boulevard On Ramp 3,346 3, D 32.6 D 4,530 5, C 31.7 D Old Pomona Road to Rio Rancho Road Off Ramp 3,673 4, E 49.4 F DOES NOT EXIST Mission Boulevard On Ramp to Rio Rancho Road Off Ramp DOES NOT EXIST 4,848 6, D 40.8 F Rio Rancho Road Off Ramp to SR 60 Off Ramp 3,391 4, C 23.9 C 4,417 5, B 24.6 C SR 60 Off Ramp to Rio Rancho Road On Ramp 1,825 2, B 17.6 B 2,566 3, B 20.0 C South of Rio Rancho Road On Ramp 2,378 3, C 33.9 D 3,180 4, C 32.5 D Northbound SR 71 Southbound SR 71 Alternative #3 Alternative #4 Peak Hour Truck Percentage AM Peak Hour PM Peak Hour Peak Hour Truck Percentage AM Peak Hour PM Peak Hour Direction Segment/Ramp AM PM AM PM Density LOS Density LOS AM PM AM PM Density LOS Density LOS South of Rio Rancho Road Off Ramp 3,058 3, C 28.7 D 3,049 3, C 28.8 D Rio Rancho Road Off Ramp to SR 60 On Ramp 2,732 3, B 18.5 C 2,720 3, B 18.5 C SR 60 On Ramp to Rio Rancho Road On Ramp 4,644 5, C 27.8 C 4,632 5, C 27.9 C Phillips Drive to Mission Boulevard Off Ramp DOES NOT EXIST DOES NOT EXIST Rio Rancho Road On Ramp to Mission Boulevard Off Ramp 5,016 5, D 38.2 E 4,991 5, D 38.2 E Mission Boulevard Off Ramp to Mission Boulevard On Ramp 4,731 5, D 34.7 D 4,709 5, D 34.8 D North of Mission Boulevard On Ramp 5,357 6, C 25.7 C 5,347 6, C 25.8 C North of Mission Boulevard Off Ramp 4,991 5, C 24.7 C 5,000 5, C 24.7 C Mission Boulevard Off Ramp to Mission Boulevard On Ramp 4,576 5, D 33.0 D 4,585 5, D 33.0 D Old Pomona Road to Rio Rancho Road Off Ramp DOES NOT EXIST DOES NOT EXIST Mission Boulevard On Ramp to Rio Rancho Road Off Ramp 4,894 6, D 42.0 F 4,895 6, D 41.8 F Rio Rancho Road Off Ramp to SR 60 Off Ramp 4,523 5, C 25.3 C 4,524 5, B 25.3 C SR 60 Off Ramp to Rio Rancho Road On Ramp 2,672 3, B 21.0 C 2,673 3, B 20.9 C South of Rio Rancho Road On Ramp 3,286 4, C 33.3 D 3,389 4, C 33.7 D Northbound SR 71 Southbound SR 71 * Demand exceeds capacity. Based on the HCM 2010, Exhibit 13 2 the segement operate at LOS F, therefore the density is not reported. 41

45 4.3 Intersection Analysis The year 2029 intersection analysis was performed using the 2010 HCM guidelines and methodology outlined in Section 2.6. Synchro was used to analyze the intersection using the existing intersection geometry, lane configuration, and the 2029 intersection volumes listed previously for each alternative Level of Service Analysis Table 4-2 summarizes the 2029 intersection analysis for each alternative and allows for comparisons. A full set of 2010 HCM Reports output files are provided in Appendix D. The following intersections are projected to operate at LOS E or LOS F for a peak hour period in 2029: Temple Avenue and SR-57 SB ramps SR-71 and Phillips Drive SR-71 and North Ranch Road Santa Clara Drive and Village Loop Road SR-71 and Old Pomona Road Village Loop Road and Phillips Ranch Road Phillips Ranch Road and Rio Rancho Road Rio Rancho Road and Meadow View Drive Rio Rancho Road and SR-71 NB ramps Nine intersections are projected to operate at LOS E or LOS F in 2029 for Alternative 1. The build alternatives are expected to have six intersections operating at LOS E or LOS F in These intersections with changes in LOS are identified in Section 6. Where there are identified impacts worthy of project refinement, the refinements (and the associated analysis) are described. 42

46 TABLE Intersection Analysis Alternative #1 (No Build) Alternative #2 Alternative #3 Alternative #4 AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Intersection Name Control Delay (sec) LOS Delay (sec) LOS Delay (sec) LOS Delay (sec) LOS Delay (sec) LOS Delay (sec) LOS Delay (sec) LOS Delay (sec) LOS 1 Temple Avenue and SR 57 SB Ramps S 55.0 D F 55.0 D F 55.0 D F 55.0 D F 2 Temple Avenue and SR 57 NB Ramps S 15.1 B 11.0 B 15.1 B 11.0 B 15.1 B 11.0 B 15.1 B 11.0 B 3 Temple Avenue and Mission Boulevard S 43.8 D 43.5 D 43.8 D 43.5 D 43.8 D 43.5 D 43.8 D 43.5 D 4 Mission Boulevard and Phillips Drive S 3.8 A 5.2 A 3.8 A 5.2 A 3.8 A 5.2 A 3.8 A 5.2 A 5 Phillips Drive and Westmont Avenue U 8.3 A 8.8 A 9.0 A 9.2 A 10.1 B 10.7 B 10.2 B 9.5 A 6 Westmont Avenue and 9th Street U* 5.6 A 3.2 A 4.4 A 2.7 A 3.6 A 2.4 A 3.5 A 2.3 A 7 Mission Boulevard and Westmont Avenue S 4.8 A 7.3 A 5.3 A 7.8 A 6.6 A 8.0 A 6.5 A 8.0 A 8 Mission Boulevard and SR 71 SB Ramps S 24.6 C 21.0 C 26.4 C 30.9 C 28.2 C 29.9 C 28.3 C 24.2 C 9 Mission Boulevard and SR 71 NB Ramps S 23.5 C 17.2 B 18.9 B 16.7 B 21.0 C 18.3 B 21.4 C 18.4 B 10 Mission Boulevard and Dudley Street S 51.4 D 16.3 B 40.2 D 16.0 B 40.2 D 16.0 B 40.2 D 16.0 B 11 Dudley Street and 9th Street U 10.3 B 9.7 A 9.8 A 9.0 A 9.8 A 9.0 A 9.8 A 9.0 A 12 Mission Boulevard and White Avenue S 27.9 C 24.6 C 27.1 C 23.9 C 27.1 C 23.9 C 27.1 C 23.9 C 13 SR 71 and Phillips Drive U* 49.4 E 55.9 F DOES NOT EXIST IN BUILD CONDITION 14 SR 71 and North Ranch Road S 83.2 F 86.0 F DOES NOT EXIST IN BUILD CONDITION 15 White Avenue and Phillips Boulevard S 10.2 B 9.5 A 10.1 B 9.1 A 10.1 B 9.1 A 10.1 B 9.1 A 16 Santa Clara Drive and Village Loop Road U 35.1 E 28.7 D 35.8 E 30.1 D 35.6 E 29.8 D 35.6 E 30.3 D 17 Old Pomona Road and Village Loop Road U 10.7 B 8.0 A 12.8 B 8.6 A 12.2 B 8.5 A 11.4 B 8.2 A 18 SR 71 and Old Pomona Road S 64.6 E 80.2 F DOES NOT EXIST IN BUILD CONDITION 19 Lexington Avenue and White Avenue S 10.8 B 8.6 A 10.7 B 8.5 A 10.7 B 8.5 A 14.0 B 10.3 B 20 Village Loop Road and Canyon Rim Road U* 14.3 B 11.5 B 25.5 D 13.9 B 22.5 C 13.5 B 14.8 B 11.7 B 21 Village Loop Road and Phillips Ranch Road S 25.4 C 75.2 E 65.2 E F 57.4 E F 24.5 C 81.0 F 22 Phillips Ranch Road and Rio Rancho Road S 57.9 E 22.9 C 97.3 F 26.8 C 83.4 F 28.3 C 59.0 E 22.8 C 23 Rio Rancho Road and Meadow View Drive U* 42.8 E 17.9 C F 27.4 D F 18.2 C 69.9 F 19.5 C 24 Rio Rancho Road and SR 71 SB Ramps S 26.6 C 23.7 C 34.2 C 25.6 C 30.9 C 25.1 C 32.4 C 24.1 C 25 Rio Rancho Road and SR 71 NB Ramps S 98.0 F 75.2 E 97.2 F 57.2 E F 56.1 E F 84.3 F 26 Rio Rancho Road and Auto Center Drive S 29.0 C 23.2 C 28.2 C 22.5 C 25.5 C 22.5 C 33.0 C 24.1 C 27 Rio Rancho Road and Garey Avenue S 25.6 C 28.1 C 25.6 C 28.1 C 25.6 C 28.1 C 25.6 C 28.1 C U = Unsignalized, S = Signalized * Two Way Stop controlled intersection, delay reported for worst case stop controlled approach only 43

