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HomeMy WebLinkAboutFOOTHILLS MALL REDEVELOPMENT - MJA130006 - AGENDA - (23)FOOTHILLS MALL REDEVELOPMENT TRAFFIC IMPACT ANALYSIS Prepared for: Mr. Bryan McFarland Walton Foothills Holdings VI, LLC 5750 DTC Parkway, Suite 210 Greenwood Village, CO 80111 (303) 771-4004 Prepared by: Felsburg Holt & Ullevig 6300 South Syracuse Way, Suite 600 Centennial, CO 80111 (303) 721-1440 Project Manager: Chris Fasching, PE, PTOE Project Engineer: Jeremy Hahn, PE, PTOE FHU Reference No. 12-136-01 December 2013 Foothills Mall Redevelopment Traffic Impact Analysis TABLE OF CONTENTS Page I. INTRODUCTION -------------------------------------------------------------------------------------------- 1 II. EXISTING CONDITIONS --------------------------------------------------------------------------------- 4 A. Existing Roadway Network --------------------------------------------------------------------- 4 B. Multi-Modal Network ------------------------------------------------------------------------------ 5 C. Traffic Volumes ------------------------------------------------------------------------------------ 7 D. Traffic Operations --------------------------------------------------------------------------------- 7 E. Pedestrain Operations --------------------------------------------------------------------------- 9 F. Bicycle Operations ------------------------------------------------------------------------------- 11 III. BACKGROUND TRAFFIC ------------------------------------------------------------------------------ 12 A. Volume Projections ------------------------------------------------------------------------------ 12 B. Study Area Roadway Network Improvements -------------------------------------------- 12 C. Traffic Operations -------------------------------------------------------------------------------- 15 IV. PROPOSED PROJECT ---------------------------------------------------------------------------------- 17 A. Land Use ------------------------------------------------------------------------------------------- 17 B. Trip Generation ----------------------------------------------------------------------------------- 17 C. Existing Mall Trip Generation Comparison ------------------------------------------------- 18 D. Trip Distribution ----------------------------------------------------------------------------------- 19 V. PROJECT IMPACTS ------------------------------------------------------------------------------------- 23 A. Traffic Volumes ----------------------------------------------------------------------------------- 23 B. Signal Warrant Evaluation --------------------------------------------------------------------- 23 C. Traffic Operations -------------------------------------------------------------------------------- 26 D. Multi-Modal Improvements --------------------------------------------------------------------- 28 E. Recommended Laneage ----------------------------------------------------------------------- 30 F. Development Phasing --------------------------------------------------------------------------- 30 VI. SUMMARY AND RECOMMENDATIONS ----------------------------------------------------------- 31 APPENDIX A EXISTING TRAFFIC COUNTS APPENDIX B EXISTING CONDITION OPERATIONAL ANALYSIS WORKSHEETS APPENDIX C BACKGROUND TRAFFIC OPERATIONAL ANALYSIS WORKSHEETS APPENDIX D TOTAL TRAFFIC OPERATIONAL ANALYSIS WORKSHEETS APPENDIX E PEDESTRIAN IMPROVEMENT PLAN Foothills Mall Redevelopment Traffic Impact Analysis LIST OF FIGURES Page Figure 1. Vicinity Map ----------------------------------------------------------------------------------------- 2 Figure 2. Site Plan --------------------------------------------------------------------------------------------- 3 Figure 3. Existing Multi-Modal Facilities ------------------------------------------------------------------ 6 Figure 4. Existing Traffic Volumes ------------------------------------------------------------------------- 8 Figure 5. Existing Traffic Lane Configuration and Levels of Service ----------------------------- 10 Figure 6. Short Term Background Traffic Volumes --------------------------------------------------- 13 Figure 7. Long Term Background Traffic Volumes --------------------------------------------------- 14 Figure 8. Long Term Background Traffic Lane Configuration and Levels of Service -------- 16 Figure 9. Site Traffic Distribution -------------------------------------------------------------------------- 21 Figure 10. Site Traffic Volumes ----------------------------------------------------------------------------- 22 Figure 11. Short Term Total Traffic Volumes ------------------------------------------------------------ 24 Figure 12. Long Term Total Traffic Volumes ------------------------------------------------------------ 25 Figure 13. Short Term Total Traffic Lane Configuration and Levels of Service ----------------- 27 Figure 14. Long Term Total Traffic Lane Configuration and Levels of Service ----------------- 29 LIST OF TABLES Table 1. Study Area Pedestrian LOS Summary ------------------------------------------------------- 9 Table 2. Trip Generation Characteristics --------------------------------------------------------------- 17 Table 3. Existing Trip Generation Comparison ------------------------------------------------------- 19 Table 4. Proposed Trip Generation Comparison ----------------------------------------------------- 19 Foothills Mall Redevelopment Traffic Impact Analysis Page 1 I. INTRODUCTION Walton Foothills Holdings VI, LLC is proposing to redevelop the existing Foothills Mall development north and east of the Monroe Drive / College Avenue (State Highway 287) intersection. The site is located north of Monroe Drive, east of College Avenue, west of Stanford Road and south of Swallow Road in Fort Collins, Colorado. The site is currently occupied by the existing mall complex, which contains approximately 750,000 square feet (SF) of retail uses, a portion of which is vacant. The proposed development is currently zoned CG (General Commercial District) per City of Fort Collins zoning standards. Figure 1 shows the site’s location in relation to major roadways in the area. As part of the proposed project, the existing mall would be remodeled, while each of the out- parcel buildings would be demolished and replaced with new retail development. Multi-family apartments would also be added along the north and east boundaries of the property. Once complete, the overall site is planned to include a total of 615,480 square feet of retail development, a 1,884 seat multiplex movie theater and up to 800 apartments. The development would utilize the existing access scheme currently serving the mall complex. Full movement access points would be maintained on College Avenue, Monroe Drive, Swallow Road and Stanford Road. Figure 2 shows the site plan and the location of the proposed accesses. The purpose of this study is to assess the traffic vehicular and multi-modal impacts on the adjacent roadways related to the proposed development and to identify roadway improvements needed to accommodate trips generated by the proposed redevelopment. This report includes information on existing traffic conditions, vehicle-trips associated with the planned development, and total traffic volume projections. Two future planning horizons were evaluated for the site:  Short Term Future. The 2015 time period was chosen to determine what impact the proposed development site traffic has on traffic conditions upon opening day of the development.  Long Term Future. A long term (year 2035) planning horizon was evaluated for the site. This planning horizon is consistent with the long range traffic forecasting within the City of Fort Collins. Vicinity Map Figure 1 Foothills Mall Redevelopment Fort Collins NOV UPDATE, 12-136-01, 11/25/13 NORTH FELSBURG HOL T & ULLEVIG J o h n F . K e n n e d y P k w y . B o a r d w a l k D r . M a n h a t t a n A v e . L e m a y A v e . Stover St. Site Plan Figure 2 Foothills Mall Redevelopment Fort Collins NOV UPDATE, 12-136-01, 11/25/13 NORTH FELSBURG HOL T & ULLEVIG Foothills Mall Redevelopment Traffic Impact Analysis Page 4 II. EXISTING CONDITIONS A. Existing Roadway Network College Avenue (State Highway 287) College Avenue is a north-south arterial roadway within the vicinity of the project. This regional facility serves communities along the northern front range, providing access between major metropolitan areas. According to the State of Colorado, State Highway Access Category Assignment Schedule, College Avenue is classified as an NR-B (Non-Rural Arterial) within the study area. A non-rural arterial provides for moderate capacity and vehicular speed in a safe and efficient manner. Directly adjacent to the project site, the cross section consists of a six- lane median-divided urban roadway with curb / gutter and sidewalks. The posted speed limit on College Avenue is 40 miles per hour (mph). Horsetooth Road Horsetooth Road is an east-west arterial which provides access from Taft Hill Road on the west to Zegler Road on the east. Within the study area, the corridor consists of a four-lane median- divided cross section with curb / gutter and sidewalks along both sides of the roadway. The posted speed limit is 35 mph. Swallow Road Swallow Road is a two-lane collector roadway, which provides access between surrounding residential development and the College Avenue corridor. Adjacent to the proposed development, Swallow Road consists of a two-lane urban cross section with a painted center median used as a two-way left-turn lane. The posted speed limit on Swallow Road is 30 mph. Stanford Road Stanford Road is a two-lane collector roadway, providing direct access from the existing mall to the Swallow Road and Horsetooth Road corridors. Adjacent to the proposed development, Stanford Road consists of a two-lane urban cross section with bulb outs for on-street parking. The posted speed limit on Stanford Road is 25 mph. Foothills Parkway Foothills Parkway, a public roadway, serves as the main entrance from College Avenue to the existing mall complex. A traffic signal is located at the full movement access point separating the north and south sections of the mall. From the full movement access west to College Avenue, Foothills Parkway consists of a six-lane cross section with a raised center median. Foothills Mall Redevelopment Traffic Impact Analysis Page 5 Monroe Drive Monroe Drive is an east-west collector roadway separating the existing mall on the north, and office / commercial development on the south. West of JFK Parkway, Monroe Drive consists of a four-lane cross section with a center two-way left-turn lane and head-in on-street parking on the east side of the corridor. The Monroe Drive corridor provides for direct access from the various commercial / office developments at several locations. B. Multi-Modal Network The following paragraphs describe features of the multi-modal transportation network within the study area and Figure 3 summarizes the multi-modal network features. Bike Lanes On-street bike lanes are provided along both Swallow Road and Stanford Road throughout the study area. According to the 2008 Bicycle Plan, City of Fort Collins, 2008, both Swallow Road and Stanford Road would be considered priority bikeways. A priority bikeway establishes direct and convenient bicycle access to significant destinations within the City, in this case the Foothills Mall. Also, the 2008 Bike Plan shows that the College Avenue corridor is considered a no-ride zone. Sidewalks Sidewalks are present along the majority of the study area roadways. On College Avenue, gaps in the sidewalk network exist along both the northbound and southbound directions between Swallow Road and Monroe Drive. Of note, sidewalk is present on the west side of College Avenue along the adjacent Frontage Road. The north side of Monroe Drive lacks sidewalk connectivity, with the exception of approaches at the JFK Parkway and Stanford Road approaches. Small gaps in sidewalk are also present on Horsetooth Road and Stanford Road in the southwest quadrant of the study area. Signalized Pedestrian Crossings At each signalized intersection, crosswalks, man/hand pedestrian signal heads and push button pedestrian activation are provided. At the Foothills Parkway / College Avenue intersection, pedestrians are prohibited from crossing east / west on the north approach due in part to the existing signal phasing scheme and lack of sidewalks / curb ramps in the northwest quadrant of the intersection. Also, crosswalks are not provided on the west approach of the College Avenue / Monroe Drive intersection. Bus Transit Within the study area there are seven bus stops and one bus transfer facility surrounding the proposed development. The bus stops / transfer locations serve a total of five separate bus routes providing access from the mall to the vast majority of the City of Fort Collins metropolitan area. Existing Multi-Modal Facilities Figure 3 Foothills Mall Redevelopment Fort Collins NOV UPDATE, 12-136-01, 11/26/13 NORTH FELSBURG HOL T & ULLEVIG Del Clair Rd. Stanford Rd. Stover St. College Ave. College Ave. BNSF RR Monroe Dr. Landings St. Foothills Pkwy. Horsetooth Rd. John F. Kennedy Pkwy. Swallow Rd. PROJECT SITE hills T = Bike Lane = Sidewalk = Crosswalk = Pedestrian Signal Head = Pedestrian Crossing Push-Button = Bus Stop = Mall Transfer Point LEGEND T BS BS BS BS BS BS BS BS Foothills Mall Redevelopment Traffic Impact Analysis Page 7 C. Traffic Volumes Traffic volumes were obtained from two sources. Historical weekday PM peak hour counts at each signalized intersection were obtained from the City of Fort Collins database. The afternoon peak hour volumes were recorded on various weekdays during year 2011. Weekday PM peak hour and Saturday peak counts at the remaining unsignalized study intersections were recorded on Saturday September 8, 2012 and Tuesday September 11, 2012 which represented an average commuter day with nearby schools in session. Weekday traffic counts were collected in 15-minute intervals during 4:30 PM to 5:30 PM to match the peak hours for the historical City of Fort Collins counts. The historical counts were then calibrated based on the September 2012 data in order to balance volumes along roadway corridors with closely spaced intersections. Saturday peak hour counts were obtained from 1:30 PM to 2:30 PM. The Saturday peak hour was determined using recent Saturday / Sunday daily tube counts collected along College Avenue. Based on the traffic count data, traffic patterns gravitate to the south and west during the weekday afternoon peak, and are relatively balanced during the Saturday peak. Peak hour counts show College Avenue carries approximately 4,000 vehicles per hour (vph) during the weekday afternoon peak and 3,700 vph during the Saturday peak hour in both directions just south of Foothills Parkway. On Swallow Road, two-way traffic accounts for roughly 760 vph during the afternoon peak and 580 vph during the Saturday peak just east of College Avenue. Figure 4 shows the existing traffic volumes and the traffic count data can be found in Appendix A. D. Traffic Operations Existing operational conditions were analyzed at each of the study intersections near the project site. The analysis is based on procedures documented