47 4.3.2 Queuing Analysis at Ramp Terminal Intersections Queuing analysis was performed to ensure that the intersection performance at the off-ramp terminals will not affect mainline traffic. Synchro was used to determine queues based on the intersection analysis discussed in Section Table 4-3 is a summary of findings of the queue analysis in year The table includes the approximate ramp length and the 95 th percentile queue length as reported in the output files for the longest queue. The output files, or Queue Reports, are provided in Appendix E. The off-ramps provide sufficient storage space to accommodate the queue that will be generated on the terminal intersections in No alternative has projected ramp queues that are projected to reach the mainline. 4.4 Roadway Segment Capacity Analysis The roadway segment capacity analysis investigates the performance of the roadways at midblock locations. Table 4-4 is a summary of the 2029 roadway segment capacity analysis. As illustrated in Table 4-4, all roadway segments will operate at V/C ratios lower than Therefore, roadway segment capacity (V/C ratio) analysis indicates that all roadway segments, at mid-block (away from the signal), will operate under capacity for all alternatives in

48 TABLE Queuing Analysis Table Alternative #1 (No Build) Alternative #2 AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Approach Name 95% Queue (ft) Ramp Length (ft) 95% Queue (ft) Ramp Length (ft) 95% Queue (ft) Ramp Length (ft) 95% Queue (ft) Ramp Length (ft) 8 SR 71 SB off ramp to Mission Boulevard * * * SR 71 NB off ramp to Mission Boulevard SR 71 SB off ramp to Rio Rancho Road SR 71 NB off ramp to Rio Rancho Road * * * * Alternative #3 Alternative #4 AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Approach Name 95% Queue (ft) Ramp Length (ft) 95% Queue (ft) Ramp Length (ft) 95% Queue (ft) Ramp Length (ft) 95% Queue (ft) Ramp Length (ft) 8 SR 71 SB off ramp to Mission Boulevard * * SR 71 NB off ramp to Mission Boulevard SR 71 SB off ramp to Rio Rancho Road SR 71 NB off ramp to Rio Rancho Road * * * * * 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 45

49 TABLE Roadway Segment Capacity Analysis Table Alternative #1 (No Build) Alternative #2 AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Roadway Lanes Classification Capacity* ADT V/C V/C ADT V/C V/C Mission Boulevard, west of SR 71 SB ramps 4 Major Arterial 6,400 27,153 2, , ,227 2, , Mission Boulevard, in between SR 71 SB and NB ramps 6 Major Arterial 9,600 34,907 2, , ,938 2, , Mission Boulevard, east of SR 71 NB ramps 6 Major Arterial 9,600 39,950 3, , ,650 2, , Dudley Street south of Mission Boulevard 2 Major Arterial 3,200 13,558 1, , , , Phillips Drive west of SR 71 2 Collector 3,200 2, N/A N/A N/A N/A N/A North Ranch Road west of SR 71 2 Major Arterial 3,200 2, N/A N/A N/A N/A N/A Old Pomona Road west of SR 71 4 Major Arterial 6,400 3, N/A N/A N/A N/A N/A Rio Rancho Road west of SR 71 SB off ramp 4 Major Arterial 6,400 29,224 2, , ,498 2, , Rio Rancho Road in between SR 71 SB and NB ramps 4 Major Arterial 6,400 30,501 2, , ,637 2, , Rio Rancho Road east of SR 71 NB ramps 4 Major Arterial 6,400 37,250 2, , ,039 3, , Alternative #3 AM Peak Hour PM Peak Hour Alternative #4 AM Peak Hour PM Peak Hour Roadway Lanes Classification Capacity* ADT V/C V/C ADT V/C V/C Mission Boulevard, west of SR 71 SB ramps 4 Major Arterial 6,400 27,861 2, , ,251 2, , Mission Boulevard, in between SR 71 SB and NB ramps 6 Major Arterial 9,600 31,775 2, , ,234 2, , Mission Boulevard, east of SR 71 NB ramps 6 Major Arterial 9,600 32,658 2, , ,242 2, , Dudley Street south of Mission Boulevard 2 Major Arterial 3,200 7, , Phillips Drive west of SR 71 2 Collector 3,200 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A North Ranch Road west of SR 71 2 Major Arterial 3,200 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Old Pomona Road west of SR 71 4 Major Arterial 6,400 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Rio Rancho Road west of SR 71 SB off ramp 4 Major Arterial 6,400 29,313 2, , ,013 2, , Rio Rancho Road in between SR 71 SB and NB ramps 4 Major Arterial 6,400 35,594 2, , ,830 2, , Rio Rancho Road east of SR 71 NB ramps 4 Major Arterial 6,400 41,761 3, , ,120 2, , * Per the Los Angeles County Congestion Management Program (CMP), a capacity of 1,600 vehicles per hour per through traffic lane has been used. 46

50 Conditions This section is a summary of the 2050 traffic analysis. Four alternatives were evaluated using freeway, intersection, and roadway segment capacity analysis. 5.1 Roadway Network and Traffic s SR-71 is currently two lanes in each direction and Alternative 1 proposes no changes to be made to the lane configuration in The lane configuration of SR-71 in Alternative 1 was illustrated in Figure 3-1 (presented previously). Alternatives 2, 3, and 4 will include three GP lanes and an HOV lane in each direction on SR-71. Figure 4-1 (presented previously) illustrated the lane configuration for the build alternatives in For the year 2050 traffic analysis, the intersection geometry and lane configurations will remain the same as the existing conditions for Alternative 1. The lane configurations for Alternative 1 were illustrated in Figure 3-2 (presented previously). Alternatives 2, 3, and 4 include the removal of three intersections at SR-71. Therefore, for these alternatives, only 24 intersections were studied. The intersection lane configurations for these 24 intersections were illustrated in Figure 4-2 (presented previously). Alternatives 1, 2, 3 and 4 intersection volumes for the year 2050 were generated in accordance to the methodology discussed in Section 2.5. The traffic redistributions due to the intersection closures and the final volumes for all alternatives are illustrated in Figures 5-1 to 5-7. Some intersections will not have any traffic redistribution as a result of the closures. Those intersections are not reported in these figures. The intersections that experience a decrease in traffic volumes are due to the removal of trips generated from vehicles using alternative routes to avoid congestion on SR-71 between Mission Boulevard and Rio Rancho Road. 47

51 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N XXX/YYY AM / PM Peak Hour s SR-71 WIDENING PROJECT TRAFFIC ANALYSIS 2050 ALTERNATIVE 1 VOLUMES FIGURE 5-1

52 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N XXX/YYY AM / PM Peak Hour s + Traffic Added to Movement - Traffic Subtracted to Movement SR-71 WIDENING PROJECT TRAFFIC ANALYSIS 2050 ALTERNATIVE 2 REDISTRIBUTED VOLUMES FIGURE 5-2

53 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N XXX/YYY AM / PM Peak Hour s SR-71 WIDENING PROJECT TRAFFIC ANALYSIS 2050 ALTERNATIVE 2 VOLUMES FIGURE 5-3

54 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N XXX/YYY AM / PM Peak Hour s + Traffic Added to Movement - Traffic Subtracted to Movement SR-71 WIDENING PROJECT TRAFFIC ANALYSIS 2050 ALTERNATIVE 3 REDISTRIBUTED VOLUMES FIGURE 5-4

55 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N XXX/YYY AM / PM Peak Hour s SR-71 WIDENING PROJECT TRAFFIC ANALYSIS 2050 ALTERNATIVE 3 VOLUMES FIGURE 5-5

56 1. Temple Ave/SR-57 SB Ramps 2. Temple Ave/SR-57 NB Ramps 3. Temple Ave/Mission Blvd 4. Mission Blvd/Phillips Dr 5. Phillips Dr/Westmont Ave 6. Westmont Ave/9th St 7. Mission Blvd/Westmont Ave 8. Mission Blvd/SR-71 SB Ramps 9. Mission Blvd/SR-71 NB Ramps 10. Mission Blvd/Dudley St 11. Dudley St/9th St 12. Mission Blvd/White Ave 13. SR-71/ Phillips Dr 14. SR-71/North Ranch Rd 15. White Ave/Phillips Blvd 16. Santa Clara Dr/Village Loop Rd 17.Old Pomona Rd/Village Loop Rd 18. SR-71/Old Pomona Rd 19. Lexington Ave/White Ave 20.Village Loop Rd/Canyon Rim Rd 26.Rio Rancho Rd/Auto Center Dr 27. Rio Rancho Rd/Garey Ave LEGEND N XXX/YYY AM / PM Peak Hour s + Traffic Added to Movement - Traffic Subtracted to Movement SR-71 WIDENING PROJECT TRAFFIC ANALYSIS 2050 ALTERNATIVE 4 REDISTRIBUTED VOLUMES FIGURE 5-6

MEMORANDUM. Lynn Hayes LSA Associates, Inc.

MEMORANDUM. Lynn Hayes LSA Associates, Inc. MEMORANDUM To: Lynn Hayes LSA Associates, Inc. Date: May 5, 217 From: Zawwar Saiyed, P.E., Senior Transportation Engineer Justin Tucker, Transportation Engineer I Linscott, Law & Greenspan, Engineers LLG

More information

APPENDIX H MILESTONE 2 TRAFFIC OPERATIONS ANALYSIS OF THE AT-GRADE CROSSINGS

APPENDIX H MILESTONE 2 TRAFFIC OPERATIONS ANALYSIS OF THE AT-GRADE CROSSINGS Draft Environmental Impact Statement/Environment Impact Report Appendix H Milestone 2 Traffic Operations Analysis of the At-Grade Crossings APPENDIX H MILESTONE 2 TRAFFIC OPERATIONS ANALYSIS OF THE AT-GRADE

More information

Project Deliverable 4.1.3d Individual City Report - City of La Verne

Project Deliverable 4.1.3d Individual City Report - City of La Verne Pomona Valley ITS Project Project Deliverable 4.1.3d Individual City Report - City of La Verne Prepared by: April 19, 2002 099017000.1 Copyright 2002, Kimley-Horn and Associates, Inc TABLE OF CONTENTS

More information

Interstate 90 and Mercer Island Mobility Study APRIL Commissioned by. Prepared by

Interstate 90 and Mercer Island Mobility Study APRIL Commissioned by. Prepared by Interstate 90 and Mercer Island Mobility Study APRIL 2017 Commissioned by Prepared by Interstate 90 and Mercer Island Mobility Study Commissioned by: Sound Transit Prepared by: April 2017 Contents Section

More information

TABLE OF CONTENTS. Coral Springs Charter High School and Middle School Job No Page 2

TABLE OF CONTENTS. Coral Springs Charter High School and Middle School Job No Page 2 Job No. 15-019 Page 2 TABLE OF CONTENTS 1.0 INTRODUCTION... 4 2.0 EXISTING CONDITIONS... 5 3.0 TRAFFIC GENERATION... 7 4.0 TRIP DISTRIBUTION... 8 5.0 FUTURE CONDITIONS... 8 6.0 SITE ACCESS...13 7.0 CONCLUSION...13

More information

DOGWOOD AT VILLA AVENUE PROJECT

DOGWOOD AT VILLA AVENUE PROJECT TRANSPORTATION IMPACT ANALYSIS DOGWOOD AT VILLA AVENUE PROJECT El Centro, California September 4, 2018 LLG Ref. 3-17-2782 TABLE OF CONTENTS SECTION PAGE Appendices... ii List of Figures... i List of Tables...

More information

APPENDIX J MODIFICATIONS PERFORMED TO THE TOR

APPENDIX J MODIFICATIONS PERFORMED TO THE TOR APPENDIX J MODIFICATIONS PERFORMED TO THE TOR This appendix summarizes the modifications that were performed in years 2012 and 2017 to rectify calculation errors that were observed in the data presented

More information

SANTA CLARA COUNTY I-280 CORRIDOR STUDY

SANTA CLARA COUNTY I-280 CORRIDOR STUDY SANTA CLARA COUNTY I-280 CORRIDOR STUDY Appendix B 2 Technical Memorandum Existing Transportation Condition Memo SANTA CLARA VALLEY TRANSPORTATION AUTHORITY (VTA) 1-1 Introduction The I-280 Corridor Study

More information

A. CONCLUSIONS OF THE FGEIS

A. CONCLUSIONS OF THE FGEIS Chapter 11: Traffic and Parking A. CONCLUSIONS OF THE FGEIS The FGEIS found that the Approved Plan will generate a substantial volume of vehicular and pedestrian activity, including an estimated 1,300

More information

Treasure Island Supplemental Information Report Addendum

Treasure Island Supplemental Information Report Addendum 1 1 1 1 0 1 0 1 0 1 Treasure Island Supplemental Information Report Addendum Introduction Purpose The purpose of this Supplemental Information Report (SIR) Addendum is to determine if the current land

More information

Memorandum. Roger Millar, Secretary of Transportation. Date: April 5, Interstate 90 Operations and Mercer Island Mobility

Memorandum. Roger Millar, Secretary of Transportation. Date: April 5, Interstate 90 Operations and Mercer Island Mobility Memorandum To: From: The Honorable Dow Constantine, King County Executive; The Honorable Ed Murray, City of Seattle Mayor; The Honorable Bruce Bassett, City of Mercer Island Mayor; The Honorable John Stokes,