in the Highway Capacity Manual 2010, (Transportation Research Board, Fifth Edition, 2010). This analysis procedure provides a level of service (LOS) which is a qualitative measure based on the average delay per vehicle at a controlled intersection. Levels of service are described by a letter ranging from “A” to “F”. LOS A represents minimal delay, while LOS F represents excessive congestion and delay. The signalized intersection analysis report a level of service rating for the entire intersection while the unsignalized analysis reports a movement level of service. The Synchro traffic analysis software was used to develop the LOS calculations. Also, the current traffic signal timing data for each intersection, obtained from the City Fort Collins, was utilized in the analysis. The College Avenue / Swallow Road, College Avenue / Foothills Parkway, and Foothills Parkway / Mall Entrance signalized intersections operate at an acceptable LOS B or better during the weekday PM and Saturday peak hours. The College Avenue / Horsetooth Road signalized intersection operates at an acceptable LOS D during the PM and Saturday peak hours. Of note, during the weekday PM peak hour multiple intersection approaches operate at capacity (LOS E) while the overall intersection nears the capacity threshold. Existing Traffic Volumes Figure 4 Foothills Mall Redevelopment Fort Collins NOV UPDATE, 12-136-01, 11/26/13 NORTH FELSBURG HOL T & ULLEVIG = PM(SAT) Peak Hour Traffic Volumes = Weekday[SAT] Daily Traffic Volumes XXX(XXX) XXX[XXX] LEGEND Del Clair Rd. Stanford Rd. Stover St. College Ave. College Ave. BNSF RR Monroe Dr. Landings St. Foothills Pkwy. Horsetooth Rd. John F. Kennedy Pkwy. Swallow Rd. PROJECT SITE 1 2 3 4 5 6 7 8 9 12 13 14 15 16 1 2 4 5 6 7 8 9 16 15 3 14 13 12 155(120) 30(90) 230(80) 25(60) 30(120) 35(90) 40(60) 1995(1705) 200(90) 45(70) 1850(1675) 115(80) 75(155) 15(15) 135(180) 15(25) 10(20) 40(20) 25(30) 2060(1650) 135(195) 30(35) Foothills Mall Redevelopment Traffic Impact Analysis Page 9 The Horsetooth Road / JFK Parkway and Horsetooth Road / Stanford Road signalized intersections operate at LOS C or better during the weekday PM and Saturday peak periods. Each individual movement at the unsignalized study intersections operate with acceptable LOS C or better. In addition, the two all-way stop intersections operate at LOS A during both the weekday PM and Saturday peak periods. Figure 5 shows the existing lane geometry and levels of service. Operational analysis worksheets for the existing conditions can be found in Appendix B. E. Pedestrain Operations The existing operational conditions of the pedestrian facilities within the study area were analyzed based on the standards in the Fort Collins Pedestrian Plan, February 2011. The Pedestrian Plan identifies five evaluation categories; directness, continuity, street crossings, visual interest and security, and LOS standard thresholds (page 38-41 of plan) for each category. The LOS thresholds are then compared to minimum acceptable standards for a given pedestrian priority area. In this case, the activity center / corridor priority area was used to develop the LOS standard for the study area. Similar to vehicular level-of-service, LOS A represents optimal conditions while LOS F represents poor compliance with the given standard. Table 1 summarizes the results of the pedestrian LOS analysis. Table 1. Study Area Pedestrian LOS Summary Evaluation Category LOS LOS A B C D E F Standard Directness B Continuity B Street Crossings C Visual Interest B Security B The results of the analysis show that two evaluation categories (street crossings and security) meet the LOS standard for an activity center / corridor. Each signalized street crossing is well marked, provides good lighting, has man/ hand pedestrian signal heads and push button activation. The surrounding roadway corridors provide good lines of sight, and overhead street lights, which enhance the sense of security. The gaps in sidewalks on the roadway corridors surrounding the proposed development impact the continuity and directness of pedestrian routes, in particular to / from the existing mall complex to the surrounding residential and commercial uses. Pedestrian features on portions of the study area roadways have not been improved since originally constructed, leading to a lower visual interest as compared to newer, more pedestrian friendly, locations within the City of Fort Collins. Existing Traffic Lane Configuration and Levels of Service Figure 5 Foothills Mall Redevelopment Fort Collins NOV UPDATE, 12-136-01, 11/26/13 NORTH FELSBURG HOL T & ULLEVIG Del Clair Rd. Stanford Rd. Stover St. College Ave. College Ave. BNSF RR Monroe Dr. Landings St. Foothills Pkwy. Horsetooth Rd. John F. Kennedy Pkwy. Swallow Rd. PROJECT SITE a/a A/A B/B A/A c/a a/a a/a c/b c/b a/a a/a a/a b/b a/a D/D C/C C/B B/B B/B A/B 1 2 3 4 5 6 7 8 9 12 13 14 15 16 1 2 4 5 6 7 8 9 16 15 3 14 13 12 B/B = PM/SAT Peak Hour Signalized Intersection Level of Service = PM/SAT Peak Hour Unsignalized Intersection Level of Service = Stop Sign = All-Way Stop = Traffic Signal LEGEND X/X Foothills Mall Redevelopment Traffic Impact Analysis Page 11 F. Bicycle Operations The existing operational conditions of the bicycles lanes along the study area roadways were analyzed based on the standards in the 2008 Bicycle Plan – City of Fort Collins, October 2008. The Bicycle LOS standards, per documentation in Appendix H, are based on the connectivity between the site and each existing bicycle facility. The LOS thresholds are compared to minimum acceptable standards for a given area, in this case a community / neighborhood commercial center. Per the criteria, LOS A shows a direct connection exists between the site and both a north / south and east / west on-street bike lane. A LOS F designation shows no connection in either direction between the site and surrounding bicycle facilities. As stated previously, bicycle lanes are provided along both sides of Swallow Road (east/west) and Stanford Road (north/south). The existing site is directly connected to on-street bike lanes on Stanford Road (adjacent to property). The site is also directly connected to the Swallow Road on-street bike lanes via sidewalk along Foothills Parkway (Mathews Street) and Remington Street, and the Stanford Road bike lanes. Based on Figure 3 of the Bicycle LOS Standards, the site provides LOS A connectivity between the site and the existing facilities. Of note, the minimum acceptable standard for a community / neighborhood commercial center is LOS B. Foothills Mall Redevelopment Traffic Impact Analysis Page 12 III. BACKGROUND TRAFFIC A. Volume Projections Background traffic is the component of traffic volume on the local street network that is not related to the proposed development. The background traffic volumes for the area surrounding the project were developed by current long term projections along the study area corridor and discussions with City of Fort Collins staff. The first step in developing background traffic projections was to estimate the amount of growth anticipated for the surrounding area. The immediate area surrounding the proposed site contains a mix of residential, commercial and office uses. The vast majority of the surrounding area is build-out, with little opportunity for new development to be constructed. Therefore, it is not anticipated that traffic conditions within the built up areas will experience significant growth in the coming years. However, regional traffic is expected to increase as areas external to the site experience continued growth. To account for the expected growth in traffic, through volumes on College Avenue and Horsetooth Road were increased using a conservative 1.5% per year growth rate. The 1.5% growth rate equates to a 5% increase in short term (year 2015) through traffic and a 41% increase in long term (year 2035) through traffic along the arterial roadways within the study area. Next, traffic currently using the mall was removed from the system. Although a portion of the users will remain once redevelopment is complete, these retail uses do not generate the same intensity of traffic that would be expected in a thriving commercial development (see Section IV). To determine the true impact of the proposed development, traffic generated by the existing uses were removed from the system. Peak period traffic counts were obtained at each entrance / exit point to the mall and using existing travel patterns as a base, the current peak period mall traffic was reduced from the study area intersections / roadways. After applying the base 1.5% increases in regional traffic, and removing existing mall traffic, individual movements at the study intersections were then calibrated and balanced between closely spaced intersections to arrive at the background traffic scenario. Figure 6 and Figure 7 respectively illustrate the short term and long term background traffic volumes. B. Study Area Roadway Network Improvements Discussions were held with the City and CDOT officials to determine what improvements are planned to be implemented within the study area by the year 2035. Through discussions, the City has completed preliminary work on improvements to the Horsetooth Road / College Avenue include dual northbound and southbound left-turn lanes. It is anticipated that those improvements would be implemented after build-out of Foothills Mall. For purposes of this report, the intersection improvements were included in the short term total traffic (build-out) analysis. Short-Term Background Traffic Volumes Figure 6 Foothills Mall Redevelopment Fort Collins OCT UPDATE, 12-136-01, 10/11/13 NORTH FELSBURG HOL T & ULLEVIG XXX(XXX) = PM(SAT) Peak Hour Traffic Volumes LEGEND Del Clair Rd. Stanford Rd. Stover St. College Ave. College Ave. BNSF RR Monroe Dr. Landings St. Horsetooth Rd. John F. Kennedy Pkwy. Swallow Rd. PROJECT SITE 1 2 4 5 6 7 8 9 12 13 14 16 1 2 4 5 6 7 8 9 16 3 14 13 12 105(70) 10(60) 230(80) 25(60) 5(80) 30(75) 40(60) 1980(1615) 115(70) 40(55) 1575(1570) 110(65) 15(25) 40(20) 25(30) 2125(1745) 30(35) 1710(1670) 100(65) 25(10) 10(50) 45(65) 15(15) 60(70) 30(40) 2140(1690) 5(35) Long-Term Background Traffic Volumes Figure 7 Foothills Mall Redevelopment Fort Collins NOV UPDATE, 12-136-01, 11/26/13 NORTH FELSBURG HOL T & ULLEVIG XXX(XXX) = PM(SAT) Peak Hour Traffic Volumes LEGEND Del Clair Rd. Stanford Rd. Stover St. College Ave. College Ave. BNSF RR Monroe Dr. Landings St. Horsetooth Rd. John F. Kennedy Pkwy. Swallow Rd. PROJECT SITE 1 2 4 5 6 7 8 9 12 13 14 16 1 2 4 5 6 7 8 9 16 3 14 13 12 105(70) 10(60) 230(80) 25(60) 5(80) 30(75) 40(60) 2450(2165) 115(70) 40(55) 2115(2110) 110(65) 15(25) 40(20) 25(30) 2850(2345) 30(35) 2295(2245) 100(65) 25(10) 10(50) 45(65) 15(15) 60(70) 30(40) 2870(2265) 5(35) Foothills Mall Redevelopment Traffic Impact Analysis Page 15 C. Traffic Operations The same LOS traffic analysis procedures were applied to the long term background volumes. As stated previously, the long term background traffic volumes assume removal of the existing mall complex, associated peak period traffic and direct access points from the transportation network. Most individual movements at the study area unsignalized intersections would operate at LOS C or better during the peak hours. The exception would be the eastbound movement at the Foothills Parkway / College Avenue intersection which would operate at capacity or worse. This intersection was assumed to be unsignalized, as the minor street volumes would not be high enough to warrant installation of a traffic signal when the existing Foothills Mall traffic is removed. The College Avenue / Horsetooth intersection would operate at capacity (LOS E) during both the AM and PM peak hours. Several individual movements would operate with significant delay, with peak period queues extending well back into adjacent signalized intersections. Additional improvements would be necessary for the intersection to operate with an acceptable level of service in future years. Each of the remaining study area intersections would operate with an acceptable level of service during the peak hours of operation in the long term horizon. Appendix C contains background operational analysis worksheets and the results of the capacity analysis for the long term background traffic scenario is shown in Figure 8. Long-Term Background Traffic Lane Configuration and Levels of Service Figure 8 Foothills Mall Redevelopment Fort Collins NOV UPDATE, 12-136-01, 11/26/13 NORTH FELSBURG HOL T & ULLEVIG Del Clair Rd. Stanford Rd. Stover St. College Ave. College Ave. BNSF RR Monroe Dr. Landings St. Horsetooth Rd. John F. Kennedy Pkwy. Swallow Rd. PROJECT SITE f/e c/b c/b a/a A/A B/A A/A b/b a/a a/a c/b c/b a/a a/a a/a a/a a/a E/E A/A B/A A/A C/B 1 2 3 4 5 6 7 8 9 12 13 14 16 1 2 4 5 6 7 8 9 16 3 14 13 12 = PM/SAT Peak Hour Signalized Intersection Level of Service = PM/SAT Peak Hour Unsignalized Intersection Level of Service = Stop Sign = All-Way Stop = Traffic Signal LEGEND X/X Foothills Mall Redevelopment Traffic Impact Analysis Page 17 IV. PROPOSED PROJECT A. Land Use Walton Foothills Holdings VI, LLC is proposing to redevelop the existing Foothills Mall development. The site is currently occupied by the existing mall complex, which contains approximately 750,000 square feet (SF) of retail uses. The proposed development is currently zoned CG (General Commercial District) per City of Fort Collins zoning standards. As part of the proposed project, the existing mall would be remodeled, while each of the out- parcel buildings would be demolished and replaced with new retail development. Multi-family apartments would also be added along the north and east boundaries of the property. Once complete, the overall site is planned to include a total of 615,480 square feet of retail development, a 1,884 seat multiplex movie theater and up to 800 apartments. The proposed development would utilize the existing access scheme currently serving the mall complex. Full movement access points would be maintained on College Avenue, Monroe Drive, Swallow Road and Stanford Road. The existing right-in/right-out access point south of Foothills Parkway would also remain. B. Trip Generation Vehicle trips generated by the proposed development were estimated from trip generation rates documented in Trip Generation Manual, Institute of Transportation Engineers (ITE), Ninth Edition, 2012. Table 2 summarizes the ITE trip generation estimates used for the proposed development. Table 2. Trip Generation Characteristics Land Use Intensity ITE Code Daily Trips PM Peak Hour SAT Daily Trips SAT Peak Hour In Out Total In Out Total Apartments 800 Units 220 4,975 298 160 458 6,025 174 173 374 Multiplex Theater 1,884 Seats 445 1,570 54 97 151 1,640 122 48 170 Shopping Center 615,480 SF 820 22,130 972 1,052 2,024 29,035 1,481 1,368 2,849 Sub-Total 28,675 1,324 1,309 2,633 36,700 1,777 1,589 3,366 Inter-Connected Trips 1,980 100 100 200 3,075 105 105 210 Multi-Modal Reduction (3%) 800 37 36 73 1,010 50 45 95 Total External Trips 25,890 1,187 1,173 2,360 32,615 1,622 1,439 3,061 Pass-By Trips (20%) 5,180 237 235 472 6,525 324 288 612 Foothills Mall Redevelopment Traffic Impact Analysis Page 18 Given the proposed mix of residential and commercial uses within the project site, it is reasonable to assume that a small portion