More information

Caliber Charter School VALLEJO, CA

Caliber Charter School VALLEJO, CA Traffic Impact Study Final Report Caliber Charter School VALLEJO, CA 21 June 2016 Prepared for: Prepared by: Traffic Engineering & Transportation Planning This report has been prepared and certified by

More information

5.1 Traffic and Transportation

5.1 Traffic and Transportation 5.1 When it opens in 2009, the Bellevue Nickel Improvement Project will increase the number of vehicles able to travel through the study area, improve travel speeds, and improve safety by reducing the

More information

MEMORANDUM. Open Section Background. I-66 Open Section Study Area. VDOT Northern Virginia District. I-66 Project Team. Date: November 5, 2015

MEMORANDUM. Open Section Background. I-66 Open Section Study Area. VDOT Northern Virginia District. I-66 Project Team. Date: November 5, 2015 MEMORANDUM To: VDOT Northern Virginia District From: I-66 Project Team Date: November 5, 2015 Subject: Open Section Background The purpose of this technical memorandum is to provide narrative and technical

More information

FINAL TERMINAL TRAFFIC MONITORING STUDY

FINAL TERMINAL TRAFFIC MONITORING STUDY FINAL TERMINAL 91 216 TRAFFIC MONITORING STUDY Prepared for: Port of Seattle February 15, 217 Prepared by: 12131 113 th Avenue NE, Suite 23 Kirkland, WA 9834-712 Phone: 425-821-3665 www.transpogroup.com

More information

Lake Erie Commerce Center Traffic Analysis

Lake Erie Commerce Center Traffic Analysis LOCATION: East of NYS Route 5 at Bayview Road Town of Hamburg Erie County, New York PREPARED BY: Wendel Companies 140 John James Audubon Parkway Suite 200 Amherst, New York 14228 January 2012 i ii Table

More information

LUDWIG RD. SUBDIVISION PROJECT TRAFFIC IMPACT ANALYSIS

LUDWIG RD. SUBDIVISION PROJECT TRAFFIC IMPACT ANALYSIS LUDWIG RD. SUBDIVISION PROJECT TRAFFIC IMPACT ANALYSIS Prepared for Skip Coddington GSC Development, Inc PO Box 1623 Woodinville WA 9872 Prepared by 1141 NE 124 th St., #59 Kirkland, WA 9834 425.522.4118

More information

Planning. Proposed Development at the Southeast Corner of Lakeshore Road West and Brookfield Road Intersection FINAL.

Planning. Proposed Development at the Southeast Corner of Lakeshore Road West and Brookfield Road Intersection FINAL. Project No. 121-22908 N o v e m b e r 2 0 1 2 Traffic Impact Study Transportation Planning th GENIVAR Inc., 600 Cochrane Drive, 5 Floor, Markham, Ontario L3R 5K3 Telephone: 905.475.7270 Fax: 905.475.5994

More information

MEMORANDUM. Bob Zagozda, Chief Financial Officer Westside Community Schools. Mark Meisinger, PE, PTOE Felsburg Holt & Ullevig. DATE: June 11, 2018

MEMORANDUM. Bob Zagozda, Chief Financial Officer Westside Community Schools. Mark Meisinger, PE, PTOE Felsburg Holt & Ullevig. DATE: June 11, 2018 MEMORANDUM TO: Bob Zagozda, Chief Financial Officer Westside Community Schools FROM: Mark Meisinger, PE, PTOE Felsburg Holt & Ullevig DATE: June 11, 218 6-11-18 SUBJECT: Sunset Hills Elementary School

More information

1.2 Corridor History and Current Characteristics

1.2 Corridor History and Current Characteristics SECTION 1 Description and Background of Study Area 1.1 Introduction This preliminary engineering report was prepared for the Alaska Department of Transportation and Public Facilities (ADOT&PF). It is part

More information

Appendix 4.1 J. May 17, 2010 Memorandum from CTPS to the Inter Agency Coordinating Group

Appendix 4.1 J. May 17, 2010 Memorandum from CTPS to the Inter Agency Coordinating Group Appendix 4.1 J May 17, 2010 Memorandum from CTPS to the Inter Agency Coordinating Group CTPS CENTRAL TRANSPORTATION PLANNING STAFF Staff to the Boston Region Metropolitan Planning Organization MEMORANDUM

More information

Washington St. & Ash Coulee Dr./43 rd Ave Intersection Study

Washington St. & Ash Coulee Dr./43 rd Ave Intersection Study 430 IACC Building Fargo, ND 58105 Tel 701-231-8058 Fax 701-231-1945 www.ugpti.org www.atacenter.org Washington St. & Ash Coulee Dr./43 rd Ave Intersection Study Final Report April 2007 Prepared for: City

More information

Project Deliverable 4.1.3f Individual City Report - City of San Dimas

Project Deliverable 4.1.3f Individual City Report - City of San Dimas Pomona Valley ITS Project Project Deliverable 4.1.3f Individual City Report - City of San Dimas Prepared by: April 19, 2002 099017000.1 Copyright 2002, Kimley-Horn and Associates, Inc TABLE OF CONTENTS

More information

rtc transit Before and After Studies for RTC Transit Boulder highway UPWP TASK Before Conditions

rtc transit Before and After Studies for RTC Transit Boulder highway UPWP TASK Before Conditions rtc transit Before and After Studies for RTC Transit UPWP TASK 3403-11-14 Before Conditions Report Boulder highway June 2011 Before and After Studies for RTC Transit BOULDER HIGHWAY BEFORE STUDY UPWP Task

More information

B. Congestion Trends. Congestion Trends

B. Congestion Trends. Congestion Trends B. Congestion Trends Congestion Trends There are two types of congestion that impact mobility: recurring and non-recurring congestion. Recurring congestion is related to segments of roadway that are over

More information

NORTH FRASER PERIMETER ROAD WEST CORRIDOR DEFINITION STUDY

NORTH FRASER PERIMETER ROAD WEST CORRIDOR DEFINITION STUDY NORTH FRASER PERIMETER ROAD WEST CORRIDOR DEFINITION STUDY MAY 2011 SW1132SWD NORTH FRASER PERIMETER ROAD WEST CORRIDOR DEFINITION STUDY TABLE OF CONTENTS 1.0 INTRODUCTION... 1 2.0 CURRENT TRAVEL PATTERNS

More information

FEASIBILITY STUDY REFINED CONCEPT 1 PROJECT A

FEASIBILITY STUDY REFINED CONCEPT 1 PROJECT A VIRGINIA DEPARTMENT OF TRANSPORTATION I-85 / I-95 INTERCHANGE FEASIBILITY STUDY REFINED CONCEPT 1 PROJECT A Columbia Rd REFINED CONCEPT 1 PROJECT A Bellevue Rd COST: $3.3M Siege Rd Eliminate the loop ramp

More information

HDR itrans Consulting Inc. 100 York Blvd., Suite 300 Richmond Hill, ON L4B 1J8 Tel: (905) Fax: (905)

HDR itrans Consulting Inc. 100 York Blvd., Suite 300 Richmond Hill, ON L4B 1J8 Tel: (905) Fax: (905) !" # $ !" # $ Consulting Inc. 100 York Blvd., Suite 300 Richmond Hill, ON L4B 1J8 Tel: (905) 882-4100 Fax: (905) 882-1557 www.itransconsulting.com November 2009 %&'('$&$ 1. West Brampton Road Network...

More information

10.0 Recommendations Methodology Assumptions

10.0 Recommendations Methodology Assumptions 10.0 Recommendations To accommodate the projected growth of the I-526 corridor, this report has summarized potential improvement strategies that were separated into four categories, TDM, Modal, Traffic

More information

PURPOSE AND NEED (CONCURRENCE POINT 1) NEW CANADA ROAD PROJECT FROM STATE ROUTE 1 (U.S. HIGHWAY 70) TO U.S. INTERSTATE 40

PURPOSE AND NEED (CONCURRENCE POINT 1) NEW CANADA ROAD PROJECT FROM STATE ROUTE 1 (U.S. HIGHWAY 70) TO U.S. INTERSTATE 40 PURPOSE AND NEED (CONCURRENCE POINT 1) NEW CANADA ROAD PROJECT FROM STATE ROUTE 1 (U.S. HIGHWAY 70) TO U.S. INTERSTATE 40 Project Description The primary purpose of this project is to improve the major

More information

HOV LANE PERFORMANCE MONITORING: 2000 REPORT EXECUTIVE SUMMARY

HOV LANE PERFORMANCE MONITORING: 2000 REPORT EXECUTIVE SUMMARY Final Report Research Project Agreement No. T1803, Task 4 HOV Monitoring V HOV LANE PERFORMANCE MONITORING: 2000 REPORT EXECUTIVE SUMMARY by Jennifer Nee TRAC Research Engineer John Ishimaru TRAC Senior

More information

Pedestrian Safety Review Spadina Avenue

Pedestrian Safety Review Spadina Avenue STAFF REPORT ACTION REQUIRED Pedestrian Safety Review Spadina Avenue Date: October 13, 2015 To: Toronto and East York Community Council From: Director, Transportation Services, Toronto and East York District

More information

STAR Bond Development

STAR Bond Development STR ond Development Traffic Impact Study Goddard, Kansas Prepared for: Kansas Department of Transportation City of Goddard, Kansas Prepared by TranSystems November 218 November 3, 218 Kansas Department

More information

Southern Oregon Transportation Engineering, LLC

Southern Oregon Transportation Engineering, LLC Southern Oregon Transportation Engineering, LLC 112 Monterey Drive - Medford, Or. 97504 Office 541.608.9923 Cell 541.941.4148 Email: Kwkp1@Q.com August 12, 2013 Mike Faught, Public Works Department City

More information

PDF compression, OCR, web optimization using a watermarked evaluation copy of CVISION PDFCompressor

PDF compression, OCR, web optimization using a watermarked evaluation copy of CVISION PDFCompressor o U.S. Department Washington Division Suite 501 Evergreen Plaza of Transportation 711 South Capitol Way Olympia, Washington 98501-1284 Federa' Highway (360) 753-9480 Administration (360) 753-9889 (FAX)

More information

Site Location and Setting

Site Location and Setting Memorandum Date: To: From: Subject: Kristy Le, Gary Black Steve Orem Santa Teresa County Park Historic Area Traffic and Parking Study Hexagon Transportation Consultants, Inc. has completed a traffic and

More information

According to FAA Advisory Circular 150/5060-5, Airport Capacity and Delay, the elements that affect airfield capacity include:

According to FAA Advisory Circular 150/5060-5, Airport Capacity and Delay, the elements that affect airfield capacity include: 4.1 INTRODUCTION The previous chapters have described the existing facilities and provided planning guidelines as well as a forecast of demand for aviation activity at North Perry Airport. The demand/capacity

More information

Memorandum. To: From: cc: Date: November 7, Re: 1.0 Purpose and Organization of this Addendum. 2.0 Project Description

Memorandum. To: From: cc: Date: November 7, Re: 1.0 Purpose and Organization of this Addendum. 2.0 Project Description Memorandum To: From: cc: Laura Prickett, Horizon Water and Environment Analette Ochoa and Wana Chiu, WRECO Parag Mehta, Kimley Horn Date: November 7, 2017 Re: Santa Cruz Route 1 Tier I and Tier II HOV

More information

APPENDIX J TRAFFIC AND PARKING DEMAND STUDIES

APPENDIX J TRAFFIC AND PARKING DEMAND STUDIES APPENDIX J TRAFFIC AND PARKING DEMAND STUDIES Table of Contents Executive Summary... iv 1.0 Introduction... 1 2.0 Traffic Analysis Methodology and Significance Criteria... 4 2.1 Study Area Criteria...

More information

Aldridge Transportation Consultants, LLC Advanced Transportation Planning and Traffic Engineering

Aldridge Transportation Consultants, LLC Advanced Transportation Planning and Traffic Engineering Aldridge Transportation Consultants, LLC Advanced Transportation Planning and Traffic Engineering John M.W. Aldridge, PE, PTOE, AICP 182 Chimney Rock Road Colorado Registered Professional Engineer Highlands

More information

TRANSPORTATION ELEMENT

TRANSPORTATION ELEMENT Transportation TRANSPORTATION ELEMENT Data, Inventory, and Analysis Prepared by Contents 1.0 INTRODUCTION... 1 2.0 EXISTING CONDITIONS... 1 2.1 Roadways... 1 2.1.1 Jurisdiction... 1 2.1.2 Functional Classification...

More information

APPENDIX A DATA COLLECTION BIBLIOGRAPHY SANTA CLARA COUNTY I-680 CORRIDOR STUDY

APPENDIX A DATA COLLECTION BIBLIOGRAPHY SANTA CLARA COUNTY I-680 CORRIDOR STUDY APPENDIX A DATA COLLECTION BIBLIOGRAPHY APPENDIX A DATA COLLECTION BIBLIOGRAPHY This section of the I-680 Corridor Study presents a summary (or bibliography) of the data that was collected and reviewed

More information

7272 WISCONSIN AVENUE LOCAL AREA TRANSPORTATION REVIEW

7272 WISCONSIN AVENUE LOCAL AREA TRANSPORTATION REVIEW 7272 LOCAL AREA TRANSPORTATION REVIEW AND TRANSPORTATION POLICY AREA REVIEW MONTGOMERY COUNTY, MARYLAND Submitted on behalf of Carr Properties Prepared by: Wells + Associates, Inc. Submission: July 1,

More information

CALIFORNIA HIGH-OCCUPANCY VEHICLE LANE DEGRADATION ACTION PLAN

CALIFORNIA HIGH-OCCUPANCY VEHICLE LANE DEGRADATION ACTION PLAN CALIFORNIA DEPARTMENT OF TRANSPORTATION CALIFORNIA HIGH-OCCUPANCY VEHICLE LANE DEGRADATION ACTION PLAN Prepared by Division of Traffic Operations Office of Traffic Management Submitted to Federal Highway

More information

US 19 Sunset Point Rd to Countryside Blvd.