of vehicular trips made by the proposed development would be captured on-site. For instance, some trips would be made by residents to the commercial properties on the site. These types of trips are defined as inter-connected or internal trips because they would not be made using vehicles, and therefore would not impact the external road system. Internal capture percentages were based on information contained in the ITE Trip Generation Handbook, 2nd Edition. A reduction in vehicle trip potential was also applied to for alternative modes of transportation. The multi-modal reduction of 3% accounts for trips made to the site via walking, biking or using the proposed bus transit stop located within the project limits. After applying the inter-connected and multi-modal trip reductions, the proposed development is expected to generate a total of approximately 25,890 vehicle-trips per weekday (vpd) including 2,360 vehicles per hour (vph) during the evening peak hour. On a weekend, the development is expected to generate 32,615 vpd with a peak period total of 3,061 vph. Not all of the vehicular trips produced by the site will be new trips. It was assumed that 20% of the traffic generated by the proposed site would be pass-by trips. A pass-by trip is defined as an intermediate stop on the way to the primary trip destination. As stated previously, these are not new trips being added to the roadway system but are attracted from existing traffic already on the adjacent roadway(s). These trips travel into then out of the proposed development, reducing the overall impact the proposed development has on the adjacent roadway. For instance, a stop at a gas station on the way to work is an example of a pass-by trip. Pass-by percentages were based on information contained in the ITE Trip Generation Handbook, 2nd Edition. C. Existing Mall Trip Generation Comparison A trip generation sensitivity analysis was completed for the redevelopment area to better understand the existing traffic impacts of the mall. A portion of the site is vacant, while some of the existing uses are not necessarily in a strong state of prosperity. To better understand the existing impacts, a comparison was completed between the existing uses on site and what could be generated if the uses were fully occupied and thriving. The scenario summarizes the results of the existing traffic counts at each of the site access points to the existing development. Counts were collected at the driveways currently serving the redevelopment area. Using the same procedures described previously, trip generation estimates were developed for existing retail uses to determine how much traffic the site could be generating. Table 3 summarizes the trip generation comparisons for the project site. Foothills Mall Redevelopment Traffic Impact Analysis Page 19 Table 3. Existing Trip Generation Comparison Land Use Intensity ITE Code PM Peak Hour SAT Peak Hour In Out Total In Out Total Existing Counts 750,000 SF - 735 750 1,485 945 975 1,921 Thriving Uses 750,000 SF 820 1,202 1,252 2,454 1,651 1,524 3,175 Difference -467 -502 -969 -705 -549 -1,254 The results of the analysis show that the existing site is generating far less traffic than could be expected if the mall complex was fully leased and operating under a thriving economy. Although a portion of the users will remain once redevelopment is complete, these retail uses do not generate the same intensity of traffic that would be expected in a thriving commercial development. To remain conservative, the proposed development trip generation assumes that all uses will be thriving. The existing thriving uses were also compared to the proposed trip generation to determine overall change in trip making potential once the site is redeveloped. Table 4 summarizes the trip generation comparisons between the proposed trip generation and an existing thriving Foothills Mall. Table 4. Proposed Trip Generation Comparison Land Use Daily Trips PM Peak Hour SAT Daily Trips SAT Peak Hour In Out Total In Out Total Proposed Development 25,890 1,187 1,173 2,360 32,615 1,622 1,439 3,061 Existing Uses If Thriving 25,165 1,202 1,252 2,454 32,885 1,651 1,524 3,175 Difference 725 -15 -79 -94 -270 -29 -85 -114 The comparison shows that the proposed redevelopment would generate more daily traffic on a weekday as compared to the existing complex. In addition, weekday peak hour traffic and Saturday daily / peak hour traffic would slightly decrease as compared to a thriving existing mall. D. Trip Distribution The direction orientation of site trips onto the roadway system is a key step in developing traffic forecasts. For this study, the distribution of site trips was estimated through reviewing existing traffic patterns in the area, the development’s location relative to the major surrounding roadways, and the types of proposed land uses on the property. Trip distribution percentages were developed for the site and reviewed by City staff. The trip distribution percentages are summarized in the following list:  35 percent to/from the north on College Avenue  20 percent to/from the south on College Avenue  15 percent to/from the west on Horsetooth Road  10 percent to/from the east on Horsetooth Road Foothills Mall Redevelopment Traffic Impact Analysis Page 20  5 percent to/from the west on Swallow Road  5 percent to/from the east on Swallow Road  4 percent to/from the south on JFK Parkway  1 percent to/from the north on Stanford Road  1 percent to/from the south on Stanford Road  1 percent to/from the west on Foothills Parkway  1 percent to/from the west on Monroe Drive  2 percent to/from the east on Monroe Drive The distribution of pass-by trips was determined from existing traffic patterns. For instance, in the weekday PM peak the majority of pass-by trips would enter from the south on College Avenue and exit to the north. Figure 9 summarizes the proposed site traffic distribution percentages. The peak hour site generated traffic volumes were assigned to the roadway network and the proposed site access using the trip distributions. Figure 10 illustrates the non pass-by and pass-by site generated traffic for the proposed development. Site Traffic Distribution Figure 9 Foothills Mall Redevelopment Fort Collins NOV UPDATE, 12-136-01, 11/26/13 NORTH FELSBURG HOL T & ULLEVIG = Non Pass-By Trip Distribution = Pass-By Trip Distribution LEGEND Del Clair Rd. Stanford Rd. Stover St. College Ave. College Ave. BNSF RR Monroe Dr. Landings St. Foothills Pkwy. Horsetooth Rd. John F. Kennedy Pkwy. Swallow Rd. PROJECT SITE 35% 20% 15% 10% 5% 1% 5% 2% 1% 4% 1% 1% XX% XX% 35% 15% 20% 30% Site Traffic Volumes Figure 10 Foothills Mall Redevelopment Fort Collins NOV UPDATE, 12-136-01, 11/25/13 NORTH FELSBURG HOL T & ULLEVIG XXX[XXX] = PM(SAT) Peak Hour Traffic Volumes = PM[SAT] Daily Traffic Volumes XXX(XXX) LEGEND Del Clair Rd. Stanford Rd. Stover St. College Ave. College Ave. BNSF RR Monroe Dr. Landings St. Foothills Pkwy. Horsetooth Rd. John F. Kennedy Pkwy. Swallow Rd. PROJECT SITE 1 2 3 6 7 10 4 5 8 11 12 13 14 15 16 9 2080[2620] 2730[3440] 2965[3725] 7075[8915] 1 2 4 5 6 7 8 9 16 15 3 14 13 12 11 10 49(60) 30(37) 31(42) 19(26) 337(461) 78(107) 19(23) 361(443) 176(216) 9(12) 197(242) Foothills Mall Redevelopment Traffic Impact Analysis Page 23 V. PROJECT IMPACTS A. Traffic Volumes The site generated traffic was added to the short term background volumes for the short term horizon and to the long term background traffic volumes to estimate the long term total traffic volumes. Figure 11 and Figure 12, respectively, illustrate short and long term total traffic volumes. As stated previously, traffic generated by the existing uses were removed from the system and then the proposed development site traffic was added back in. Given the layout, proposed access scheme, and mix of land uses within the proposed development, the distribution of site traffic is expected to be different than current patterns at the mall. In general, traffic entering / exiting the mall will be more focused toward the southern and eastern boundaries of the site. The location of the proposed multi-family units, the parking garage and out-parcel buildings contribute to the shift. In addition, less traffic would be directed north onto Swallow Road given the shift of density to the south and east. B. Signal Warrant Evaluation Traffic signal warrant analyses were completed at Foothills Parkway / College Avenue and Foothills Parkway / Mall Access intersections to determine the need for a traffic signal in the future. The analyses were based on the information contained in the Manual on Uniform Traffic Control Devices (MUTCD), 2009 Edition. The MUTCD contains eight warrants for traffic signal installation. These warrants are based on a variety of information and situations. Not only are traffic and pedestrian volumes considered, but the accident history of an intersection, its relationship with surrounding intersections and whether or not an intersection is a designated school crossing are also part of the criteria for installation of a traffic signal. For purposes of this analysis, the four-hour warrant (Warrant 2) was used to determine if an intersection would meet the criteria for installation of a traffic signal. The four-hour warrant is met if any four hours of an average day the major and minor street volumes fall above the applicable curve in Figure 4C-1 in the MUTCD. The two-hour range of volumes surrounding the PM and Saturday peak hours were used in the analysis. The analysis shows that on opening day, the Foothills Parkway / College Avenue intersection would continue to meet warrants for installation of a traffic signal. The high minor street (Foothills Parkway) traffic, coupled with the intensity of peak period College Avenue traffic would be high enough to warrant a traffic signal. It is not anticipated that a traffic signal would be warranted at the Mall Access point along Foothills Parkway. Given the shift in traffic patterns, the intensity of major street traffic (Foothills Parkway) would not meet the minimum thresholds requiring installation of a traffic signal. Discussions have been held between the City and the property owner regarding the potential ownership transfer of existing traffic signal. Results of those discussions will determine if the traffic signal will remain on-site or be removed in place of alternative traffic control. For purposes of this study, it was assumed that the traffic signal would remain in place at build-out. Short-Term Total Traffic Volumes Figure 11 Foothills Mall Redevelopment Fort Collins NOV UPDATE, 12-136-01, 11/25/13 NORTH FELSBURG HOL T & ULLEVIG XXX(XXX) = PM(SAT) Peak Hour Traffic Volumes LEGEND Del Clair Rd. Stanford Rd. Stover St. College Ave. College Ave. BNSF RR Monroe Dr. Landings St. Foothills Pkwy. Horsetooth Rd. John F. Kennedy Pkwy. Swallow Rd. PROJECT SITE 1 2 3 6 7 10 4 5 8 11 12 13 14 15 16 9 1 2 4 5 6 7 8 9 16 15 3 14 13 12 11 10 155(130) 40(100) 230(80) 25(60) 40(125) 50(105) 40(60) 2230(2080) 235(180) 60(80) 1940(2015) 110(65) 180(220) 10(15) 200(245) 15(25) 10(15) 40(20) Long-Term Total Traffic Volumes Figure 12 Foothills Mall Redevelopment Fort Collins NOV UPDATE, 12-136-01, 11/25/13 NORTH FELSBURG HOL T & ULLEVIG XXX(XXX) = PM(SAT) Peak Hour Traffic Volumes LEGEND Del Clair Rd. Stanford Rd. Stover St. College Ave. College Ave. BNSF RR Monroe Dr. Landings St. Foothills Pkwy. Horsetooth Rd. John F. Kennedy Pkwy. Swallow Rd. PROJECT SITE 1 2 3 6 7 10 4 5 8 11 12 13 14 15 16 9 1 2 4 5 6 7 8 9 16 15 3 14 13 12 11 10 155(130) 40(100) 230(80) 25(60) 40(125) 50(105) 40(60) 2880(2625) 235(180) 60(80) 2480(2555) 110(65) 180(220) 10(15) 200(245) 15(25) 10(15) 40(20) Foothills Mall Redevelopment Traffic Impact Analysis Page 26 C. Traffic Operations Level of service analyses were conducted to compare the projected background levels of service to the anticipated total traffic volume levels of service. Of note, comparing the short term total traffic conditions to the existing traffic provides a better estimation on the overall impact of the site at build out, as compared to a background condition which removes existing traffic entering the development. The following sections describe the impacts the proposed property would have on traffic operations in the study area. Short Term The inclusion of the proposed development traffic is anticipated to have minimal impact to the operation at most study area intersections. The vast majority of study area intersections continue to operate with the same LOS during both the AM and PM peak hours with the additional traffic. The Foothills Parkway / College Avenue intersection would operate at LOS B or better during both the weekday PM and Saturday peak hours on opening day. Also, the Foothills Parkway / Mall Entrance intersection would operate at LOS B during the AM and PM peak hours under signalized control. Each of the remaining signalized study intersections would operate at LOS D or better during both peak periods. The JFK Parkway and Stanford Road intersections on Horsetooth Road would operate with better efficiency as compared to the existing traffic scenario. A review of the existing timings shows the potential for changes to split and offset changes, resulting in improved operations along the Horsetooth Road corridor. The minor street approach at the right-in / right-out access point on College Avenue would operate at LOS C during both the weekday PM and Saturday peak hours, an acceptable condition. The analysis shows that each individual movement at the remaining unsignalized study intersections would operate at LOS C or better during the peak periods. Figure 13 illustrates the short term total traffic levels of service at the study intersections. Operational analysis worksheets for the total traffic conditions can be found in Appendix D. Short-Term Total Traffic Lane Configuration and Levels of Service Figure 13 Foothills Mall Redevelopment Fort Collins NOV UPDATE, 12-136-01, 11/26/13 NORTH FELSBURG HOL T & ULLEVIG Del Clair Rd. Stanford Rd. Stover St. College Ave. College Ave. BNSF RR Monroe Dr. Landings St. Foothills Pkwy. Horsetooth Rd. John F. Kennedy Pkwy. Swallow Rd. PROJECT SITE b/b a/a b/c b/b b/b a/a a/a a/a b/b a/a a/a c/c C/C B/A C/B D/D B/B B/B B/B a/a b/b a/a B/C B/B b/b b/b a/a a/a c/b c/c a/a 1 2 3 6 7 10 4 5 8 11 12 13 14 15 16 9 1 2 Foothills Mall Redevelopment Traffic Impact Analysis Page 28 Long Term As stated previously, it is not anticipated that traffic conditions on the local and collector streets within the study area would experience significant growth, as the vast majority of the area is built-out. Therefore, unsignalized intersections located along Stanford Road, Swallow Road, and Monroe Drive would operate with similar level of service as compared to the short term scenario. Both the Foothills Parkway / College Avenue and Swallow Road / College Avenue would operate at LOS D or better during the weekday PM and Saturday peak hours, an acceptable condition. The anticipated growth in north / south through traffic contributes to the additional delay expected at each intersection. The JFK Parkway and Stanford Road signalized intersections on Horsetooth Road would continue to operate at LOS B during the weekday PM and Saturday peak hours. Each intersection has additional capacity to handle the projected increase in