US 19 Sunset Point Rd to Countryside Blvd. Frontage Lanes Alternative Six-Lane Roadway Two-Lane, One-Way Frontage Lanes Close All Median Openings w/ Concrete Median Barrier Construct Within Existing Right-of-Way Status Update Construction started

More information

TRAFFIC IMPACT STUDY REPORT FOR PROPOSED OFFICE PROJECT AT 959 SEWARD STREET IN HOLLYWOOD SNYDER PARTNERS

TRAFFIC IMPACT STUDY REPORT FOR PROPOSED OFFICE PROJECT AT 959 SEWARD STREET IN HOLLYWOOD SNYDER PARTNERS DRAFT TRAFFIC IMPACT STUDY REPORT FOR PROPOSED OFFICE PROJECT AT 959 SEWARD STREET IN HOLLYWOOD Prepared for: SNYDER PARTNERS Prepared by: Crain & Associates 2007 Sawtelle Boulevard, Suite 4 Los Angeles,

More information

San Mateo County Transportation Authority Board Meeting November 2, 2017 Item #10 1

San Mateo County Transportation Authority Board Meeting November 2, 2017 Item #10 1 San Mateo County Transportation Authority Board Meeting November 2, 2017 Item #10 1 OVERVIEW Brief recap from October Traffic Analysis Findings Draft Environmental Document Summarized Outcomes Questions

More information

Construction underway. STATUS: 229 5,190 5,419 5,305 STIP REFERENCE #FR /01/2013

Construction underway. STATUS: 229 5,190 5,419 5,305 STIP REFERENCE #FR /01/2013 FREDERICK COUNTY STATE HIGHWAY ADMINISTRATION -- Frederick County -- Line 1 PROJECT: I-7, Baltimore National Pike INTERSTATE CONSTRUCTION PROGRAM DESCRIPTION: Widen I-7 east of MD 355 to east of MD 144

More information

EXISTING CONDITIONS A. INTRODUCTION. Route 107 Corridor Study Report

EXISTING CONDITIONS A. INTRODUCTION. Route 107 Corridor Study Report II. EXISTING CONDITIONS A. INTRODUCTION The Route 107 study area extends from the south at Chestnut Street in Lynn approximately 3.7 miles to the north to Boston Street in Salem. The study area has three

More information

Appendix B Ultimate Airport Capacity and Delay Simulation Modeling Analysis

Appendix B Ultimate Airport Capacity and Delay Simulation Modeling Analysis Appendix B ULTIMATE AIRPORT CAPACITY & DELAY SIMULATION MODELING ANALYSIS B TABLE OF CONTENTS EXHIBITS TABLES B.1 Introduction... 1 B.2 Simulation Modeling Assumption and Methodology... 4 B.2.1 Runway

More information

1.0 Purpose and Organization of the Community Impact Assessment Addendum

1.0 Purpose and Organization of the Community Impact Assessment Addendum Memorandum To: From: cc: Laura Prickett, Horizon Water and Environment Carie Montero, Senior Project Manager/Environmental Lead, Parsons Transportation Group Parag Mehta, Kimley Horn Date: September 24,

More information

Memorandum. Fund Allocation Fund Programming Policy/Legislation Plan/Study Capital Project Oversight/Delivery Budget/Finance Contract/Agreement Other:

Memorandum. Fund Allocation Fund Programming Policy/Legislation Plan/Study Capital Project Oversight/Delivery Budget/Finance Contract/Agreement Other: Memorandum Date: March 23, 2018 To: Transportation Authority Board From: Eric Cordoba Deputy Director Capital Projects Subject: 4/10/18 Board Meeting: San Francisco Freeway Corridor Management Study Update

More information

Transport Impact Assessment

Transport Impact Assessment Transport Impact Assessment Springbok Hotel Erf 5206, Springbok Northern Cape March 2018 5th Floor Imperial Terraces Carl Cronje Drive Tyger Waterfront Bellville, 7530 (021) 914 6211 (T) e mail: mail@itsglobal.co.za

More information

Executive Summary. See Figure ES-5 on page 9. Figure ES-6: Typical At-Grade Alignment. Figure ES-7: Typical Underground Alignment

Executive Summary. See Figure ES-5 on page 9. Figure ES-6: Typical At-Grade Alignment. Figure ES-7: Typical Underground Alignment Figure ES-5 shows all of the possible LRT routes and stations identified for study in the Draft EIS/EIR. The features and impacts of each of the build alternatives are described in the following section.

More information

Draft Concept Alternatives Analysis for the Inaugural Airport Program September 2005

Draft Concept Alternatives Analysis for the Inaugural Airport Program September 2005 Section 10 Preferred Inaugural Airport Concept 10.0 Introduction The Preferred Inaugural Airport Concept for SSA was developed by adding the preferred support/ancillary facilities selected in Section 9

More information

Glasgow Street Traffic Review

Glasgow Street Traffic Review Glasgow Street Traffic Review Recommendation That the Standing Policy Committee on Transportation recommend to City Council: 1. That the Administration proceed with removing the pinch points installed

More information

Launceston City Council. Kings Meadows Traffic Management Report for Public Consultation

Launceston City Council. Kings Meadows Traffic Management Report for Public Consultation Launceston City Council Kings Meadows Traffic Management Report for Public Consultation November 2013 This report: has been prepared by GHD for Launceston City Council and may only be used and relied on

More information

Appendix B Connecting Track Options Evaluation Criteria

Appendix B Connecting Track Options Evaluation Criteria Appendix B Connecting Track Options Evaluation Criteria 608979-853_ra_July5-0_App Title Pages.Docx TTC ASHBRIDGES BAY MAINTENANCE AND STORAGE FACILITY CONNECTING TRACK ROUTE ALTERNATIVE - EVAULATION MATRIX.0

More information

FEASIBILITY CRITERIA

FEASIBILITY CRITERIA This chapter describes the methodology and criteria used to evaluate the feasibility of developing trails throughout the study areas. Land availability, habitat sensitivity, roadway crossings and on-street

More information

Western Development Lands Transportation Brief Richmond Village, (Ottawa), ON Mattamy Homes. Prepared By: Stantec Consulting Ltd.

Western Development Lands Transportation Brief Richmond Village, (Ottawa), ON Mattamy Homes. Prepared By: Stantec Consulting Ltd. Western Development Lands Transportation Brief Richmond Village, (Ottawa), ON Mattamy Homes Prepared By: Stantec Consulting Ltd. March 2012 RICHMOND VILLAGE, OTTAWA, ON TRANSPORTATION BRIEF APRIL 2013

More information

DISTRICT EXPRESS LANES ANNUAL REPORT FISCAL YEAR 2017 JULY 1, 2016 JUNE 30, FloridaExpressLanes.com

DISTRICT EXPRESS LANES ANNUAL REPORT FISCAL YEAR 2017 JULY 1, 2016 JUNE 30, FloridaExpressLanes.com DISTRICT EXPRESS LANES ANNUAL REPORT FISCAL YEAR 2017 JULY 1, 2016 JUNE 30, 2017 FloridaExpressLanes.com This page intentionally left blank. TABLE OF CONTENTS List of Figures... ii List of Tables.... ii

More information

Saighton Camp, Chester. Technical Note: Impact of Boughton Heath S278 Works upon the operation of the Local Highway Network

Saighton Camp, Chester. Technical Note: Impact of Boughton Heath S278 Works upon the operation of the Local Highway Network Technical Note: Impact of Boughton Heath S278 Works July 2013 SAIGHTON CAMP CHESTER COMMERCIAL ESTATES GROUP TECHNICAL NOTE: IMPACT OF BOUGHTON HEATH S278 WORKS UPON THE OPERATION OF THE LOCAL HIGHWAY

More information

THRESHOLD GUIDELINES FOR AVALANCHE SAFETY MEASURES

THRESHOLD GUIDELINES FOR AVALANCHE SAFETY MEASURES BRITISH COLUMBIA MINISTRY OF TRANSPORTATION & INFRASTRUCTURE AVALANCHE & WEATHER PROGRAMS THRESHOLD GUIDELINES FOR AVALANCHE SAFETY MEASURES British Columbia Ministry of Transportation & Infrastructure