regional traffic. The Horsetooth Road / College Avenue intersection would operate over capacity (LOS F) during weekday PM peak hour. The growth in regional traffic coupled with the increase in site traffic cause the intersection to exceed the capacity threshold (LOS E) projected in the long term background traffic scenario. To improve operations, it is recommended that dual left-turn lanes be installed on all approaches at the intersection. The addition of dual left-turn lanes would improve operations at the intersection to LOS E during the peak hours of operation. Figure 15 illustrates the long term total traffic levels of service at the study intersections. Operational analysis worksheets for the total traffic conditions can be found in Appendix D. D. Multi-Modal Improvements A the review of the City of Fort Collins pedestrian level of service standards show that gaps in the existing sidewalk network on the roadway corridors surrounding the proposed development impact the continuity and directness of pedestrian routes, in particular to / from the existing mall complex to the surrounding residential and commercial uses. In addition, future regional transit service, as part of the Mason Street project, near the proposed project may impact the number of pedestrians visiting the site, making multi-modal access an important feature of the proposed development. As part of proposed site plan, enhancements will be made to the existing sidewalk system to improve both the directness and continuity of pedestrian routes to / from the development. A copy of the improvements are contained in Appendix E. Gaps in sidewalk along College Avenue, Foothills Parkway and Monroe Drive will be eliminated, significantly improving the ability of pedestrians to gain access to high volume roadways and nearby transit centers. To further enhance pedestrian connectivity to the west, it is recommended that existing crosswalks be restriped and the existing man / hand pedestrian signal heads be replaced with countdown heads, improving the look and operation of signalized pedestrian crossings. Long-Term Total Traffic Lane Configuration and Levels of Service Figure 14 Foothills Mall Redevelopment Fort Collins NOV UPDATE, 12-136-01, 11/26/13 NORTH FELSBURG HOL T & ULLEVIG Del Clair Rd. Stanford Rd. Stover St. College Ave. College Ave. BNSF RR Monroe Dr. Landings St. Foothills Pkwy. Horsetooth Rd. John F. Kennedy Pkwy. Swallow Rd. PROJECT SITE b/b a/a b/c b/b b/b a/a a/a a/a b/b a/a a/a c/c D/C B/A C/C F/E E/E Alternate B/B B/B Geometry B/B a/a b/b a/a B/C B/B b/b b/b a/a a/a c/b c/c a/a 1 2 3 6 7 10 4 5 5 8 11 12 13 14 15 16 9 1 Foothills Mall Redevelopment Traffic Impact Analysis Page 30 To improve direct connectivity to the surrounding bicycle facilities, the Monroe Drive and Foothills Parkway corridors may be restriped in the future, using City guidance, to include on- street bike lanes along the north and south sides of the roadway. These two roadways provide two additional east / west connections, along with Swallow Road, between the site and the surrounding transportation network. In addition, bike racks will be placed throughout the site to encourage bicycle use. Finally, three new bus stops will be located along Foothills Parkway, Stanford Road and College Avenue to encourage transit use and better serve the proposed development. The approximate location of the proposed bus stops are shown in Appendix E. E. Recommended Laneage The need for turn lanes at the study area intersections was based on City of Fort Collins and CDOT turn lane warrants, results of the capacity analysis and engineering judgment. The following list summarizes the auxiliary turn lane recommendations:  Northbound right-turn deceleration lanes are recommended to be installed at the right-in / right-out access point and at the Foothills Parkway intersection on College Avenue. The design of the access points shall be in accordance with current SHAC standards (see pages 47-62) for an NR-B highway.  A review of the Larimer County Urban Area Street Standards, April 2007 shows that the volume thresholds for a westbound right-turn lane are met during both the PM and Saturday peak hours at the Horsetooth Road / JFK Parkway and Horsetooth Road / Stanford Road intersections. The design of the right-turn lanes would be based off Figure 8-5 of the Larimer County Urban Area Street Standards.  Sight triangles and proper intersection sight distance are recommended to be provided at each access point in accordance with the 2004 AASHTO Geometric Design of Highways and Streets (Green Book). Sight triangles are defined as the areas in each corner of the intersection where obstructions (fences, vegetation, and signs) must be lower than 3.5 feet. The area is dependent on the classification of the two intersecting roads. Intersection sight distance is based on the speed of the major roadway, the driver’s eye height and the height of the obstruction. The sight distance is measured a minimum of fourteen feet back of the edge of the traveled way on the minor street to the center of the lane in question on the major street. F. Development Phasing It is recognized that the development will be constructed in several phases, the first of which includes a 10,400 square foot retail building on the southwest corner of the site. As a result of the development phasing scheme, the improvements recommended in this report will be constructed over time to ensure that the transportation system continues to operate at an acceptable level. Development build-out will depend on several factors and is subject to change in the future. Therefore, it is recommended that as development is built-out a traffic addendum be produced to determine when transportation improvements recommended in this report will need to be constructed. Foothills Mall Redevelopment Traffic Impact Analysis Page 31 VI. SUMMARY AND RECOMMENDATIONS Walton Foothills Holdings VI, LLC is proposing to redevelop the existing Foothills Mall development north and east of the Monroe Drive / College Avenue (State Highway 287) intersection. The site is located north of Monroe Drive, east of College Avenue, west of Stanford Road and south of Swallow Road in Fort Collins, Colorado. The site is currently occupied by the existing mall complex, which contains approximately 750,000 square feet (SF) of retail uses. The proposed development is currently zoned CG (General Commercial District) per City of Fort Collins zoning standards. As part of the proposed project, the existing mall would be remodeled, while each of the out- parcel buildings would be demolished and replaced with new retail development. Multi-family apartments would also be added along the north and east boundaries of the property. Once complete, the overall site is planned to include a total of 615,480 square feet of retail development, a 1,884 seat multiplex movie theater and up to 800 apartments. The development would utilize the existing access scheme currently serving the mall complex. Full movement access points would be maintained on College Avenue, Monroe Drive, Swallow Road and Stanford Road After applying the inter-connected and multi-modal trip reductions, the proposed development is expected to generate a total of approximately 25,890 vehicle-trips per weekday (vpd) including 2,360 vehicles per hour (vph) during the evening peak hour. On a weekend, the development is expected to generate 32,615 vpd with a peak period total of 3,061 vph. Not all of the vehicular trips produced by the site will be new trips. It was assumed that 20% of the traffic generated by the proposed site would be pass-by trips. When compared to the existing uses, the proposed redevelopment would generate slightly less traffic on both a weekday and weekend as compared to a thriving existing mall complex. The following is a summary of the transportation infrastructure recommendations related to the traffic impacts of the proposed development:  Construct right-turn auxiliary turn lanes along College Avenue and Horsetooth Road in accordance with recommendations in Section V.  Re-time traffic signals along Horsetooth Road to improve the weekday PM and Saturday peak period efficiency.  Install pedestrian improvements in accordance the proposed plan shown in Appendix E. Restripe existing pedestrian crosswalks at signalized intersections as necessary and install pedestrian countdown signal heads as necessary to improve pedestrian access to / from the west.  By year 2035, install dual left-turn lanes on each approach of the College Avenue / Horsetooth Road intersection. Foothills Mall Redevelopment Traffic Impact Analysis Appendix A APPENDIX A EXISTING TRAFFIC COUNTS File Name : #1 REMINGTON&SWALLOW Site Code : 00000000 Start Date : 9/11/2012 Page No : 1 Groups Printed- Class 1 REMINGTON Southbound SWALLOW Westbound REMINGTON Northbound SWALLOW Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 04:30 PM 14 5 11 3 10 77 5 0 8 1 11 0 15 68 5 2 235 04:45 PM 15 3 7 0 5 61 3 0 6 2 9 1 9 59 5 0 185 Total 29 8 18 3 15 138 8 0 14 3 20 1 24 127 10 2 420 05:00 PM 16 2 13 3 14 89 3 1 3 2 9 1 10 82 10 3 261 05:15 PM 15 4 6 1 7 87 3 2 4 3 11 0 11 66 5 0 225 Grand Total 60 14 37 7 36 314 14 3 21 8 40 2 45 275 25 5 906 Apprch % 50.8 11.9 31.4 5.9 9.8 85.6 3.8 0.8 29.6 11.3 56.3 2.8 12.9 78.6 7.1 1.4 Total % 6.6 1.5 4.1 0.8 4 34.7 1.5 0.3 2.3 0.9 4.4 0.2 5 30.4 2.8 0.6 REMINGTON SWALLOW SWALLOW REMINGTON Rght 60 Thru 14 Left 37 Other 7 Out In Total 69 118 187 Rght 36 Thru 314 Left 14 Other 3 Out In Total 333 367 700 Left 40 Thru 8 Rght 21 Other 2 Out In Total 73 71 144 Left 25 Thru 275 File Name : #1 REMINGTON&SWALLOW Site Code : 00000000 Start Date : 9/11/2012 Page No : 2 REMINGTON Southbound SWALLOW Westbound REMINGTON Northbound SWALLOW Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 14 5 11 3 33 10 77 5 0 92 8 1 11 0 20 15 68 5 2 90 235 04:45 PM 15 3 7 0 25 5 61 3 0 69 6 2 9 1 18 9 59 5 0 73 185 05:00 PM 16 2 13 3 34 14 89 3 1 107 3 2 9 1 15 10 82 10 3 105 261 05:15 PM 15 4 6 1 26 7 87 3 2 99 4 3 11 0 18 11 66 5 0 82 225 Total Volume 60 14 37 7 118 36 314 14 3 367 21 8 40 2 71 45 275 25 5 350 906 % App. Total 50.8 11.9 31.4 5.9 9.8 85.6 3.8 0.8 29.6 11.3 56.3 2.8 12.9 78.6 7.1 1.4 PHF .938 .700 .712 .583 .868 .643 .882 .700 .375 .857 .656 .667 .909 .500 .888 .750 .838 .625 .417 .833 .868 REMINGTON SWALLOW SWALLOW REMINGTON Rght 60 Thru 14 Left 37 Other 7 Out In Total 69 118 187 Rght 36 Thru 314 Left 14 Other 3 Out In Total 333 367 700 Left 40 Thru 8 Rght 21 Other 2 Out In Total 73 71 144 Left 25 Thru 275 File Name : #1 REMINGTON&SWALLOWSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 REMINGTON Southbound SWALLOW Westbound REMINGTON Northbound SWALLOW Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 6 3 7 0 8 62 6 0 6 3 5 0 10 48 3 0 167 01:45 PM 13 5 2 2 5 61 5 0 4 3 11 1 13 47 4 0 176 Total 19 8 9 2 13 123 11 0 10 6 16 1 23 95 7 0 343 02:00 PM 5 6 7 0 2 38 8 1 8 3 8 4 11 51 2 0 154 02:15 PM 12 4 3 0 4 51 2 0 8 5 8 1 15 75 4 2 194 Grand Total 36 18 19 2 19 212 21 1 26 14 32 6 49 221 13 2 691 Apprch % 48 24 25.3 2.7 7.5 83.8 8.3 0.4 33.3 17.9 41 7.7 17.2 77.5 4.6 0.7 Total % 5.2 2.6 2.7 0.3 2.7 30.7 3 0.1 3.8 2 4.6 0.9 7.1 32 1.9 0.3 REMINGTON SWALLOW SWALLOW REMINGTON Rght 36 Thru 18 Left 19 Other 2 Out In Total 46 75 121 Rght 19 Thru 212 Left 21 Other 1 Out In Total 266 253 519 Left 32 Thru 14 Rght 26 Other 6 Out In Total 88 78 166 Left 13 Thru 221 File Name : #1 REMINGTON&SWALLOWSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 REMINGTON Southbound SWALLOW Westbound REMINGTON Northbound SWALLOW Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 6 3 7 0 16 8 62 6 0 76 6 3 5 0 14 10 48 3 0 61 167 01:45 PM 13 5 2 2 22 5 61 5 0 71 4 3 11 1 19 13 47 4 0 64 176 02:00 PM 5 6 7 0 18 2 38 8 1 49 8 3 8 4 23 11 51 2 0 64 154 02:15 PM 12 4 3 0 19 4 51 2 0 57 8 5 8 1 22 15 75 4 2 96 194 Total Volume 36 18 19 2 75 19 212 21 1 253 26 14 32 6 78 49 221 13 2 285 691 % App. Total 48 24 25.3 2.7 7.5 83.8 8.3 0.4 33.3 17.9 41 7.7 17.2 77.5 4.6 0.7 PHF .692 .750 .679 .250 .852 .594 .855 .656 .250 .832 .813 .700 .727 .375 .848 .817 .737 .813 .250 .742 .890 REMINGTON SWALLOW SWALLOW REMINGTON Rght 36 Thru 18 Left 19 Other 2 Out In Total 46 75 121 Rght 19 Thru 212 Left 21 Other 1 Out In Total 266 253 519 Left 32 Thru 14 Rght 26 Other 6 Out In Total 88 78 166 Left 13 Thru 221 File Name : #2 COLLEGE&SWALLOWSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 COLLEGE Southbound SWALLOW Westbound COLLEGE Northbound SWALLOW Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 22 0 22 1 31 22 17 0 8 0 18 0 25 31 16 2 215 01:45 PM 18 0 25 2 35 33 21 0 12 0 16 3 19 31 13 0 228 Total 40 0 47 3 66 55 38 0 20 0 34 3 44 62 29 2 443 02:00 PM 10 0 16 1 27 13 12 3 28 0 17 0 23 20 19 0 189 02:15 PM 11 0 25 4 27 19 29 3 31 0 20 2 20 36 13 2 242 Grand Total 61 0 88 8 120 87 79 6 79 0 71 5 87 118 61 4 874 Apprch % 38.9 0 56.1 5.1 41.1 29.8 27.1 2.1 51 0 45.8 3.2 32.2 43.7 22.6 1.5 Total % 7 0 10.1 0.9 13.7 10 9 0.7 9 0 8.1 0.6 10 13.5 7 0.5 COLLEGE SWALLOW SWALLOW COLLEGE Rght 61 Thru 0 Left 88 Other 8 Out In Total 181 157 338 Rght 120 Thru 87 Left 79 Other 6 Out In Total 285 292 577 Left 71 Thru 0 Rght 79 Other 5 Out In Total 166 155 321 Left 61 Thru 118 File Name : #2 COLLEGE&SWALLOWSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 COLLEGE Southbound SWALLOW Westbound COLLEGE Northbound SWALLOW Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 22 0 22 1 45 31 22 17 0 70 8 0 18 0 26 25 31 16 2 74 215 01:45 PM 18 0 25 2 45 35 33 21 0 89 12 0 16 3 31 19 31 13 0 63 228 02:00 PM 10 0 16 1 27 27 13 12 3 55 28 0 17 0 45 23 20 19 0 62 189 02:15 PM 11 0 25 4 40 27 19 29 3 78 31 0 20 2 53 20 36 13 2 71 242 Total Volume 61 0 88 8 157 120 87 79 6 292 79 0 71 5 155 87 118 61 4 270 874 % App. Total 38.9 0 56.1 5.1 41.1 29.8 27.1 2.1 51 0 45.8 3.2 32.2 43.7 22.6 1.5 PHF .693 .000 .880 .500 .872 .857 .659 .681 .500 .820 .637 .000 .888 .417 .731 .870 .819 .803 .500 .912 .903 COLLEGE SWALLOW SWALLOW COLLEGE Rght 61 Thru 0 Left 88 Other 8 Out In Total 181 157 338 Rght 120 Thru 87 Left 79 Other 6 Out In Total 285 292 577 Left 71 Thru 0 Rght 79 Other 5 Out In Total 166 155 321 Left 61 Thru 118 File Name : #3 MATTHEWS&SWALLOW Site Code : 00000000 Start Date : 9/11/2012 Page No : 1 Groups Printed- Class 1 MATTHEWS Southbound SWALLOW Westbound MATTHEWS Northbound SWALLOW Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 04:30 PM 0 0 0 3 0 78 4 0 13 0 10 0 6 81 1 0 196 04:45 PM 1 0 0 0 0 62 3 1 15 0 7 1 9 65 0 0 164 Total 1 0 0 3 0 140 7 1 28 0 17 1 15 146 1 0 360 05:00 PM 0 0 0 1 0 97 3 0 14 0 12 1 13 83 1 0 225 05:15 PM 0 0 0 0 1 84 5 0 14 0 8 0 7 70 0 0 189 Grand Total 1 0 0 4 1 321 15 1 56 0 37 2 35 299 2 0 774 Apprch % 20 0 0 80 0.3 95 4.4 0.3 58.9 0 38.9 2.1 10.4 89 0.6 0 Total % 0.1 0 0 0.5 0.1 41.5 1.9 0.1 7.2 0 4.8 0.3 4.5 38.6 0.3 0 MATTHEWS SWALLOW SWALLOW MATTHEWS Rght 1 Thru 0 Left 0 Other 4 Out In Total 3 5 8 Rght 1 Thru 321 Left 15 Other 1 Out In Total 355 338 693 Left 37 Thru 0 Rght 56 Other 2 Out In Total 50 95 145 Left 2 Thru 299 File Name : #3 MATTHEWS&SWALLOW Site Code : 00000000 Start Date : 9/11/2012 Page No : 2 MATTHEWS Southbound SWALLOW Westbound MATTHEWS Northbound SWALLOW Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 0 0 3 3 0 78 4 0 82 13 0 10 0 23 6 81 1 0 88 196 04:45 PM 1 0 0 0 1 0 62 3 1 66 15 0 7 1 23 9 65 0 0 74 164 05:00 PM 0 0 0 1 1 0 97 3 0 100 14 0 12 1 27 13 83 1 0 97 225 05:15 PM 0 0 0 0 0 1 84 5 0 90 14 0 8 0 22 7 70 0 0 77 189 Total Volume 1 0 0 4 5 1 321 15 1 338 56 0 37 2 95 35 299 2 0 336 774 % App. Total 20 0 0 80 0.3 95 4.4 0.3 58.9 0 38.9 2.1 10.4 89 0.6 0 PHF .250 .000 .000 .333 .417 .250 .827 .750 .250 .845 .933 .000 .771 .500 .880 .673 .901 .500 .000 .866 .860 MATTHEWS SWALLOW SWALLOW MATTHEWS Rght 1 Thru 0 Left 0 Other 4 Out In Total 3 5 8 Rght 1 Thru 321 Left 15 Other 1 Out In Total 355 338 693 Left 37 Thru 0 Rght 56 Other 2 Out In Total 50 95 145 Left 2 Thru 299 File Name : #3 MATTHEWS&SWALLOWSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 MATTHEWS Southbound SWALLOW Westbound MATTHEWS Northbound SWALLOW Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 0 0 0 1 0 63 8 0 14 0 15 0 11 51 0 0 163 01:45 PM 1 0 0 0 1 50 6 0 14 0 20 1 10 44 1 0 148 Total 1 0 0 1 1 113 14 0 28 0 35 1 21 95 1 0 311 02:00 PM 0 0 0 0 0 42 1 0 17 0 10 1 11 55 1 0 138 02:15 PM 0 0 0 0 0 49 6 0 17 0 6 2 3 79 2 0 164 Grand Total 1 0 0 1 1 204 21 0 62 0 51 4 35 229 4 0 613 Apprch % 50 0 0 50 0.4 90.3 9.3 0 53 0 43.6 3.4 13.1 85.4 1.5 0 Total % 0.2 0 0 0.2 0.2 33.3 3.4 0 10.1 0 8.3 0.7 5.7 37.4 0.7 0 MATTHEWS SWALLOW SWALLOW MATTHEWS Rght 1 Thru 0 Left 0 Other 1 Out In Total 5 2 7 Rght 1 Thru 204 Left 21 Other 0 Out In Total 291 226 517 Left 51 Thru 0 Rght 62 Other 4 Out In Total 56 117 173 Left 4 Thru 229 File Name : #3 MATTHEWS&SWALLOWSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 MATTHEWS Southbound SWALLOW Westbound MATTHEWS Northbound SWALLOW Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 0 0 0 1 1 0 63 8 0 71 14 0 15 0 29 11 51 0 0 62 163 01:45 PM 1 0 0 0 1 1 50 6 0 57 14 0 20 1 35 10 44 1 0 55 148 02:00 PM 0 0 0 0 0 0 42 1 0 43 17 0 10 1 28 11 55 1 0 67 138 02:15 PM 0 0 0 0 0 0 49 6 0 55 17 0 6 2 25 3 79 2 0 84 164 Total Volume 1 0 0 1 2 1 204 21 0 226 62 0 51 4 117 35 229 4 0 268 613 % App. Total 50 0 0 50 0.4 90.3 9.3 0 53 0 43.6 3.4 13.1 85.4 1.5 0 PHF .250 .000 .000 .250 .500 .250 .810 .656 .000 .796 .912 .000 .638 .500 .836 .795 .725 .500 .000 .798 .934 MATTHEWS SWALLOW SWALLOW MATTHEWS Rght 1 Thru 0 Left 0 Other 1 Out In Total 5 2 7 Rght 1 Thru 204 Left 21 Other 0 Out In Total 291 226 517 Left 51 Thru 0 Rght 62 Other 4 Out In Total 56 117 173 Left 4 Thru 229 File Name : #4 STANFORD&SWALLOW Site Code : 00000000 Start Date : 9/11/2012 Page No : 1 Groups Printed- Class 1 STANFORD Southbound SWALLOW Westbound STANFORD Northbound SWALLOW Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 04:30 PM 1 3 0 1 1 72 20 0 23 11 15 0 7 71 0 0 225 04:45 PM 1 3 2 2 2 55 22 0 27 2 12 0 14 79 0 0 221 Total 2 6 2 3 3 127 42 0 50 13 27 0 21 150 0 0 446 05:00 PM 0 3 1 0 0 86 24 0 28 2 16 0 19 73 1 1 254 05:15 PM 1 1 1 0 0 70 21 1 26 4 18 0 19 73 0 1 236 Grand Total 3 10 4 3 3 283 87 1 104 19 61 0 59 296 1 2 936 Apprch % 15 50 20 15 0.8 75.7 23.3 0.3 56.5 10.3 33.2 0 16.5 82.7 0.3 0.6 Total % 0.3 1.1 0.4 0.3 0.3 30.2 9.3 0.1 11.1 2 6.5 0 6.3 31.6 0.1 0.2 STANFORD SWALLOW SWALLOW STANFORD Rght 3 Thru 10 Left 4 Other 3 Out In Total 23 20 43 Rght 3 Thru 283 Left 87 Other 1 Out In Total 404 374 778 Left 61 Thru 19 Rght 104 Other 0 Out In Total 156 184 340 Left 1 Thru 296 File Name : #4 STANFORD&SWALLOW Site Code : 00000000 Start Date : 9/11/2012 Page No : 2 STANFORD Southbound SWALLOW Westbound STANFORD Northbound SWALLOW Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 1 3 0 1 5 1 72 20 0 93 23 11 15 0 49 7 71 0 0 78 225 04:45 PM 1 3 2 2 8 2 55 22 0 79 27 2 12 0 41 14 79 0 0 93 221 05:00 PM 0 3 1 0 4 0 86 24 0 110 28 2 16 0 46 19 73 1 1 94 254 05:15 PM 1 1 1 0 3 0 70 21 1 92 26 4 18 0 48 19 73 0 1 93 236 Total Volume 3 10 4 3 20 3 283 87 1 374 104 19 61 0 184 59 296 1 2 358 936 % App. Total 15 50 20 15 0.8 75.7 23.3 0.3 56.5 10.3 33.2 0 16.5 82.7 0.3 0.6 PHF .750 .833 .500 .375 .625 .375 .823 .906 .250 .850 .929 .432 .847 .000 .939 .776 .937 .250 .500 .952 .921 STANFORD SWALLOW SWALLOW STANFORD Rght 3 Thru 10 Left 4 Other 3 Out In Total 23 20 43 Rght 3 Thru 283 Left 87 Other 1 Out In Total 404 374 778 Left 61 Thru 19 Rght 104 Other 0 Out In Total 156 184 340 Left 1 Thru 296 File Name : #4 STANFORD&SWALLOWSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 STANFORD Southbound SWALLOW Westbound STANFORD Northbound SWALLOW Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 2 2 3 2 2 56 15 0 22 1 14 2 8 56 2 0 187 01:45 PM 3 1 1 0 2 34 20 1 13 3 14 1 14 40 3 0 150 Total 5 3 4 2 4 90 35 1 35 4 28 3 22 96 5 0 337 02:00 PM 2 3 0 2 1 27 16 0 19 4 9 0 12 59 2 0 156 02:15 PM 2 1 2 0 3 38 17 0 21 2 15 2 8 81 1 0 193 Grand Total 9 7 6 4 8 155 68 1 75 10 52 5 42 236 8 0 686 Apprch % 34.6 26.9 23.1 15.4 3.4 66.8 29.3 0.4 52.8 7 36.6 3.5 14.7 82.5 2.8 0 Total % 1.3 1 0.9 0.6 1.2 22.6 9.9 0.1 10.9 1.5 7.6 0.7 6.1 34.4 1.2 0 STANFORD SWALLOW SWALLOW STANFORD Rght 9 Thru 7 Left 6 Other 4 Out In Total 26 26 52 Rght 8 Thru 155 Left 68 Other 1 Out In Total 317 232 549 Left 52 Thru 10 Rght 75 Other 5 Out In Total 117 142 259 Left 8 Thru 236 File Name : #4 STANFORD&SWALLOWSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 STANFORD Southbound SWALLOW Westbound STANFORD Northbound SWALLOW Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 2 2 3 2 9 2 56 15 0 73 22 1 14 2 39 8 56 2 0 66 187 01:45 PM 3 1 1 0 5 2 34 20 1 57 13 3 14 1 31 14 40 3 0 57 150 02:00 PM 2 3 0 2 7 1 27 16 0 44 19 4 9 0 32 12 59 2 0 73 156 02:15 PM 2 1 2 0 5 3 38 17 0 58 21 2 15 2 40 8 81 1 0 90 193 Total Volume 9 7 6 4 26 8 155 68 1 232 75 10 52 5 142 42 236 8 0 286 686 % App. Total 34.6 26.9 23.1 15.4 3.4 66.8 29.3 0.4 52.8 7 36.6 3.5 14.7 82.5 2.8 0 PHF .750 .583 .500 .500 .722 .667 .692 .850 .250 .795 .852 .625 .867 .625 .888 .750 .728 .667 .000 .794 .889 STANFORD SWALLOW SWALLOW STANFORD Rght 9 Thru 7 Left 6 Other 4 Out In Total 26 26 52 Rght 8 Thru 155 Left 68 Other 1 Out In Total 317 232 549 Left 52 Thru 10 Rght 75 Other 5 Out In Total 117 142 259 Left 8 Thru 236 File Name : #5 COLLEGE&FOOTHILLSSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 COLLEGE Southbound FOOTHILLS PKWY Westbound COLLEGE Northbound FOOTHILLS PKWY Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 8 441 45 0 41 5 43 0 46 409 11 1 9 7 4 0 1070 01:45 PM 9 398 60 0 31 4 40 1 32 425 8 2 8 7 11 0 1036 Total 17 839 105 0 72 9 83 1 78 834 19 3 17 14 15 0 2106 02:00 PM 7 435 42 0 49 5 48 5 51 397 6 5 7 1 2 2 1062 02:15 PM 7 371 46 0 34 1 49 0 53 413 9 0 8 3 6 0 1000 Grand Total 31 1645 193 0 155 15 180 6 182 1644 34 8 32 18 23 2 4168 Apprch % 1.7 88 10.3 0 43.5 4.2 50.6 1.7 9.7 88 1.8 0.4 42.7 24 30.7 2.7 Total % 0.7 39.5 4.6 0 3.7 0.4 4.3 0.1 4.4 39.4 0.8 0.2 0.8 0.4 0.6 0 COLLEGE FOOTHILLS PKWY FOOTHILLS PKWY COLLEGE Rght 31 Thru 1645 Left 193 Other 0 Out In Total 1822 1869 3691 Rght 155 Thru 15 Left 180 Other 6 Out In Total 393 356 749 Left 34 Thru 1644 Rght 182 Other 8 Out In Total 1857 1868 3725 Left 23 Thru 18 File Name : #5 COLLEGE&FOOTHILLSSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 COLLEGE Southbound FOOTHILLS PKWY Westbound COLLEGE Northbound FOOTHILLS PKWY Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 8 441 45 0 494 41 5 43 0 89 46 409 11 1 467 9 7 4 0 20 1070 01:45 PM 9 398 60 0 467 31 4 40 1 76 32 425 8 2 467 8 7 11 0 26 1036 02:00 PM 7 435 42 0 484 49 5 48 5 107 51 397 6 5 459 7 1 2 2 12 1062 02:15 PM 7 371 46 0 424 34 1 49 0 84 53 413 9 0 475 8 3 6 0 17 1000 Total Volume 31 1645 193 0 1869 155 15 180 6 356 182 1644 34 8 1868 32 18 23 2 75 4168 % App. Total 1.7 88 10.3 0 43.5 4.2 50.6 1.7 9.7 88 1.8 0.4 42.7 24 30.7 2.7 PHF .861 .933 .804 .000 .946 .791 .750 .918 .300 .832 .858 .967 .773 .400 .983 .889 .643 .523 .250 .721 .974 COLLEGE FOOTHILLS PKWY FOOTHILLS PKWY COLLEGE Rght 31 Thru 1645 Left 193 Other 0 Out In Total 1822 1869 3691 Rght 155 Thru 15 Left 180 Other 6 Out In Total 393 356 749 Left 34 Thru 1644 Rght 182 Other 8 Out In Total 1857 1868 3725 Left 23 Thru 18 File Name : #6 MALLSIGNAL&FOOTHILLSSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 MALL SIGNAL Southbound FOOTHILLS PKWY Westbound MALL SIGNAL Northbound FOOTHILLS PKWY Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 15 12 6 0 6 17 5 5 10 4 44 2 37 20 40 0 223 01:45 PM 15 9 7 3 4 13 6 5 4 2 33 0 41 22 38 2 204 Total 30 21 13 3 10 30 11 10 14 6 77 2 78 42 78 2 427 02:00 PM 26 8 4 0 0 10 6 16 7 3 40 2 39 18 39 0 218 02:15 PM 22 11 4 1 4 16 4 6 6 2 35 0 35 24 46 1 217 Grand Total 78 40 21 4 14 56 21 32 27 11 152 4 152 84 163 3 862 Apprch % 54.5 28 14.7 2.8 11.4 45.5 17.1 26 13.9 5.7 78.4 2.1 37.8 20.9 40.5 0.7 Total % 9 4.6 2.4 0.5 1.6 6.5 2.4 3.7 3.1 1.3 17.6 0.5 17.6 9.7 18.9 0.3 MALL SIGNAL FOOTHILLS PKWY FOOTHILLS PKWY MALL SIGNAL Rght 78 Thru 40 Left 21 Other 4 Out In Total 188 143 331 Rght 14 Thru 56 Left 21 Other 32 Out In Total 132 123 255 Left 152 Thru 11 Rght 27 Other 4 Out In Total 213 194 407 Left 163 Thru 84 File Name : #6 MALLSIGNAL&FOOTHILLSSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 MALL SIGNAL Southbound FOOTHILLS PKWY Westbound MALL SIGNAL Northbound FOOTHILLS PKWY Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 15 12 6 0 33 6 17 5 5 33 10 4 44 2 60 37 20 40 0 97 223 01:45 PM 15 9 7 3 34 4 13 6 5 28 4 2 33 0 39 41 22 38 2 103 204 02:00 PM 26 8 4 0 38 0 10 6 16 32 7 3 40 2 52 39 18 39 0 96 218 02:15 PM 22 11 4 1 38 4 16 4 6 30 6 2 35 0 43 35 24 46 1 106 217 Total Volume 78 40 21 4 143 14 56 21 32 123 27 11 152 4 194 152 84 163 3 402 862 % App. Total 54.5 28 14.7 2.8 11.4 45.5 17.1 26 13.9 5.7 78.4 2.1 37.8 20.9 40.5 0.7 PHF .750 .833 .750 .333 .941 .583 .824 .875 .500 .932 .675 .688 .864 .500 .808 .927 .875 .886 .375 .948 .966 MALL SIGNAL FOOTHILLS PKWY FOOTHILLS PKWY MALL SIGNAL Rght 78 Thru 40 Left 21 Other 4 Out In Total 188 143 331 Rght 14 Thru 56 Left 21 Other 32 Out In Total 132 123 255 Left 152 Thru 11 Rght 27 Other 4 Out In Total 213 194 407 Left 163 Thru 84 File Name : #7 COLLEGE&RIGHTINOUT Site Code : 00000000 Start Date : 9/11/2012 Page No : 1 Groups Printed- Class 1 COLLEGE Southbound RIGHT IN/OUT Westbound COLLEGE Northbound RIGHT IN/OUT Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 04:30 PM 0 504 0 0 3 0 0 0 2 405 0 0 0 0 0 0 914 04:45 PM 0 542 0 0 10 0 0 0 8 406 0 0 0 0 0 0 966 Total 0 1046 0 0 13 0 0 0 10 811 0 0 0 0 0 0 1880 05:00 PM 0 530 0 0 4 0 0 0 6 437 0 0 0 0 0 0 977 05:15 PM 0 495 0 0 3 0 0 0 3 424 0 0 0 0 0 0 925 Grand Total 0 2071 0 0 20 0 0 0 19 1672 0 0 0 0 0 0 3782 Apprch % 0 100 0 0 100 0 0 0 1.1 98.9 0 0 0 0 0 0 Total % 0 54.8 0 0 0.5 0 0 0 0.5 44.2 0 0 0 0 0 0 COLLEGE RIGHT IN/OUT RIGHT IN/OUT COLLEGE Rght 0 Thru 2071 Left 0 Other 0 Out In Total 1692 2071 3763 Rght 20 Thru 0 Left 0 Other 0 Out In Total 19 20 39 Left 0 Thru 1672 Rght 19 Other 0 Out In Total 2071 1691 3762 Left 0 Thru 0 File Name : #7 COLLEGE&RIGHTINOUT Site Code : 00000000 Start Date : 9/11/2012 Page No : 2 COLLEGE Southbound RIGHT IN/OUT Westbound COLLEGE Northbound RIGHT IN/OUT Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 504 0 0 504 3 0 0 0 3 2 405 0 0 407 0 0 0 0 0 914 04:45 PM 0 542 0 0 542 10 0 0 0 10 8 406 0 0 414 0 0 0 0 0 966 05:00 PM 0 530 0 0 530 4 0 0 0 4 6 437 0 0 443 0 0 0 0 0 977 05:15 PM 0 495 0 0 495 3 0 0 0 3 3 424 0 0 427 0 0 0 0 0 925 Total Volume 0 2071 0 0 2071 20 0 0 0 20 19 1672 0 0 1691 0 0 0 0 0 3782 % App. Total 0 100 0 0 100 0 0 0 1.1 98.9 0 0 0 0 0 0 PHF .000 .955 .000 .000 .955 .500 .000 .000 .000 .500 .594 .957 .000 .000 .954 .000 .000 .000 .000 .000 .968 COLLEGE RIGHT IN/OUT RIGHT IN/OUT COLLEGE Rght 0 Thru 2071 Left 0 Other 0 Out In Total 1692 2071 3763 Rght 20 Thru 0 Left 0 Other 0 Out In Total 19 20 39 Left 0 Thru 1672 Rght 19 Other 0 Out In Total 2071 1691 3762 Left 0 Thru 0 File Name : #7 COLLEGE&RIGHTINOUTSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 COLLEGE Southbound RIGHT IN/OUT Westbound COLLEGE Northbound RIGHT IN/OUT Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 0 450 0 0 11 0 0 0 9 472 0 0 0 0 0 0 942 01:45 PM 0 469 0 0 15 0 0 3 5 469 0 0 0 0 0 0 961 Total 0 919 0 0 26 0 0 3 14 941 0 0 0 0 0 0 1903 02:00 PM 0 445 0 0 6 0 0 0 7 459 0 0 0 0 0 0 917 02:15 PM 0 446 0 0 9 0 0 1 3 471 0 0 0 0 0 0 930 Grand Total 0 1810 0 0 41 0 0 4 24 1871 0 0 0 0 0 0 3750 Apprch % 0 100 0 0 91.1 0 0 8.9 1.3 98.7 0 0 0 0 0 0 Total % 0 48.3 0 0 1.1 0 0 0.1 0.6 49.9 0 0 0 0 0 0 COLLEGE RIGHT IN/OUT RIGHT IN/OUT COLLEGE Rght 0 Thru 1810 Left 0 Other 0 Out In Total 1912 1810 3722 Rght 41 Thru 0 Left 0 Other 4 Out In Total 24 45 69 Left 0 Thru 1871 Rght 24 Other 0 Out In Total 1810 1895 3705 Left 0 Thru 0 File Name : #7 COLLEGE&RIGHTINOUTSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 COLLEGE Southbound RIGHT IN/OUT Westbound COLLEGE Northbound RIGHT IN/OUT Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 0 450 0 0 450 11 0 0 0 11 9 472 0 0 481 0 0 0 0 0 942 01:45 PM 0 469 0 0 469 15 0 0 3 18 5 469 0 0 474 0 0 0 0 0 961 02:00 PM 0 445 0 0 445 6 0 0 0 6 7 459 0 0 466 0 0 0 0 0 917 02:15 PM 0 446 0 0 446 9 0 0 1 10 3 471 0 0 474 0 0 0 0 0 930 Total Volume 0 1810 0 0 1810 41 0 0 4 45 24 1871 0 0 1895 0 0 0 0 0 3750 % App. Total 0 100 0 0 91.1 0 0 8.9 1.3 98.7 0 0 0 0 0 0 PHF .000 .965 .000 .000 .965 .683 .000 .000 .333 .625 .667 .991 .000 .000 .985 .000 .000 .000 .000 .000 .976 COLLEGE RIGHT IN/OUT RIGHT IN/OUT COLLEGE Rght 0 Thru 1810 Left 0 Other 0 Out In Total 1912 1810 3722 Rght 41 Thru 0 Left 0 Other 4 Out In Total 24 45 69 Left 0 Thru 1871 Rght 24 Other 0 Out In Total 1810 1895 3705 Left 0 Thru 0 File Name : #8 COLLEGE&MONROESAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 COLLEGE Southbound MONROE DR Westbound COLLEGE Northbound MONROE DR Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 10 439 23 0 36 5 27 0 24 414 7 0 22 8 11 0 1026 01:45 PM 15 415 22 0 33 4 20 2 23 426 10 2 18 9 16 0 1015 Total 25 854 45 0 69 9 47 2 47 840 17 2 40 17 27 0 2041 02:00 PM 9 442 23 0 23 3 25 1 19 414 13 2 17 6 18 0 1015 02:15 PM 6 416 16 1 28 6 24 0 15 438 9 2 13 5 18 2 999 Grand Total 40 1712 84 1 120 18 96 3 81 1692 39 6 70 28 63 2 4055 Apprch % 2.2 93.2 4.6 0.1 50.6 7.6 40.5 1.3 4.5 93.1 2.1 0.3 42.9 17.2 38.7 1.2 Total % 1 42.2 2.1 0 3 0.4 2.4 0.1 2 41.7 1 0.1 1.7 0.7 1.6 0 COLLEGE MONROE DR MONROE DR COLLEGE Rght 40 Thru 1712 Left 84 Other 1 Out In Total 1875 1837 3712 Rght 120 Thru 18 Left 96 Other 3 Out In Total 193 237 430 Left 39 Thru 1692 Rght 81 Other 6 Out In Total 1878 1818 3696 Left 63 Thru 28 File Name : #8 COLLEGE&MONROESAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 COLLEGE Southbound MONROE DR Westbound COLLEGE Northbound MONROE DR Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 10 439 23 0 472 36 5 27 0 68 24 414 7 0 445 22 8 11 0 41 1026 01:45 PM 15 415 22 0 452 33 4 20 2 59 23 426 10 2 461 18 9 16 0 43 1015 02:00 PM 9 442 23 0 474 23 3 25 1 52 19 414 13 2 448 17 6 18 0 41 1015 02:15 PM 6 416 16 1 439 28 6 24 0 58 15 438 9 2 464 13 5 18 2 38 999 Total Volume 40 1712 84 1 1837 120 18 96 3 237 81 1692 39 6 1818 70 28 63 2 163 4055 % App. Total 2.2 93.2 4.6 0.1 50.6 7.6 40.5 1.3 4.5 93.1 2.1 0.3 42.9 17.2 38.7 1.2 PHF .667 .968 .913 .250 .969 .833 .750 .889 .375 .871 .844 .966 .750 .750 .980 .795 .778 .875 .250 .948 .988 COLLEGE MONROE DR MONROE DR COLLEGE Rght 40 Thru 1712 Left 84 Other 1 Out In Total 1875 1837 3712 Rght 120 Thru 18 Left 96 Other 3 Out In Total 193 237 430 Left 39 Thru 1692 Rght 81 Other 6 Out In Total 1878 1818 3696 Left 63 Thru 28 File Name : #9 COLLEGE&HORSETOOTHSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 COLLEGE Southbound HORSETOOTH Westbound COLLEGE Northbound