More information

Sky Temporary Car Park Transport Statement

Sky Temporary Car Park Transport Statement 001 Issue 26 August 2016 This report takes into account the particular instructions and requirements of our client. It is not intended for and should not be relied upon by any third party and no responsibility

More information

This page intentionally left blank

This page intentionally left blank This page intentionally left blank Prepared for: Nevada Department of Transportation Prepared by: July 2015 This page intentionally left blank Table of Contents Executive Summary... ES-1 ES.1. HOV System

More information

Central Coast Origin-Destination Survey

Central Coast Origin-Destination Survey Central Coast Origin-Destination Survey July 2016 Central Coast Origin-Destination Survey Prepared for: Santa Barbara County Association of Governments San Luis Obispo Council of Governments Ventura County

More information

London Borough of Barnet Traffic & Development Design Team

London Borough of Barnet Traffic & Development Design Team London Borough of Barnet Traffic & Development Design Team AERODROME ROAD PEDESTRIAN FACILITY AND BUS STOP INTRODUCTION FEASIBILITY REPORT Job Number: 60668 Doc Ref: S106/12-13/60668 Author: Manoj Kalair

More information

STUDY DESCRIPTION MEMORANDUM. DATE April 20, 2011

STUDY DESCRIPTION MEMORANDUM. DATE April 20, 2011 DATE April 0, 0 TO FROM RE MEMORANDUM Congestion Management Program Files Ariel Godwin, CMP Manager Boston Region MPO Staff Limited-Access Highway Counts and Traffic Volumes, Summer 00 This memorandum

More information

Proposed Bicycle Lanes on Yonge Street from Queens Quay to Front Street

Proposed Bicycle Lanes on Yonge Street from Queens Quay to Front Street STAFF REPORT ACTION REQUIRED Proposed Bicycle Lanes on Yonge Street from Queens Quay to Front Street Date: March 12, 2007 To: From: Toronto and East York Community Council Director, Transportation Infrastructure

More information

A. From I-68 in Monongalia County, West Virginia to SR 6119 in Fayette County, Pennsylvania 1

A. From I-68 in Monongalia County, West Virginia to SR 6119 in Fayette County, Pennsylvania 1 Mon-Fayette Transportation Project A. From I-68 in Monongalia County, West Virginia to SR 6119 in Fayette County, Pennsylvania 1 The Mon/Fayette Transportation Project (MFTP) from I-68 in West Virginia

More information

Transportation Improvement District (TID) Exercise New Castle County Unified Development Code

Transportation Improvement District (TID) Exercise New Castle County Unified Development Code Transportation Improvement District (TID) Exercise New Castle County Unified Development Code Churchmans Crossing TID How should New Castle County deploy Transportation Improvement Districts (TIDs)? Site

More information

Freymond Aggregates Quarry 2287 Bay Lake Road Twp. of Faraday, Hastings County

Freymond Aggregates Quarry 2287 Bay Lake Road Twp. of Faraday, Hastings County Freymond Aggregates Quarry 2287 Bay Lake Road Twp. of Faraday, Hastings County Traffic Impact Study Prepared by: Tranplan Associates PO Box 455 Lakefield, ON K0L 2H0 www.tranplan.com Prepared for: Freymond

More information

TECHNICAL MEMORANDUM. DATE: August 31, Pamela Dalcin-Walling/Dokken Engineering. Daniel Yau and Victor Baltazar/Y&C

TECHNICAL MEMORANDUM. DATE: August 31, Pamela Dalcin-Walling/Dokken Engineering. Daniel Yau and Victor Baltazar/Y&C DATE: August 31, 2017 TECHICAL MEMORADUM Y&C Transportation Consultants, Inc. 3250 Ramos Circle Sacramento, CA 95827 Phone: (916) 366-8000 Fax (916) 366-8008 TO: FROM: SUBJECT: Pamela Dalcin-Walling/Dokken

More information

Other Principle Arterials Minor Arterial Major Collector Minor Collector Local

Other Principle Arterials Minor Arterial Major Collector Minor Collector Local CHAPTER 10 TRANSPORTATION Introduction The system of public roads in East Pikeland Township is decidedly rural in character. Since the 1984, the road network has remained much the same, with the addition

More information

Washington Dulles International Airport (IAD) Aircraft Noise Contour Map Update

Washington Dulles International Airport (IAD) Aircraft Noise Contour Map Update Washington Dulles International Airport (IAD) Aircraft Noise Contour Map Update Ultimate ASV, Runway Use and Flight Tracks 4th Working Group Briefing 8/13/18 Meeting Purpose Discuss Public Workshop input

More information

Draft Concept Alternatives Analysis for the Inaugural Airport Program September 2005

Draft Concept Alternatives Analysis for the Inaugural Airport Program September 2005 Draft Concept Alternatives Analysis for the Inaugural Airport Program September 2005 Section 3 - Refinement of the Ultimate Airfield Concept Using the Base Concept identified in Section 2, IDOT re-examined

More information

CENTRAL OREGON REGIONAL TRANSIT MASTER PLAN

CENTRAL OREGON REGIONAL TRANSIT MASTER PLAN Central Oregon Regional Transit Master Plan Volume II: Surveys and Market Research CENTRAL OREGON REGIONAL TRANSIT MASTER PLAN Volume IV: Service Plan Appendices A-B July 213 Nelson\Nygaard Consulting

More information

Community Advisory Panel Meeting #

Community Advisory Panel Meeting # Community Advisory Panel Meeting # 6 02.13.19.. Agenda Welcome and Introductions Community Conversations City Council Meeting Debrief Review Citywide Tunnel Video (North Portal Only) Churchill Pedestrian

More information

Arlington County Board Meeting Project Briefing. October 20, 2015

Arlington County Board Meeting Project Briefing. October 20, 2015 Arlington County Board Meeting Project Briefing October 20, 2015 Project Map 2 Project Context Only Interstate in the Country limited to HOV only traffic during rush hours Stoplight at the end of I-66

More information

Yonge Street / Highway 401 Improvements Update. Public Works and Infrastructure Committee. General Manager, Transportation Services

Yonge Street / Highway 401 Improvements Update. Public Works and Infrastructure Committee. General Manager, Transportation Services PW9.7 STAFF REPORT ACTION REQUIRED Yonge Street / Highway 401 Improvements Update Date: October 26, 2015 To: From: Wards: Reference Number: Public Works and Infrastructure Committee General Manager, Transportation

More information

Section 106 Update Memo #1 Attachment D. Traffic Diversion & APE Expansion Methodology & Maps

Section 106 Update Memo #1 Attachment D. Traffic Diversion & APE Expansion Methodology & Maps Section 106 Update Memo #1 Attachment D Traffic Diversion & APE Expansion Methodology & Maps I-65/I-70 North Split Interchange Reconstruction Project (Des. Nos. 1592385 & 1600808) Traffic Diversion and

More information

Provincial Railway Technical Standards

Provincial Railway Technical Standards GENERAL: INDEX: The standards and requirements listed in this document are intended for use on provincially regulated railway public grade crossings. These standards are considered the minimum requirements

More information

CHAPTER 4: ALTERNATIVES

CHAPTER 4: ALTERNATIVES MSP Long Term Comprehensive Plan Update Metropolitan Airports Commission 4.1 INTRODUCTION CHAPTER 4: ALTERNATIVES Several alternatives were developed and evaluated based on their capability to meet the

More information

PREFACE. Service frequency; Hours of service; Service coverage; Passenger loading; Reliability, and Transit vs. auto travel time.