HORSETOOTH Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 33 374 56 0 34 92 62 2 31 340 54 0 36 166 56 0 1336 01:45 PM 44 412 32 4 24 115 50 1 39 369 59 6 32 128 62 0 1377 Total 77 786 88 4 58 207 112 3 70 709 113 6 68 294 118 0 2713 02:00 PM 37 344 42 0 38 132 60 3 28 336 53 5 37 133 58 0 1306 02:15 PM 45 390 44 2 30 101 45 5 32 380 58 3 36 142 53 1 1367 Grand Total 159 1520 174 6 126 440 217 11 130 1425 224 14 141 569 229 1 5386 Apprch % 8.6 81.8 9.4 0.3 15.9 55.4 27.3 1.4 7.3 79.5 12.5 0.8 15 60.5 24.4 0.1 Total % 3 28.2 3.2 0.1 2.3 8.2 4 0.2 2.4 26.5 4.2 0.3 2.6 10.6 4.3 0 COLLEGE HORSETOOTH HORSETOOTH COLLEGE Rght 159 Thru 1520 Left 174 Other 6 Out In Total 1780 1859 3639 Rght 126 Thru 440 Left 217 Other 11 Out In Total 873 794 1667 Left 224 Thru 1425 Rght 130 Other 14 Out In Total 1878 1793 3671 Left 229 Thru 569 File Name : #9 COLLEGE&HORSETOOTHSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 COLLEGE Southbound HORSETOOTH Westbound COLLEGE Northbound HORSETOOTH Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 33 374 56 0 463 34 92 62 2 190 31 340 54 0 425 36 166 56 0 258 1336 01:45 PM 44 412 32 4 492 24 115 50 1 190 39 369 59 6 473 32 128 62 0 222 1377 02:00 PM 37 344 42 0 423 38 132 60 3 233 28 336 53 5 422 37 133 58 0 228 1306 02:15 PM 45 390 44 2 481 30 101 45 5 181 32 380 58 3 473 36 142 53 1 232 1367 Total Volume 159 1520 174 6 1859 126 440 217 11 794 130 1425 224 14 1793 141 569 229 1 940 5386 % App. Total 8.6 81.8 9.4 0.3 15.9 55.4 27.3 1.4 7.3 79.5 12.5 0.8 15 60.5 24.4 0.1 PHF .883 .922 .777 .375 .945 .829 .833 .875 .550 .852 .833 .938 .949 .583 .948 .953 .857 .923 .250 .911 .978 COLLEGE HORSETOOTH HORSETOOTH COLLEGE Rght 159 Thru 1520 Left 174 Other 6 Out In Total 1780 1859 3639 Rght 126 Thru 440 Left 217 Other 11 Out In Total 873 794 1667 Left 224 Thru 1425 Rght 130 Other 14 Out In Total 1878 1793 3671 Left 229 Thru 569 File Name : #10 JFK&HORSETOOTHSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 JFK PKWY Southbound HORSETOOTH Westbound JFK PKWY Northbound HORSETOOTH Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 10 18 10 5 11 161 46 5 58 22 21 1 26 191 19 0 604 01:45 PM 13 24 14 1 16 156 55 0 63 21 21 0 25 164 33 0 606 Total 23 42 24 6 27 317 101 5 121 43 42 1 51 355 52 0 1210 02:00 PM 11 17 13 1 15 198 53 0 64 19 18 0 27 149 29 1 615 02:15 PM 11 23 14 0 8 152 53 0 56 23 22 0 28 151 32 0 573 Grand Total 45 82 51 7 50 667 207 5 241 85 82 1 106 655 113 1 2398 Apprch % 24.3 44.3 27.6 3.8 5.4 71.8 22.3 0.5 58.9 20.8 20 0.2 12.1 74.9 12.9 0.1 Total % 1.9 3.4 2.1 0.3 2.1 27.8 8.6 0.2 10.1 3.5 3.4 0 4.4 27.3 4.7 0 JFK PKWY HORSETOOTH HORSETOOTH JFK PKWY Rght 45 Thru 82 Left 51 Other 7 Out In Total 248 185 433 Rght 50 Thru 667 Left 207 Other 5 Out In Total 947 929 1876 Left 82 Thru 85 Rght 241 Other 1 Out In Total 395 409 804 Left 113 Thru 655 File Name : #10 JFK&HORSETOOTHSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 JFK PKWY Southbound HORSETOOTH Westbound JFK PKWY Northbound HORSETOOTH Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 10 18 10 5 43 11 161 46 5 223 58 22 21 1 102 26 191 19 0 236 604 01:45 PM 13 24 14 1 52 16 156 55 0 227 63 21 21 0 105 25 164 33 0 222 606 02:00 PM 11 17 13 1 42 15 198 53 0 266 64 19 18 0 101 27 149 29 1 206 615 02:15 PM 11 23 14 0 48 8 152 53 0 213 56 23 22 0 101 28 151 32 0 211 573 Total Volume 45 82 51 7 185 50 667 207 5 929 241 85 82 1 409 106 655 113 1 875 2398 % App. Total 24.3 44.3 27.6 3.8 5.4 71.8 22.3 0.5 58.9 20.8 20 0.2 12.1 74.9 12.9 0.1 PHF .865 .854 .911 .350 .889 .781 .842 .941 .250 .873 .941 .924 .932 .250 .974 .946 .857 .856 .250 .927 .975 JFK PKWY HORSETOOTH HORSETOOTH JFK PKWY Rght 45 Thru 82 Left 51 Other 7 Out In Total 248 185 433 Rght 50 Thru 667 Left 207 Other 5 Out In Total 947 929 1876 Left 82 Thru 85 Rght 241 Other 1 Out In Total 395 409 804 Left 113 Thru 655 File Name : #11 STANFORD&HORSETOOTHSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 STANFORD Southbound HORSETOOTH Westbound STANFORD Northbound HORSETOOTH Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 23 13 14 0 19 187 18 0 16 3 2 0 4 243 11 0 553 01:45 PM 11 14 16 2 12 215 16 0 12 8 3 0 3 214 17 1 544 Total 34 27 30 2 31 402 34 0 28 11 5 0 7 457 28 1 1097 02:00 PM 21 7 19 0 11 234 12 0 17 6 2 2 4 208 17 0 560 02:15 PM 20 5 25 0 14 208 7 0 8 4 4 0 2 190 17 2 506 Grand Total 75 39 74 2 56 844 53 0 53 21 11 2 13 855 62 3 2163 Apprch % 39.5 20.5 38.9 1.1 5.9 88.6 5.6 0 60.9 24.1 12.6 2.3 1.4 91.6 6.6 0.3 Total % 3.5 1.8 3.4 0.1 2.6 39 2.5 0 2.5 1 0.5 0.1 0.6 39.5 2.9 0.1 STANFORD HORSETOOTH HORSETOOTH STANFORD Rght 75 Thru 39 Left 74 Other 2 Out In Total 139 190 329 Rght 56 Thru 844 Left 53 Other 0 Out In Total 982 953 1935 Left 11 Thru 21 Rght 53 Other 2 Out In Total 105 87 192 Left 62 Thru 855 File Name : #11 STANFORD&HORSETOOTHSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 STANFORD Southbound HORSETOOTH Westbound STANFORD Northbound HORSETOOTH Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 23 13 14 0 50 19 187 18 0 224 16 3 2 0 21 4 243 11 0 258 553 01:45 PM 11 14 16 2 43 12 215 16 0 243 12 8 3 0 23 3 214 17 1 235 544 02:00 PM 21 7 19 0 47 11 234 12 0 257 17 6 2 2 27 4 208 17 0 229 560 02:15 PM 20 5 25 0 50 14 208 7 0 229 8 4 4 0 16 2 190 17 2 211 506 Total Volume 75 39 74 2 190 56 844 53 0 953 53 21 11 2 87 13 855 62 3 933 2163 % App. Total 39.5 20.5 38.9 1.1 5.9 88.6 5.6 0 60.9 24.1 12.6 2.3 1.4 91.6 6.6 0.3 PHF .815 .696 .740 .250 .950 .737 .902 .736 .000 .927 .779 .656 .688 .250 .806 .813 .880 .912 .375 .904 .966 STANFORD HORSETOOTH HORSETOOTH STANFORD Rght 75 Thru 39 Left 74 Other 2 Out In Total 139 190 329 Rght 56 Thru 844 Left 53 Other 0 Out In Total 982 953 1935 Left 11 Thru 21 Rght 53 Other 2 Out In Total 105 87 192 Left 62 Thru 855 File Name : #12 STANFORD&MONROE Site Code : 00000000 Start Date : 9/11/2012 Page No : 1 Groups Printed- Class 1 STANFORD Southbound MONROE Westbound STANFORD Northbound MONROE Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 04:30 PM 1 33 0 0 0 0 0 0 0 38 6 0 10 0 5 0 93 04:45 PM 2 35 0 0 0 0 0 0 0 32 8 0 8 0 2 0 87 Total 3 68 0 0 0 0 0 0 0 70 14 0 18 0 7 0 180 05:00 PM 0 32 0 0 0 0 0 0 0 42 5 0 11 0 5 0 95 05:15 PM 0 36 0 0 0 0 0 0 0 32 7 0 7 0 4 0 86 Grand Total 3 136 0 0 0 0 0 0 0 144 26 0 36 0 16 0 361 Apprch % 2.2 97.8 0 0 0 0 0 0 0 84.7 15.3 0 69.2 0 30.8 0 Total % 0.8 37.7 0 0 0 0 0 0 0 39.9 7.2 0 10 0 4.4 0 STANFORD MONROE MONROE STANFORD Rght 3 Thru 136 Left 0 Other 0 Out In Total 160 139 299 Rght 0 Thru 0 Left 0 Other 0 Out In Total 0 0 0 Left 26 Thru 144 Rght 0 Other 0 Out In Total 172 170 342 Left 16 Thru 0 File Name : #12 STANFORD&MONROE Site Code : 00000000 Start Date : 9/11/2012 Page No : 2 STANFORD Southbound MONROE Westbound STANFORD Northbound MONROE Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 1 33 0 0 34 0 0 0 0 0 0 38 6 0 44 10 0 5 0 15 93 04:45 PM 2 35 0 0 37 0 0 0 0 0 0 32 8 0 40 8 0 2 0 10 87 05:00 PM 0 32 0 0 32 0 0 0 0 0 0 42 5 0 47 11 0 5 0 16 95 05:15 PM 0 36 0 0 36 0 0 0 0 0 0 32 7 0 39 7 0 4 0 11 86 Total Volume 3 136 0 0 139 0 0 0 0 0 0 144 26 0 170 36 0 16 0 52 361 % App. Total 2.2 97.8 0 0 0 0 0 0 0 84.7 15.3 0 69.2 0 30.8 0 PHF .375 .944 .000 .000 .939 .000 .000 .000 .000 .000 .000 .857 .813 .000 .904 .818 .000 .800 .000 .813 .950 STANFORD MONROE MONROE STANFORD Rght 3 Thru 136 Left 0 Other 0 Out In Total 160 139 299 Rght 0 Thru 0 Left 0 Other 0 Out In Total 0 0 0 Left 26 Thru 144 Rght 0 Other 0 Out In Total 172 170 342 Left 16 Thru 0 File Name : #12 STANFORD&MONROESAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 STANFORD Southbound MONROE Westbound STANFORD Northbound MONROE Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 1 34 0 0 0 0 0 0 0 27 1 0 6 0 2 0 71 01:45 PM 0 31 0 0 0 0 0 0 0 23 3 0 5 0 4 0 66 Total 1 65 0 0 0 0 0 0 0 50 4 0 11 0 6 0 137 02:00 PM 0 36 0 0 0 0 0 0 0 30 3 0 10 0 3 0 82 02:15 PM 1 32 0 0 0 0 0 0 0 23 7 0 7 0 6 0 76 Grand Total 2 133 0 0 0 0 0 0 0 103 14 0 28 0 15 0 295 Apprch % 1.5 98.5 0 0 0 0 0 0 0 88 12 0 65.1 0 34.9 0 Total % 0.7 45.1 0 0 0 0 0 0 0 34.9 4.7 0 9.5 0 5.1 0 STANFORD MONROE MONROE STANFORD Rght 2 Thru 133 Left 0 Other 0 Out In Total 118 135 253 Rght 0 Thru 0 Left 0 Other 0 Out In Total 0 0 0 Left 14 Thru 103 Rght 0 Other 0 Out In Total 161 117 278 Left 15 Thru 0 File Name : #12 STANFORD&MONROESAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 STANFORD Southbound MONROE Westbound STANFORD Northbound MONROE Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 1 34 0 0 35 0 0 0 0 0 0 27 1 0 28 6 0 2 0 8 71 01:45 PM 0 31 0 0 31 0 0 0 0 0 0 23 3 0 26 5 0 4 0 9 66 02:00 PM 0 36 0 0 36 0 0 0 0 0 0 30 3 0 33 10 0 3 0 13 82 02:15 PM 1 32 0 0 33 0 0 0 0 0 0 23 7 0 30 7 0 6 0 13 76 Total Volume 2 133 0 0 135 0 0 0 0 0 0 103 14 0 117 28 0 15 0 43 295 % App. Total 1.5 98.5 0 0 0 0 0 0 0 88 12 0 65.1 0 34.9 0 PHF .500 .924 .000 .000 .938 .000 .000 .000 .000 .000 .000 .858 .500 .000 .886 .700 .000 .625 .000 .827 .899 STANFORD MONROE MONROE STANFORD Rght 2 Thru 133 Left 0 Other 0 Out In Total 118 135 253 Rght 0 Thru 0 Left 0 Other 0 Out In Total 0 0 0 Left 14 Thru 103 Rght 0 Other 0 Out In Total 161 117 278 Left 15 Thru 0 File Name : #13 ACCESSPOINT&MONROE Site Code : 00000000 Start Date : 9/11/2012 Page No : 1 Groups Printed- Class 1 ACCESS POINT Southbound MONROE Westbound ACCESS POINT Northbound MONROE Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 04:30 PM 7 1 3 0 4 26 0 0 0 0 3 0 1 19 6 0 70 04:45 PM 5 0 0 0 1 29 0 0 0 0 1 2 1 21 9 0 69 Total 12 1 3 0 5 55 0 0 0 0 4 2 2 40 15 0 139 05:00 PM 10 0 0 1 5 28 1 0 0 1 0 0 0 29 9 0 84 05:15 PM 13 0 2 0 6 30 0 0 0 1 2 2 0 26 15 0 97 Grand Total 35 1 5 1 16 113 1 0 0 2 6 4 2 95 39 0 320 Apprch % 83.3 2.4 11.9 2.4 12.3 86.9 0.8 0 0 16.7 50 33.3 1.5 69.9 28.7 0 Total % 10.9 0.3 1.6 0.3 5 35.3 0.3 0 0 0.6 1.9 1.2 0.6 29.7 12.2 0 ACCESS POINT MONROE MONROE ACCESS POINT Rght 35 Thru 1 Left 5 Other 1 Out In Total 57 42 99 Rght 16 Thru 113 Left 1 Other 0 Out In Total 100 130 230 Left 6 Thru 2 Rght 0 Other 4 Out In Total 4 12 16 Left 39 Thru 95 File Name : #13 ACCESSPOINT&MONROE Site Code : 00000000 Start Date : 9/11/2012 Page No : 2 ACCESS POINT Southbound MONROE Westbound ACCESS POINT Northbound MONROE Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 7 1 3 0 11 4 26 0 0 30 0 0 3 0 3 1 19 6 0 26 70 04:45 PM 5 0 0 0 5 1 29 0 0 30 0 0 1 2 3 1 21 9 0 31 69 05:00 PM 10 0 0 1 11 5 28 1 0 34 0 1 0 0 1 0 29 9 0 38 84 05:15 PM 13 0 2 0 15 6 30 0 0 36 0 1 2 2 5 0 26 15 0 41 97 Total Volume 35 1 5 1 42 16 113 1 0 130 0 2 6 4 12 2 95 39 0 136 320 % App. Total 83.3 2.4 11.9 2.4 12.3 86.9 0.8 0 0 16.7 50 33.3 1.5 69.9 28.7 0 PHF .673 .250 .417 .250 .700 .667 .942 .250 .000 .903 .000 .500 .500 .500 .600 .500 .819 .650 .000 .829 .825 ACCESS POINT MONROE MONROE ACCESS POINT Rght 35 Thru 1 Left 5 Other 1 Out In Total 57 42 99 Rght 16 Thru 113 Left 1 Other 0 Out In Total 100 130 230 Left 6 Thru 2 Rght 0 Other 4 Out In Total 4 12 16 Left 39 Thru 95 File Name : #13 ACCESSPOINT&MONROESAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 ACCESS POINT Southbound MONROE Westbound ACCESS POINT Northbound MONROE Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 16 0 6 0 3 30 0 1 0 1 2 2 3 24 12 1 101 01:45 PM 20 3 0 0 0 26 0 0 1 1 2 2 0 33 17 0 105 Total 36 3 6 0 3 56 0 1 1 2 4 4 3 57 29 1 206 02:00 PM 22 0 4 0 1 23 1 2 0 0 1 2 3 19 10 0 88 02:15 PM 18 2 6 0 3 23 0 0 4 1 3 0 0 22 7 2 91 Grand Total 76 5 16 0 7 102 1 3 5 3 8 6 6 98 46 3 385 Apprch % 78.4 5.2 16.5 0 6.2 90.3 0.9 2.7 22.7 13.6 36.4 27.3 3.9 64.1 30.1 2 Total % 19.7 1.3 4.2 0 1.8 26.5 0.3 0.8 1.3 0.8 2.1 1.6 1.6 25.5 11.9 0.8 ACCESS POINT MONROE MONROE ACCESS POINT Rght 76 Thru 5 Left 16 Other 0 Out In Total 56 97 153 Rght 7 Thru 102 Left 1 Other 3 Out In Total 119 113 232 Left 8 Thru 3 Rght 5 Other 6 Out In Total 12 22 34 Left 46 Thru 98 File Name : #13 ACCESSPOINT&MONROESAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 ACCESS POINT Southbound MONROE Westbound ACCESS POINT Northbound MONROE Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 16 0 6 0 22 3 30 0 1 34 0 1 2 2 5 3 24 12 1 40 101 01:45 PM 20 3 0 0 23 0 26 0 0 26 1 1 2 2 6 0 33 17 0 50 105 02:00 PM 22 0 4 0 26 1 23 1 2 27 0 0 1 2 3 3 19 10 0 32 88 02:15 PM 18 2 6 0 26 3 23 0 0 26 4 1 3 0 8 0 22 7 2 31 91 Total Volume 76 5 16 0 97 7 102 1 3 113 5 3 8 6 22 6 98 46 3 153 385 % App. Total 78.4 5.2 16.5 0 6.2 90.3 0.9 2.7 22.7 13.6 36.4 27.3 3.9 64.1 30.1 2 PHF .864 .417 .667 .000 .933 .583 .850 .250 .375 .831 .313 .750 .667 .750 .688 .500 .742 .676 .375 .765 .917 ACCESS POINT MONROE MONROE ACCESS POINT Rght 76 Thru 5 Left 16 Other 0 Out In Total 56 97 153 Rght 7 Thru 102 Left 1 Other 3 Out In Total 119 113 232 Left 8 Thru 3 Rght 5 Other 6 Out In Total 12 22 34 Left 46 Thru 98 File Name : #14 ACCESSPOINT&MONROE Site Code : 00000000 Start Date : 9/11/2012 Page No : 1 Groups Printed- Class 1 ACCESS POINT Southbound MONROE Westbound ACCESS POINT Northbound MONROE Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 04:30 PM 7 4 1 0 2 9 12 0 7 14 17 0 7 8 5 1 94 04:45 PM 4 8 3 0 5 14 9 4 4 27 14 4 10 10 5 0 121 Total 11 12 4 0 7 23 21 4 11 41 31 4 17 18 10 1 215 05:00 PM 9 11 1 0 1 12 15 2 5 19 14 0 6 14 5 2 116 05:15 PM 7 9 5 0 4 11 10 0 11 20 13 0 12 10 5 1 118 Grand Total 27 32 10 0 12 46 46 6 27 80 58 4 35 42 20 4 449 Apprch % 39.1 46.4 14.5 0 10.9 41.8 41.8 5.5 16 47.3 34.3 2.4 34.7 41.6 19.8 4 Total % 6 7.1 2.2 0 2.7 10.2 10.2 1.3 6 17.8 12.9 0.9 7.8 9.4 4.5 0.9 ACCESS POINT MONROE MONROE ACCESS POINT Rght 27 Thru 32 Left 10 Other 0 Out In Total 112 69 181 Rght 12 Thru 46 Left 46 Other 6 Out In Total 79 110 189 Left 58 Thru 80 Rght 27 Other 4 Out In Total 113 169 282 Left 20 Thru 42 File Name : #14 ACCESSPOINT&MONROE Site Code : 00000000 Start Date : 9/11/2012 Page No : 2 ACCESS POINT Southbound MONROE Westbound ACCESS POINT Northbound MONROE Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 7 4 1 0 12 2 9 12 0 23 7 14 17 0 38 7 8 5 1 21 94 04:45 PM 4 8 3 0 15 5 14 9 4 32 4 27 14 4 49 10 10 5 0 25 121 05:00 PM 9 11 1 0 21 1 12 15 2 30 5 19 14 0 38 6 14 5 2 27 116 05:15 PM 7 9 5 0 21 4 11 10 0 25 11 20 13 0 44 12 10 5 1 28 118 Total Volume 27 32 10 0 69 12 46 46 6 110 27 80 58 4 169 35 42 20 4 101 449 % App. Total 39.1 46.4 14.5 0 10.9 41.8 41.8 5.5 16 47.3 34.3 2.4 34.7 41.6 19.8 4 PHF .750 .727 .500 .000 .821 .600 .821 .767 .375 .859 .614 .741 .853 .250 .862 .729 .750 1.00 .500 .902 .928 ACCESS POINT MONROE MONROE ACCESS POINT Rght 27 Thru 32 Left 10 Other 0 Out In Total 112 69 181 Rght 12 Thru 46 Left 46 Other 6 Out In Total 79 110 189 Left 58 Thru 80 Rght 27 Other 4 Out In Total 113 169 282 Left 20 Thru 42 File Name : #14 ACCESSPOINT&MONROESAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 ACCESS POINT Southbound MONROE Westbound ACCESS POINT Northbound MONROE Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 10 9 1 0 2 10 5 1 2 22 9 0 7 15 10 0 103 01:45 PM 9 8 2 0 2 11 8 0 6 35 8 1 4 9 14 1 118 Total 19 17 3 0 4 21 13 1 8 57 17 1 11 24 24 1 221 02:00 PM 5 11 3 0 3 9 5 2 10 26 8 0 5 7 11 0 105 02:15 PM 4 12 2 2 3 15 6 1 9 26 7 1 9 8 14 0 119 Grand Total 28 40 8 2 10 45 24 4 27 109 32 2 25 39 49 1 445 Apprch % 35.9 51.3 10.3 2.6 12 54.2 28.9 4.8 15.9 64.1 18.8 1.2 21.9 34.2 43 0.9 Total % 6.3 9 1.8 0.4 2.2 10.1 5.4 0.9 6.1 24.5 7.2 0.4 5.6 8.8 11 0.2 ACCESS POINT MONROE MONROE ACCESS POINT Rght 28 Thru 40 Left 8 Other 2 Out In Total 168 78 246 Rght 10 Thru 45 Left 24 Other 4 Out In Total 74 83 157 Left 32 Thru 109 Rght 27 Other 2 Out In Total 89 170 259 Left 49 Thru 39 File Name : #14 ACCESSPOINT&MONROESAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 ACCESS POINT Southbound MONROE Westbound ACCESS POINT Northbound MONROE Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 10 9 1 0 20 2 10 5 1 18 2 22 9 0 33 7 15 10 0 32 103 01:45 PM 9 8 2 0 19 2 11 8 0 21 6 35 8 1 50 4 9 14 1 28 118 02:00 PM 5 11 3 0 19 3 9 5 2 19 10 26 8 0 44 5 7 11 0 23 105 02:15 PM 4 12 2 2 20 3 15 6 1 25 9 26 7 1 43 9 8 14 0 31 119 Total Volume 28 40 8 2 78 10 45 24 4 83 27 109 32 2 170 25 39 49 1 114 445 % App. Total 35.9 51.3 10.3 2.6 12 54.2 28.9 4.8 15.9 64.1 18.8 1.2 21.9 34.2 43 0.9 PHF .700 .833 .667 .250 .975 .833 .750 .750 .500 .830 .675 .779 .889 .500 .850 .694 .650 .875 .250 .891 .935 ACCESS POINT MONROE MONROE ACCESS POINT Rght 28 Thru 40 Left 8 Other 2 Out In Total 168 78 246 Rght 10 Thru 45 Left 24 Other 4 Out In Total 74 83 157 Left 32 Thru 109 Rght 27 Other 2 Out In Total 89 170 259 Left 49 Thru 39 File Name : #15 ACCESSPOINT&MONROE Site Code : 00000000 Start Date : 9/11/2012 Page No : 1 Groups Printed- Class 1 ACCESS POINT Southbound MONROE Westbound ACCESS POINT Northbound MONROE Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 04:30 PM 1 0 4 0 0 17 0 0 4 0 3 0 1 13 4 2 49 04:45 PM 2 1 0 0 1 20 0 4 2 0 2 0 2 15 1 0 50 Total 3 1 4 0 1 37 0 4 6 0 5 0 3 28 5 2 99 05:00 PM 1 0 2 0 0 17 0 4 4 0 8 0 0 24 2 0 62 05:15 PM 0 0 0 0 0 16 0 0 7 0 3 0 0 19 5 0 50 Grand Total 4 1 6 0 1 70 0 8 17 0 16 0 3 71 12 2 211 Apprch % 36.4 9.1 54.5 0 1.3 88.6 0 10.1 51.5 0 48.5 0 3.4 80.7 13.6 2.3 Total % 1.9 0.5 2.8 0 0.5 33.2 0 3.8 8.1 0 7.6 0 1.4 33.6 5.7 0.9 ACCESS POINT MONROE MONROE ACCESS POINT Rght 4 Thru 1 Left 6 Other 0 Out In Total 13 11 24 Rght 1 Thru 70 Left 0 Other 8 Out In Total 94 79 173 Left 16 Thru 0 Rght 17 Other 0 Out In Total 4 33 37 Left 12 Thru 71 File Name : #15 ACCESSPOINT&MONROE Site Code : 00000000 Start Date : 9/11/2012 Page No : 2 ACCESS POINT Southbound MONROE Westbound ACCESS POINT Northbound MONROE Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 1 0 4 0 5 0 17 0 0 17 4 0 3 0 7 1 13 4 2 20 49 04:45 PM 2 1 0 0 3 1 20 0 4 25 2 0 2 0 4 2 15 1 0 18 50 05:00 PM 1 0 2 0 3 0 17 0 4 21 4 0 8 0 12 0 24 2 0 26 62 05:15 PM 0 0 0 0 0 0 16 0 0 16 7 0 3 0 10 0 19 5 0 24 50 Total Volume 4 1 6 0 11 1 70 0 8 79 17 0 16 0 33 3 71 12 2 88 211 % App. Total 36.4 9.1 54.5 0 1.3 88.6 0 10.1 51.5 0 48.5 0 3.4 80.7 13.6 2.3 PHF .500 .250 .375 .000 .550 .250 .875 .000 .500 .790 .607 .000 .500 .000 .688 .375 .740 .600 .250 .846 .851 ACCESS POINT MONROE MONROE ACCESS POINT Rght 4 Thru 1 Left 6 Other 0 Out In Total 13 11 24 Rght 1 Thru 70 Left 0 Other 8 Out In Total 94 79 173 Left 16 Thru 0 Rght 17 Other 0 Out In Total 4 33 37 Left 12 Thru 71 File Name : #15 ACCESSPOINT&MONROESAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 ACCESS POINT Southbound MONROE Westbound ACCESS POINT Northbound MONROE Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 1 0 1 0 0 11 0 0 3 0 3 0 0 14 8 0 41 01:45 PM 1 0 1 1 0 5 0 0 0 0 5 0 0 19 0 0 32 Total 2 0 2 1 0 16 0 0 3 0 8 0 0 33 8 0 73 02:00 PM 0 0 5 0 1 16 0 0 0 0 0 1 0 14 3 0 40 02:15 PM 2 1 1 0 0 13 0 0 0 1 6 0 1 19 1 2 47 Grand Total 4 1 8 1 1 45 0 0 3 1 14 1 1 66 12 2 160 Apprch % 28.6 7.1 57.1 7.1 2.2 97.8 0 0 15.8 5.3 73.7 5.3 1.2 81.5 14.8 2.5 Total % 2.5 0.6 5 0.6 0.6 28.1 0 0 1.9 0.6 8.8 0.6 0.6 41.2 7.5 1.2 ACCESS POINT MONROE MONROE ACCESS POINT Rght 4 Thru 1 Left 8 Other 1 Out In Total 14 14 28 Rght 1 Thru 45 Left 0 Other 0 Out In Total 77 46 123 Left 14 Thru 1 Rght 3 Other 1 Out In Total 2 19 21 Left 12 Thru 66 File Name : #15 ACCESSPOINT&MONROESAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 ACCESS POINT Southbound MONROE Westbound ACCESS POINT Northbound MONROE Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 1 0 1 0 2 0 11 0 0 11 3 0 3 0 6 0 14 8 0 22 41 01:45 PM 1 0 1 1 3 0 5 0 0 5 0 0 5 0 5 0 19 0 0 19 32 02:00 PM 0 0 5 0 5 1 16 0 0 17 0 0 0 1 1 0 14 3 0 17 40 02:15 PM 2 1 1 0 4 0 13 0 0 13 0 1 6 0 7 1 19 1 2 23 47 Total Volume 4 1 8 1 14 1 45 0 0 46 3 1 14 1 19 1 66 12 2 81 160 % App. Total 28.6 7.1 57.1 7.1 2.2 97.8 0 0 15.8 5.3 73.7 5.3 1.2 81.5 14.8 2.5 PHF .500 .250 .400 .250 .700 .250 .703 .000 .000 .676 .250 .250 .583 .250 .679 .250 .868 .375 .250 .880 .851 ACCESS POINT MONROE MONROE ACCESS POINT Rght 4 Thru 1 Left 8 Other 1 Out In Total 14 14 28 Rght 1 Thru 45 Left 0 Other 0 Out In Total 77 46 123 Left 14 Thru 1 Rght 3 Other 1 Out In Total 2 19 21 Left 12 Thru 66 File Name : #16 MONROE&MONROE Site Code : 00000000 Start Date : 9/11/2012 Page No : 1 Groups Printed- Class 1 MONROE Southbound MONROE Westbound MONROE Northbound MONROE Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 04:30 PM 12 4 0 0 0 6 2 2 3 5 0 1 1 7 12 1 56 04:45 PM 16 5 0 0 0 4 0 0 4 5 1 0 2 7 6 0 50 Total 28 9 0 0 0 10 2 2 7 10 1 1 3 14 18 1 106 05:00 PM 12 3 0 0 1 4 3 0 1 8 1 3 4 19 9 6 74 05:15 PM 11 10 0 0 0 6 1 0 2 1 0 0 2 7 18 0 58 Grand Total 51 22 0 0 1 20 6 2 10 19 2 4 9 40 45 7 238 Apprch % 69.9 30.1 0 0 3.4 69 20.7 6.9 28.6 54.3 5.7 11.4 8.9 39.6 44.6 6.9 Total % 21.4 9.2 0 0 0.4 8.4 2.5 0.8 4.2 8 0.8 1.7 3.8 16.8 18.9 2.9 MONROE MONROE MONROE MONROE Rght 51 Thru 22 Left 0 Other 0 Out In Total 65 73 138 Rght 1 Thru 20 Left 6 Other 2 Out In Total 50 29 79 Left 2 Thru 19 Rght 10 Other 4 Out In Total 37 35 72 Left 45 Thru 40 File Name : #16 MONROE&MONROE Site Code : 00000000 Start Date : 9/11/2012 Page No : 2 MONROE Southbound MONROE Westbound MONROE Northbound MONROE Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 12 4 0 0 16 0 6 2 2 10 3 5 0 1 9 1 7 12 1 21 56 04:45 PM 16 5 0 0 21 0 4 0 0 4 4 5 1 0 10 2 7 6 0 15 50 05:00 PM 12 3 0 0 15 1 4 3 0 8 1 8 1 3 13 4 19 9 6 38 74 05:15 PM 11 10 0 0 21 0 6 1 0 7 2 1 0 0 3 2 7 18 0 27 58 Total Volume 51 22 0 0 73 1 20 6 2 29 10 19 2 4 35 9 40 45 7 101 238 % App. Total 69.9 30.1 0 0 3.4 69 20.7 6.9 28.6 54.3 5.7 11.4 8.9 39.6 44.6 6.9 PHF .797 .550 .000 .000 .869 .250 .833 .500 .250 .725 .625 .594 .500 .333 .673 .563 .526 .625 .292 .664 .804 MONROE MONROE MONROE MONROE Rght 51 Thru 22 Left 0 Other 0 Out In Total 65 73 138 Rght 1 Thru 20 Left 6 Other 2 Out In Total 50 29 79 Left 2 Thru 19 Rght 10 Other 4 Out In Total 37 35 72 Left 45 Thru 40 File Name : #16 MONROE&MONROESAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 MONROE Southbound MONROE Westbound MONROE Northbound MONROE Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 8 4 1 0 0 3 0 0 1 3 0 0 1 8 8 0 37 01:45 PM 5 1 0 0 0 1 3 0 0 1 0 0 1 10 9 0 31 Total 13 5 1 0 0 4 3 0 1 4 0 0 2 18 17 0 68 02:00 PM 15 3 0 0 0 3 0 3 1 1 0 2 1 10 7 0 46 02:15 PM 8 2 1 0 3 3 2 0 2 0 0 0 2 8 8 0 39 Grand Total 36 10 2 0 3 10 5 3 4 5 0 2 5 36 32 0 153 Apprch % 75 20.8 4.2 0 14.3 47.6 23.8 14.3 36.4 45.5 0 18.2 6.8 49.3 43.8 0 Total % 23.5 6.5 1.3 0 2 6.5 3.3 2 2.6 3.3 0 1.3 3.3 23.5 20.9 0 MONROE MONROE MONROE MONROE Rght 36 Thru 10 Left 2 Other 0 Out In Total 40 48 88 Rght 3 Thru 10 Left 5 Other 3 Out In Total 42 21 63 Left 0 Thru 5 Rght 4 Other 2 Out In Total 20 11 31 Left 32 Thru 36 File Name : #16 MONROE&MONROESAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 MONROE Southbound MONROE Westbound MONROE Northbound MONROE Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 8 4 1 0 13 0 3 0 0 3 1 3 0 0 4 1 8 8 0 17 37 01:45 PM 5 1 0 0 6 0 1 3 0 4 0 1 0 0 1 1 10 9 0 20 31 02:00 PM 15 3 0 0 18 0 3 0 3 6 1 1 0 2 4 1 10 7 0 18 46 02:15 PM 8 2 1 0 11 3 3 2 0 8 2 0 0 0 2 2 8 8 0 18 39 Total Volume 36 10 2 0 48 3 10 5 3 21 4 5 0 2 11 5 36 32 0 73 153 % App. Total 75 20.8 4.2 0 14.3 47.6 23.8 14.3 36.4 45.5 0 18.2 6.8 49.3 43.8 0 PHF .600 .625 .500 .000 .667 .250 .833 .417 .250 .656 .500 .417 .000 .250 .688 .625 .900 .889 .000 .913 .832 MONROE MONROE MONROE MONROE Rght 36 Thru 10 Left 2 Other 0 Out In Total 40 48 88 Rght 3 Thru 10 Left 5 Other 3 Out In Total 42 21 63 Left 0 Thru 5 Rght 4 Other 2 Out In Total 20 11 31 Left 32 Thru 36 File Name : #17 STANFORD&MONROEN Site Code : 00000000 Start Date : 9/11/2012 Page No : 1 Groups Printed- Class 1 STANFORD Southbound MONROE N Westbound STANFORD Northbound MONROE N Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 04:30 PM 7 23 0 2 5 2 3 0 4 34 6 1 2 6 9 0 104 04:45 PM 9 29 5 0 4 5 2 1 4 33 4 1 4 1 11 1 114 Total 16 52 5 2 9 7 5 1 8 67 10 2 6 7 20 1 218 05:00 PM 13 30 4 0 7 2 1 1 3 27 5 4 3 5 14 0 119 05:15 PM 13 23 4 0 4 6 5 1 4 30 5 0 7 7 6 0 115 Grand Total 42 105 13 2 20 15 11 3 15 124 20 6 16 19 40 1 452 Apprch % 25.9 64.8 8 1.2 40.8 30.6 22.4 6.1 9.1 75.2 12.1 3.6 21.1 25 52.6 1.3 Total % 9.3 23.2 2.9 0.4 4.4 3.3 2.4 0.7 3.3 27.4 4.4 1.3 3.5 4.2 8.8 0.2 STANFORD MONROE N MONROE N STANFORD Rght 42 Thru 105 Left 13 Other 2 Out In Total 184 162 346 Rght 20 Thru 15 Left 11 Other 3 Out In Total 47 49 96 Left 20 Thru 124 Rght 15 Other 6 Out In Total 132 165 297 Left 40 Thru 19 File Name : #17 STANFORD&MONROEN Site Code : 00000000 Start Date : 9/11/2012 Page No : 2 STANFORD Southbound MONROE N Westbound STANFORD Northbound MONROE N Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 7 23 0 2 32 5 2 3 0 10 4 34 6 1 45 2 6 9 0 17 104 04:45 PM 9 29 5 0 43 4 5 2 1 12 4 33 4 1 42 4 1 11 1 17 114 05:00 PM 13 30 4 0 47 7 2 1 1 11 3 27 5 4 39 3 5 14 0 22 119 05:15 PM 13 23 4 0 40 4 6 5 1 16 4 30 5 0 39 7 7 6 0 20 115 Total Volume 42 105 13 2 162 20 15 11 3 49 15 124 20 6 165 16 19 40 1 76 452 % App. Total 25.9 64.8 8 1.2 40.8 30.6 22.4 6.1 9.1 75.2 12.1 3.6 21.1 25 52.6 1.3 PHF .808 .875 .650 .250 .862 .714 .625 .550 .750 .766 .938 .912 .833 .375 .917 .571 .679 .714 .250 .864 .950 STANFORD MONROE N MONROE N STANFORD Rght 42 Thru 105 Left 13 Other 2 Out In Total 184 162 346 Rght 20 Thru 15 Left 11 Other 3 Out In Total 47 49 96 Left 20 Thru 124 Rght 15 Other 6 Out In Total 132 165 297 Left 40 Thru 19 File Name : #17 STANFORD&MONROENSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 STANFORD Southbound MONROE N Westbound STANFORD Northbound MONROE N Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 5 32 1 0 8 1 3 1 3 21 4 0 2 5 6 0 92 01:45 PM 5 29 2 0 4 1 0 0 3 19 5 0 2 2 3 3 78 Total 10 61 3 0 12 2 3 1 6 40 9 0 4 7 9 3 170 02:00 PM 8 35 3 0 3 4 1 0 4 27 2 3 3 2 1 0 96 02:15 PM 5 21 2 0 4 3 4 0 2 24 2 4 8 3 1 4 87 Grand Total 23 117 8 0 19 9 8 1 12 91 13 7 15 12 11 7 353 Apprch % 15.5 79.1 5.4 0 51.4 24.3 21.6 2.7 9.8 74 10.6 5.7 33.3 26.7 24.4 15.6 Total % 6.5 33.1 2.3 0 5.4 2.5 2.3 0.3 3.4 25.8 3.7 2 4.2 3.4 3.1 2 STANFORD MONROE N MONROE N STANFORD Rght 23 Thru 117 Left 8 Other 0 Out In Total 121 148 269 Rght 19 Thru 9 Left 8 Other 1 Out In Total 32 37 69 Left 13 Thru 91 Rght 12 Other 7 Out In Total 140 123 263 Left 11 Thru 12 File Name : #17 STANFORD&MONROENSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 STANFORD Southbound MONROE N Westbound STANFORD Northbound MONROE N Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 5 32 1 0 38 8 1 3 1 13 3 21 4 0 28 2 5 6 0 13 92 01:45 PM 5 29 2 0 36 4 1 0 0 5 3 19 5 0 27 2 2 3 3 10 78 02:00 PM 8 35 3 0 46 3 4 1 0 8 4 27 2 3 36 3 2 1 0 6 96 02:15 PM 5 21 2 0 28 4 3 4 0 11 2 24 2 4 32 8 3 1 4 16 87 Total Volume 23 117 8 0 148 19 9 8 1 37 12 91 13 7 123 15 12 11 7 45 353 % App. Total 15.5 79.1 5.4 0 51.4 24.3 21.6 2.7 9.8 74 10.6 5.7 33.3 26.7 24.4 15.6 PHF .719 .836 .667 .000 .804 .594 .563 .500 .250 .712 .750 .843 .650 .438 .854 .469 .600 .458 .438 .703 .919 STANFORD MONROE N MONROE N STANFORD Rght 23 Thru 117 Left 8 Other 0 Out In Total 121 148 269 Rght 19 Thru 9 Left 8 Other 1 Out In Total 32 37 69 Left 13 Thru 91 Rght 12 Other 7 Out In Total 140 123 263 Left 11 Thru 12 File Name : #18 STANFORD&ACCESS Site Code : 00000000 Start Date : 9/11/2012 Page No : 1 Groups Printed- Class 1 STANFORD Southbound ACCESS Westbound STANFORD Northbound ACCESS Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 04:30 PM 6 25 0 1 0 0 0 0 0 42 3 0 7 0 2 0 86 04:45 PM 3 41 0 0 0 0 0 0 0 48 3 1 2 0 0 0 98 Total 9 66 0 1 0 0 0 0 0 90 6 1 9 0 2 0 184 05:00 PM 2 47 0 0 0 0 0 0 0 47 2 0 4 0 1 0 103 05:15 PM 2 35 0 0 0 0 0 0 0 39 5 0 6 0 2 0 89 Grand Total 13 148 0 1 0 0 0 0 0 176 13 1 19 0 5 0 376 Apprch % 8 91.4 0 0.6 0 0 0 0 0 92.6 6.8 0.5 79.2 0 20.8 0 Total % 3.5 39.4 0 0.3 0 0 0 0 0 46.8 3.5 0.3 5.1 0 1.3 0 STANFORD ACCESS ACCESS STANFORD Rght 13 Thru 148 Left 0 Other 1 Out In Total 181 162 343 Rght 0 Thru 0 Left 0 Other 0 Out In Total 0 0 0 Left 13 Thru 176 Rght 0 Other 1 Out In Total 167 190 357 Left 5 Thru 0 File Name : #18 STANFORD&ACCESS Site Code : 00000000 Start Date : 9/11/2012 Page No : 2 STANFORD Southbound ACCESS Westbound STANFORD Northbound ACCESS Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 6 25 0 1 32 0 0 0 0 0 0 42 3 0 45 7 0 2 0 9 86 04:45 PM 3 41 0 0 44 0 0 0 0 0 0 48 3 1 52 2 0 0 0 2 98 05:00 PM 2 47 0 0 49 0 0 0 0 0 0 47 2 0 49 4 0 1 0 5 103 05:15 PM 2 35 0 0 37 0 0 0 0 0 0 39 5 0 44 6 0 2 0 8 89 Total Volume 13 148 0 1 162 0 0 0 0 0 0 176 13 1 190 19 0 5 0 24 376 % App. Total 8 91.4 0 0.6 0 0 0 0 0 92.6 6.8 0.5 79.2 0 20.8 0 PHF .542 .787 .000 .250 .827 .000 .000 .000 .000 .000 .000 .917 .650 .250 .913 .679 .000 .625 .000 .667 .913 STANFORD ACCESS ACCESS STANFORD Rght 13 Thru 148 Left 0 Other 1 Out In Total 181 162 343 Rght 0 Thru 0 Left 0 Other 0 Out In Total 0 0 0 Left 13 Thru 176 Rght 0 Other 1 Out In Total 167 190 357 Left 5 Thru 0 File Name : #18 STANFORD&ACCESSSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 STANFORD Southbound ACCESS Westbound STANFORD Northbound ACCESS Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 1 30 0 1 0 0 0 0 0 27 5 0 5 0 1 1 71 01:45 PM 5 31 0 1 0 0 0 0 0 22 5 0 5 0 1 3 73 Total 6 61 0 2 0 0 0 0 0 49 10 0 10 0 2 4 144 02:00 PM 2 34 0 1 0 0 0 0 0 26 5 0 9 0 2 0 79 02:15 PM 2 23 0 0 0 0 0 0 0 27 4 2 4 0 3 0 65 Grand Total 10 118 0 3 0 0 0 0 0 102 19 2 23 0 7 4 288 Apprch % 7.6 90.1 0 2.3 0 0 0 0 0 82.9 15.4 1.6 67.6 0 20.6 11.8 Total % 3.5 41 0 1 0 0 0 0 0 35.4 6.6 0.7 8 0 2.4 1.4 STANFORD ACCESS ACCESS STANFORD Rght 10 Thru 118 Left 0 Other 3 Out In Total 109 131 240 Rght 0 Thru 0 Left 0 Other 0 Out In Total 0 0 0 Left 19 Thru 102 Rght 0 Other 2 Out In Total 141 123 264 Left 7 Thru 0 File Name : #18 STANFORD&ACCESSSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 STANFORD Southbound ACCESS Westbound STANFORD Northbound ACCESS Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 1 30 0 1 32 0 0 0 0 0 0 27 5 0 32 5 0 1 1 7 71 01:45 PM 5 31 0 1 37 0 0 0 0 0 0 22 5 0 27 5 0 1 3 9 73 02:00 PM 2 34 0 1 37 0 0 0 0 0 0 26 5 0 31 9 0 2 0 11 79 02:15 PM 2 23 0 0 25 0 0 0 0 0 0 27 4 2 33 4 0 3 0 7 65 Total Volume 10 118 0 3 131 0 0 0 0 0 0 102 19 2 123 23 0 7 4 34 288 % App. Total 7.6 90.1 0 2.3 0 0 0 0 0 82.9 15.4 1.6 67.6 0 20.6 11.8 PHF .500 .868 .000 .750 .885 .000 .000 .000 .000 .000 .000 .944 .950 .250 .932 .639 .000 .583 .333 .773 .911 STANFORD ACCESS ACCESS STANFORD Rght 10 Thru 118 Left 0 Other 3 Out In Total 109 131 240 Rght 0 Thru 0 Left 0 Other 0 Out In Total 0 0 0 Left 19 Thru 102 Rght 0 Other 2 Out In Total 141 123 264 Left 7 Thru 0 File Name : #19 STANFORD&ACCESS Site Code : 00000000 Start Date : 9/11/2012 Page No : 1 Groups Printed- Class 1 STANFORD Southbound ACCESS Westbound STANFORD Northbound ACCESS Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 04:30 PM 5 26 0 0 2 0 0 0 1 39 3 0 5 0 7 0 88 04:45 PM 9 26 0 0 2 0 1 0 1 41 4 0 10 0 9 0 103 Total 14 52 0 0 4 0 1 0 2 80 7 0 15 0 16 0 191 05:00 PM 10 36 2 0 0 0 1 1 1 33 7 0 15 0 8 0 114 05:15 PM 3 29 3 0 0 0 0 2 0 37 4 0 8 0 9 1 96 Grand Total 27 117 5 0 4 0 2 3 3 150 18 0 38 0 33 1 401 Apprch % 18.1 78.5 3.4 0 44.4 0 22.2 33.3 1.8 87.7 10.5 0 52.8 0 45.8 