PREFACE. Service frequency; Hours of service; Service coverage; Passenger loading; Reliability, and Transit vs. auto travel time. PREFACE The Florida Department of Transportation (FDOT) has embarked upon a statewide evaluation of transit system performance. The outcome of this evaluation is a benchmark of transit performance that

More information

This section evaluates the projected traffic operations and circulation impacts associated with the proposed upgrade and expansion of the LWRP.

This section evaluates the projected traffic operations and circulation impacts associated with the proposed upgrade and expansion of the LWRP. 4.5 TRAFFIC AND CIRCULATION This section evaluates the projected traffic operations and circulation impacts associated with the proposed upgrade and expansion of the LWRP. 4.5.1 Environmental Setting Existing

More information

Research Report Agreement T4118, Task 24 HOV Action Plan HOV ACTION PLAN

Research Report Agreement T4118, Task 24 HOV Action Plan HOV ACTION PLAN Research Report Agreement T4118, Task 24 HOV Action Plan HOV ACTION PLAN by John M. Ishimaru Senior Research Engineer Duane Wright Systems Analyst Programmer Mark E. Hallenbeck Director Jaime Kang Research

More information

Toronto 2015 Pan Am/Parapan Am Games Temporary Traffic By-law Amendments for High Occupancy Vehicle Lanes (Supplementary Report)

Toronto 2015 Pan Am/Parapan Am Games Temporary Traffic By-law Amendments for High Occupancy Vehicle Lanes (Supplementary Report) STAFF REPORT ACTION REQUIRED Toronto 2015 Pan Am/Parapan Am Games Temporary Traffic By-law Amendments for High Occupancy Vehicle Lanes (Supplementary Report) Date: March 25, 2015 To: From: Wards: Reference

More information

McLean Citizens Association Transportation Committee Project Briefing

McLean Citizens Association Transportation Committee Project Briefing McLean Citizens Association Transportation Committee Project Briefing November 10, 2015 Project Map 2 Project Context Only Interstate in the Country limited to HOV only traffic during rush hours Stoplight

More information

What We ve Learned About Highway Congestion

What We ve Learned About Highway Congestion What We ve Learned About Highway Congestion BY PRAVIN VARAIYA THERE ARE 26,000 SENSORS buried under the pavements of California freeways. Every thirty seconds, those sensors send data to our computers

More information

MEMORANDUM. for HOV Monitoring on I-93 North and the Southeast Expressway, Boston Region MPO, November, 2011.

MEMORANDUM. for HOV Monitoring on I-93 North and the Southeast Expressway, Boston Region MPO, November, 2011. MEMORANDUM Date: January 12, 2012 To: Congestion Management Process Files From: Seth Asante, Ryan Hicks, and Efi Pagitsas MPO Staff Re: Historical Trends: Travel Times and Vehicle Occupancy Levels for

More information

12, 14 and 16 York Street - Amendments to Section 16 Agreement and Road Closure Authorization

12, 14 and 16 York Street - Amendments to Section 16 Agreement and Road Closure Authorization REPORT FOR ACTION 12, 14 and 16 York Street - Amendments to Section 16 Agreement and Road Closure Authorization Date: April 27, 2018 To: Toronto and East York Community Council From: Senior Strategic Director,

More information

Westover Metropolitan Airport Master Plan Update

Westover Metropolitan Airport Master Plan Update Westover Metropolitan Airport Master Plan Update June 2008 INTRODUCTION Westover Metropolitan Airport (CEF) comprises the civilian portion of a joint-use facility located in Chicopee, Massachusetts. The

More information

November 11, 2009 BY . Planning and Growth Management Department 110 Laurier Avenue West, 4 th Floor Ottawa, Ontario K1P 1J1. Dear Mr.

November 11, 2009 BY  . Planning and Growth Management Department 110 Laurier Avenue West, 4 th Floor Ottawa, Ontario K1P 1J1. Dear Mr. November 11, 2009 Planning and Growth Management Department 110 Laurier Avenue West, 4 th Floor Ottawa, Ontario K1P 1J1 BY E-MAIL Attention: Mr. Don Herweyer Dear Mr. Herweyer: Reference: Abbott-Fernbank

More information

INTERSTATE 395 EXPRESS LANES NORTHERN EXTENSION TRAFFIC & TRANSPORTATION TECHNICAL REPORT SEPTEMBER 2016

INTERSTATE 395 EXPRESS LANES NORTHERN EXTENSION TRAFFIC & TRANSPORTATION TECHNICAL REPORT SEPTEMBER 2016 INTERSTATE 395 EXPRESS LANES NORTHERN EXTENSION TRAFFIC & TRANSPORTATION TECHNICAL REPORT SEPTEMBER 2016 INTERSTATE 395 EXPRESS LANES NORTHERN EXTENSION Traffic and Transportation Technical Report City

More information

Watts St westbound thru

Watts St westbound thru Executive Summary At the request of the Hudson Square Business Improvement District, Sam Schwartz Engineering, DPC (Sam Schwartz) has completed a technical analysis of various congestion pricing and/or

More information

CUMULATIVE GROWTH INDUCEMENT STUDY for the Highway 1 Corridor

CUMULATIVE GROWTH INDUCEMENT STUDY for the Highway 1 Corridor CUMULATIVE GROWTH INDUCEMENT STUDY for the Highway 1 Corridor From San Andreas-Larkin Valley Roads to Morrissey Boulevard 05-SCR-1, PM R733 (KP 11.79) 7.6 to PM 16.13 (KP 25.96) Santa Cruz County, California

More information

METROBUS SERVICE GUIDELINES

METROBUS SERVICE GUIDELINES METROBUS SERVICE GUIDELINES In the late 1990's when stabilization of bus service was accomplished between WMATA and the local jurisdictional bus systems, the need for service planning processes and procedures

More information

3 Level of Service Results: Freeways and Arterials

3 Level of Service Results: Freeways and Arterials 3 Level of Service Results: Freeways and Arterials This section presents a summary of LOS results for the freeways, ramps and arterials (Tier 1 and Tier 2 CMP network). In general, the number of congested

More information

STAFF REPORT. Airport Land Use Plan Consistency Review: Santa Barbara Airport Master Plan. MEETING DATE: November 19, 2015 AGENDA ITEM: 7D

STAFF REPORT. Airport Land Use Plan Consistency Review: Santa Barbara Airport Master Plan. MEETING DATE: November 19, 2015 AGENDA ITEM: 7D STAFF REPORT SUBJECT: Airport Land Use Plan Consistency Review: Santa Barbara Airport Master Plan MEETING DATE: AGENDA ITEM: 7D STAFF CONTACT: Peter Imhof, Andrew Orfila RECOMMENDATION: Adopt findings

More information

Metro ExpressLanes April 5, 2011 Community Meeting re: Adams Blvd Improvements

Metro ExpressLanes April 5, 2011 Community Meeting re: Adams Blvd Improvements Metro ExpressLanes April 5, 2011 Community Meeting re: Adams Blvd Improvements Jan Perry Councilwoman, District 9 Welcome Remarks Arthur T. Leahy Chief Executive Officer, Metro Metro ExpressLanes Overview

More information