1.4 Total % 6.7 29.2 1.2 0 1 0 0.5 0.7 0.7 37.4 4.5 0 9.5 0 8.2 0.2 STANFORD ACCESS ACCESS STANFORD Rght 27 Thru 117 Left 5 Other 0 Out In Total 187 149 336 Rght 4 Thru 0 Left 2 Other 3 Out In Total 8 9 17 Left 18 Thru 150 Rght 3 Other 0 Out In Total 157 171 328 Left 33 Thru 0 File Name : #19 STANFORD&ACCESS Site Code : 00000000 Start Date : 9/11/2012 Page No : 2 STANFORD Southbound ACCESS Westbound STANFORD Northbound ACCESS Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 5 26 0 0 31 2 0 0 0 2 1 39 3 0 43 5 0 7 0 12 88 04:45 PM 9 26 0 0 35 2 0 1 0 3 1 41 4 0 46 10 0 9 0 19 103 05:00 PM 10 36 2 0 48 0 0 1 1 2 1 33 7 0 41 15 0 8 0 23 114 05:15 PM 3 29 3 0 35 0 0 0 2 2 0 37 4 0 41 8 0 9 1 18 96 Total Volume 27 117 5 0 149 4 0 2 3 9 3 150 18 0 171 38 0 33 1 72 401 % App. Total 18.1 78.5 3.4 0 44.4 0 22.2 33.3 1.8 87.7 10.5 0 52.8 0 45.8 1.4 PHF .675 .813 .417 .000 .776 .500 .000 .500 .375 .750 .750 .915 .643 .000 .929 .633 .000 .917 .250 .783 .879 STANFORD ACCESS ACCESS STANFORD Rght 27 Thru 117 Left 5 Other 0 Out In Total 187 149 336 Rght 4 Thru 0 Left 2 Other 3 Out In Total 8 9 17 Left 18 Thru 150 Rght 3 Other 0 Out In Total 157 171 328 Left 33 Thru 0 File Name : #19 STANFORD&ACCESSSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 STANFORD Southbound ACCESS Westbound STANFORD Northbound ACCESS Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 11 16 0 0 0 0 0 0 0 21 6 1 12 0 16 2 85 01:45 PM 11 19 3 0 1 0 1 3 1 17 3 0 16 0 8 4 87 Total 22 35 3 0 1 0 1 3 1 38 9 1 28 0 24 6 172 02:00 PM 6 21 1 0 2 0 2 0 1 20 6 1 13 0 10 0 83 02:15 PM 7 17 2 0 2 0 1 0 2 29 4 0 11 1 10 0 86 Grand Total 35 73 6 0 5 0 4 3 4 87 19 2 52 1 44 6 341 Apprch % 30.7 64 5.3 0 41.7 0 33.3 25 3.6 77.7 17 1.8 50.5 1 42.7 5.8 Total % 10.3 21.4 1.8 0 1.5 0 1.2 0.9 1.2 25.5 5.6 0.6 15.2 0.3 12.9 1.8 STANFORD ACCESS ACCESS STANFORD Rght 35 Thru 73 Left 6 Other 0 Out In Total 136 114 250 Rght 5 Thru 0 Left 4 Other 3 Out In Total 11 12 23 Left 19 Thru 87 Rght 4 Other 2 Out In Total 129 112 241 Left 44 Thru 1 File Name : #19 STANFORD&ACCESSSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 STANFORD Southbound ACCESS Westbound STANFORD Northbound ACCESS Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 11 16 0 0 27 0 0 0 0 0 0 21 6 1 28 12 0 16 2 30 85 01:45 PM 11 19 3 0 33 1 0 1 3 5 1 17 3 0 21 16 0 8 4 28 87 02:00 PM 6 21 1 0 28 2 0 2 0 4 1 20 6 1 28 13 0 10 0 23 83 02:15 PM 7 17 2 0 26 2 0 1 0 3 2 29 4 0 35 11 1 10 0 22 86 Total Volume 35 73 6 0 114 5 0 4 3 12 4 87 19 2 112 52 1 44 6 103 341 % App. Total 30.7 64 5.3 0 41.7 0 33.3 25 3.6 77.7 17 1.8 50.5 1 42.7 5.8 PHF .795 .869 .500 .000 .864 .625 .000 .500 .250 .600 .500 .750 .792 .500 .800 .813 .250 .688 .375 .858 .980 STANFORD ACCESS ACCESS STANFORD Rght 35 Thru 73 Left 6 Other 0 Out In Total 136 114 250 Rght 5 Thru 0 Left 4 Other 3 Out In Total 11 12 23 Left 19 Thru 87 Rght 4 Other 2 Out In Total 129 112 241 Left 44 Thru 1 File Name : #20 STANFORD&ACCESS Site Code : 00000000 Start Date : 9/11/2012 Page No : 1 Groups Printed- Class 1 STANFORD Southbound ACCESS Westbound STANFORD Northbound ACCESS Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 04:30 PM 0 31 0 0 0 0 0 0 0 50 0 0 0 0 0 1 82 04:45 PM 0 37 0 0 0 0 0 0 0 43 0 0 1 0 0 0 81 Total 0 68 0 0 0 0 0 0 0 93 0 0 1 0 0 1 163 05:00 PM 3 45 0 0 0 0 0 0 0 40 0 0 0 0 0 0 88 05:15 PM 2 37 0 0 0 0 0 0 0 46 0 0 0 0 1 1 87 Grand Total 5 150 0 0 0 0 0 0 0 179 0 0 1 0 1 2 338 Apprch % 3.2 96.8 0 0 0 0 0 0 0 100 0 0 25 0 25 50 Total % 1.5 44.4 0 0 0 0 0 0 0 53 0 0 0.3 0 0.3 0.6 STANFORD ACCESS ACCESS STANFORD Rght 5 Thru 150 Left 0 Other 0 Out In Total 180 155 335 Rght 0 Thru 0 Left 0 Other 0 Out In Total 0 0 0 Left 0 Thru 179 Rght 0 Other 0 Out In Total 151 179 330 Left 1 Thru 0 File Name : #20 STANFORD&ACCESS Site Code : 00000000 Start Date : 9/11/2012 Page No : 2 STANFORD Southbound ACCESS Westbound STANFORD Northbound ACCESS Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 31 0 0 31 0 0 0 0 0 0 50 0 0 50 0 0 0 1 1 82 04:45 PM 0 37 0 0 37 0 0 0 0 0 0 43 0 0 43 1 0 0 0 1 81 05:00 PM 3 45 0 0 48 0 0 0 0 0 0 40 0 0 40 0 0 0 0 0 88 05:15 PM 2 37 0 0 39 0 0 0 0 0 0 46 0 0 46 0 0 1 1 2 87 Total Volume 5 150 0 0 155 0 0 0 0 0 0 179 0 0 179 1 0 1 2 4 338 % App. Total 3.2 96.8 0 0 0 0 0 0 0 100 0 0 25 0 25 50 PHF .417 .833 .000 .000 .807 .000 .000 .000 .000 .000 .000 .895 .000 .000 .895 .250 .000 .250 .500 .500 .960 STANFORD ACCESS ACCESS STANFORD Rght 5 Thru 150 Left 0 Other 0 Out In Total 180 155 335 Rght 0 Thru 0 Left 0 Other 0 Out In Total 0 0 0 Left 0 Thru 179 Rght 0 Other 0 Out In Total 151 179 330 Left 1 Thru 0 File Name : #20 STANFORD&ACCESSSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 1 Groups Printed- Class 1 STANFORD Southbound ACCESS Westbound STANFORD Northbound ACCESS Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total 01:30 PM 1 26 0 0 0 0 0 0 0 34 0 0 1 0 2 1 65 01:45 PM 1 34 0 0 0 0 0 0 0 30 0 0 0 0 1 4 70 Total 2 60 0 0 0 0 0 0 0 64 0 0 1 0 3 5 135 02:00 PM 1 29 0 0 0 0 0 0 0 30 0 0 0 0 1 0 61 02:15 PM 0 25 0 0 0 0 0 0 0 38 0 0 0 0 0 0 63 Grand Total 3 114 0 0 0 0 0 0 0 132 0 0 1 0 4 5 259 Apprch % 2.6 97.4 0 0 0 0 0 0 0 100 0 0 10 0 40 50 Total % 1.2 44 0 0 0 0 0 0 0 51 0 0 0.4 0 1.5 1.9 STANFORD ACCESS ACCESS STANFORD Rght 3 Thru 114 Left 0 Other 0 Out In Total 136 117 253 Rght 0 Thru 0 Left 0 Other 0 Out In Total 0 0 0 Left 0 Thru 132 Rght 0 Other 0 Out In Total 115 132 247 Left 4 Thru 0 File Name : #20 STANFORD&ACCESSSAT Site Code : 00000000 Start Date : 9/8/2012 Page No : 2 STANFORD Southbound ACCESS Westbound STANFORD Northbound ACCESS Eastbound Start Time Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Rght Thru Left Other App. Total Int. Total Peak Hour Analysis From 01:30 PM to 02:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 01:30 PM 01:30 PM 1 26 0 0 27 0 0 0 0 0 0 34 0 0 34 1 0 2 1 4 65 01:45 PM 1 34 0 0 35 0 0 0 0 0 0 30 0 0 30 0 0 1 4 5 70 02:00 PM 1 29 0 0 30 0 0 0 0 0 0 30 0 0 30 0 0 1 0 1 61 02:15 PM 0 25 0 0 25 0 0 0 0 0 0 38 0 0 38 0 0 0 0 0 63 Total Volume 3 114 0 0 117 0 0 0 0 0 0 132 0 0 132 1 0 4 5 10 259 % App. Total 2.6 97.4 0 0 0 0 0 0 0 100 0 0 10 0 40 50 PHF .750 .838 .000 .000 .836 .000 .000 .000 .000 .000 .000 .868 .000 .000 .868 .250 .000 .500 .313 .500 .925 STANFORD ACCESS ACCESS STANFORD Rght 3 Thru 114 Left 0 Other 0 Out In Total 136 117 253 Rght 0 Thru 0 Left 0 Other 0 Out In Total 0 0 0 Left 0 Thru 132 Rght 0 Other 0 Out In Total 115 132 247 Left 4 Thru 0 Foothills Mall Redevelopment Traffic Impact Analysis Appendix B APPENDIX B EXISTING CONDITION OPERATIONAL ANALYSIS WORKSHEETS HCM 2010 Signalized Intersection Summary Existing Traffic - PM Peak 1: College Avenue & Swallow Road 11/5/2012 9/13/2012 Existing Traffic - PM Peak Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 25 30 35 230 30 155 45 1580 115 200 1955 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 111111130130 Capacity, veh/h 223 154 131 288 246 209 188 2817 205 274 3162 65 Arriving On Green 0.02 0.08 0.08 0.07 0.13 0.13 0.03 0.58 0.58 0.06 0.62 0.62 Sat Flow, veh/h 1774.0 1583.3 1583.3 1774.0 1583.3 1583.3 1774.0 4839.2 351.7 1774.0 5129.7 104.8 Grp Volume(v), veh/h 27.2 32.6 38.0 250.0 32.6 168.5 48.9 1202.3 640.1 217.4 1403.3 765.2 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1583.3 1774.0 1862.7 1583.3 1774.0 1695.1 1800.7 1774.0 1695.1 1844.3 Q Serve(g_s), s 1.4 1.6 2.3 7.0 1.5 10.3 1.1 22.9 23.0 4.2 27.0 27.1 Cycle Q Clear(g_c), s 1.4 1.6 2.3 7.0 1.5 10.3 1.1 22.9 23.0 4.2 27.0 27.1 Proportion In Lane 1.000 1.000 1.000 1.000 1.000 0.195 1.000 0.057 Lane Grp Cap(c), veh/h 223.4 154.2 131.1 288.0 245.5 208.7 187.7 1973.4 1048.2 274.0 2090.0 1136.9 V/C Ratio(X) 0.122 0.211 0.290 0.868 0.133 0.807 0.261 0.609 0.611 0.793 0.671 0.673 Avail Cap(c_a), veh/h 310.4 486.1 413.1 288.0 486.1 413.1 330.7 1973.4 1048.2 320.4 2090.0 1136.9 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.000 1.000 1.000 1.000 1.000 1.000 0.761 0.761 0.761 1.000 1.000 1.000 Uniform Delay (d), s/veh 40.6 42.7 42.9 39.3 38.2 42.0 11.6 13.5 13.5 18.0 12.5 12.5 Incr Delay (d2), s/veh 0.2 0.7 1.2 23.4 0.2 7.2 0.6 1.1 2.0 11.2 1.7 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 40.9 43.3 44.2 62.7 38.5 49.2 12.1 14.6 15.5 29.2 14.2 15.7 Lane Group LOS D D D E D D B B B C B B Approach Volume, veh/h 98 451 1891 2386 Approach Delay, s/veh 43.0 55.9 14.8 16.1 Approach LOS D E B B Timer Assigned Phase 7 4 3 8 5 2 1 6 Phase Duration (G+Y+Rc), s 6.11 14.25 11.00 19.13 6.97 64.00 10.39 67.43 Change Period (Y+Rc), s 4.00 6.00 4.00 6.00 4.00 6.00 4.00 6.00 Max Green Setting (Gmax), s 7.00 26.00 7.00 26.00 11.00 58.00 9.00 56.00 Max Q Clear Time (g_c+I1), s 3.39 4.25 9.00 12.30 3.10 24.97 6.24 29.10 Green Extension Time (p_c) 0.01 0.98 0.00 0.83 0.04 31.62 0.16 25.94 Intersection Summary HCM 2010 Control Delay 19.9 HCM 2010 Level of Service B HCM 2010 Signalized Intersection Summary Existing Traffic - PM Peak 2: College Avenue & Foothills PKWY 11/5/2012 9/13/2012 Existing Traffic - PM Peak Synchro 8 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 15 10 40 135 15 75 30 1650 85 135 2060 25 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 111211130230 Capacity, veh/h 56 75 64 196 134 114 41 3122 0 206 3418 41 Arriving On Green 0.04 0.04 0.04 0.07 0.07 0.00 0.01 0.20 0.00 0.12 1.00 1.00 Sat Flow, veh/h 1391.1 1862.7 1583.3 2712.1 1862.7 1583.3 1774.0 5252.9 0.0 3441.6 5179.1 62.8 Grp Volume(v), veh/h 16.3 10.9 43.5 146.7 16.3 0.0 32.6 1793.5 0.0 146.7 1464.8 801.5 Grp Sat Flow(s),veh/h/ln 1391.1 1862.7 1583.3 1356.0 1862.7 1583.3 1774.0 1695.1 0.0 1720.8 1695.1 1851.7 Q Serve(g_s), s 1.3 0.6 3.0 5.8 0.9 0.0 2.0 35.0 0.0 4.5 0.0 0.0 Cycle Q Clear(g_c), s 1.3 0.6 3.0 5.8 0.9 0.0 2.0 35.0 0.0 4.5 0.0 0.0 Proportion In Lane 1.000 1.000 1.000 1.000 1.000 0.000 1.000 0.034 Lane Grp Cap(c), veh/h 56.0 75.0 63.7 195.5 134.3 114.2 41.0 3122.0 0.0 206.5 2237.2 1221.9 V/C Ratio(X) 0.291 0.145 0.682 0.750 0.121 0.000 0.795 0.574 0.000 0.711 0.655 0.656 Avail Cap(c_a), veh/h 88.6 118.6 100.8 271.3 186.4 158.4 129.1 3122.0 0.0 344.3 2237.2 1221.9 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 2.00 2.00 2.00 Upstream Filter(I) 1.000 1.000 1.000 0.997 0.997 0.000 1.000 1.000 0.000 0.662 0.662 0.662 Uniform Delay (d), s/veh 51.2 50.9 52.1 50.0 47.8 0.0 54.3 30.9 0.0 47.5 0.0 0.0 Incr Delay (d2), s/veh 2.8 0.9 12.1 7.3 0.4 0.0 28.2 0.8 0.0 3.0 1.0 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 54.1 51.8 64.1 57.3 48.2 0.0 82.5 31.7 0.0 50.5 1.0 1.8 Lane Group LOS D D E E D F C D A A Approach Volume, veh/h 71 163 1826 2413 Approach Delay, s/veh 59.9 56.4 32.6 4.3 Approach LOS E E C A Timer Assigned Phase 4 8 5 2 1 6 Phase Duration (G+Y+Rc), s 10.43 13.93 6.54 74.00 11.60 79.05 Change Period (Y+Rc), s 6.00 6.00 4.00 6.50 5.00 6.50 Max Green Setting (Gmax), s 7.00 11.00 8.00 67.50 11.00 72.00 Max Q Clear Time (g_c+I1), s 4.98 7.84 4.02 36.99 6.51 2.00 Green Extension Time (p_c) 0.03 0.15 0.01 29.47 0.16 64.94 Intersection Summary HCM 2010 Control Delay 18.6 HCM 2010 Level of Service B HCM 2010 Signalized Intersection Summary Existing Traffic - PM Peak 4: College Avenue & Horsetooth Road 11/5/2012 9/13/2012 Existing Traffic - PM Peak Synchro 8 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 165 610 105 180 655 150 215 1435 125 175 1770 205 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 120221131131 Capacity, veh/h 200 752 129 256 753 337 264 2078 647 258 1922 598 Arriving On Green 0.11 0.24 0.24 0.10 0.28 0.28 0.11 0.41 0.41 0.03 0.12 0.12 Sat Flow, veh/h 1774.0 3098.7 532.7 3441.6 1583.3 1583.3 1774.0 1583.3 1583.3 1774.0 1583.3 1583.3 Grp Volume(v), veh/h 179.3 398.3 378.9 195.7 712.0 163.0 233.7 1559.8 135.9 190.2 1923.9 222.8 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1768.7 1720.8 1769.6 1583.3 1774.0 1695.1 1583.3 1774.0 1695.1 1583.3 Q Serve(g_s), s 11.5 23.7 23.8 6.4 22.7 9.8 10.8 30.1 6.4 7.3 43.5 14.9 Cycle Q Clear(g_c), s 11.5 23.7 23.8 6.4 22.7 9.8 10.8 30.1 6.4 7.3 43.5 14.9 Proportion In Lane 1.000 0.301 1.000 1.000 1.000 1.000 1.000 1.000 Lane Grp Cap(c), veh/h 200.4 452.1 429.3 256.1 753.4 337.0 264.4 2078.0 647.0 258.4 1921.9 598.4 V/C Ratio(X) 0.895 0.881 0.883 0.764 0.945 0.484 0.884 0.751 0.210 0.736 1.001 0.372 Avail Cap(c_a), veh/h 200.4 452.1 429.3 358.8 753.4 337.0 340.0 2078.0 647.0 357.5 1921.9 598.4 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.000 1.000 1.000 0.869 0.869 0.869 1.000 1.000 1.000 0.760 0.760 0.760 Uniform Delay (d), s/veh 50.4 42.0 42.0 50.9 40.6 36.0 34.2 29.0 22.0 26.4 50.4 37.8 Incr Delay (d2), s/veh 36.2 17.9 18.9 5.4 18.6 0.9 19.3 2.5 0.7 3.8 18.1 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 86.6 59.9 61.0 56.3 59.2 36.9 53.5 31.6 22.8 30.2 68.5 39.2 Lane Group LOS F EEEEDDCCCFD Approach Volume, veh/h 957 1071 1929 2337 Approach Delay, s/veh 65.3 55.3 33.6 62.6 Approach LOS E E C E Timer Assigned Phase 7 4 3 8 5 2 1 6 Phase Duration (G+Y+Rc), s 17.00 34.43 13.57 31.00 17.10 53.53 13.57 50.00 Change Period (Y+Rc), s 4.00 6.50 5.00 6.50 4.00 6.50 4.00 6.50 Max Green Setting (Gmax), s 13.00 24.50 12.00 24.50 18.00 46.00 16.00 43.50 Max Q Clear Time (g_c+I1), s 13.48 25.76 8.38 24.66 12.80 32.11 9.31 45.50 Green Extension Time (p_c) 0.00 0.00 0.20 0.00 0.30 13.49 0.27 0.00 Intersection Summary HCM 2010 Control Delay 52.9 HCM 2010 Level of Service D HCM 2010 Signalized Intersection Summary Existing Traffic - PM Peak 11: Mall Entrance & Foothills PKWY/Mathews Street 11/5/2012 9/13/2012 Existing Traffic - PM Peak Synchro 8 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 80 70 70 15 35 10 90 15 20 20 15 60 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 121121111010 Capacity, veh/h 471 939 420 449 939 420 791 1026 872 192 165 488 Arriving On Green 0.27 0.27 0.27 0.27 0.27 0.27 0.55 0.55 0.55 0.55 0.55 0.55 Sat Flow, veh/h 1364.1 3539.2 1583.3 1317.9 3539.2 1583.3 1285.8 1862.7 1583.3 295.4 209.2 886.1 Grp Volume(v), veh/h 87.0 76.1 76.1 16.3 38.0 10.9 97.8 16.3 21.7 103.3 0.0 0.0 Grp Sat Flow(s),veh/h/ln 1364.1 1769.6 1583.3 1317.9 1769.6 1583.3 1285.8 1862.7 1583.3 1403.0 0.0 0.0 Q Serve(g_s), s 3.0 1.0 2.2 0.6 0.5 0.3 2.4 0.2 0.4 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.5 1.0 2.2 1.5 0.5 0.3 4.1 0.2 0.4 1.8 0.0 0.0 Proportion In Lane 1.000 1.000 1.000 1.000 1.000 1.000 0.211 0.632 Lane Grp Cap(c), veh/h 471.4 939.4 420.3 448.7 939.4 420.3 790.7 1026.2 872.3 845.7 0.0 0.0 V/C Ratio(X) 0.184 0.081 0.181 0.036 0.040 0.026 0.124 0.016 0.025 0.122 0.000 0.000 Avail Cap(c_a), veh/h 473.7 945.4 422.9 451.0 945.4 422.9 790.7 1026.2 872.3 845.7 0.0 0.0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.897 0.897 0.897 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.000 0.000 Uniform Delay (d), s/veh 17.6 16.5 17.0 17.1 16.3 16.3 7.4 6.1 6.1 6.4 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.2 0.0 0.0 0.0 0.3 0.0 0.1 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 17.8 16.5 17.2 17.1 16.4 16.3 7.7 6.1 6.2 6.7 0.0 0.0 Lane Group LOS BBBBBBAAAA Approach Volume, veh/h 239 65 136 103 Approach Delay, s/veh 17.2 16.5 7.3 6.7 Approach LOS BBAA Timer Assigned Phase 4826 Phase Duration (G+Y+Rc), s 20.90 20.90 39.00 39.00 Change Period (Y+Rc), s 5.00 5.00 6.00 6.00 Max Green Setting (Gmax), s 16.00 16.00 33.00 33.00 Max Q Clear Time (g_c+I1), s 5.51 3.53 6.13 3.77 Green Extension Time (p_c) 0.91 1.00 1.07 1.09 Intersection Summary HCM 2010 Control Delay 12.7 HCM 2010 Level of Service B HCM 2010 TWSC Existing Traffic - PM Peak 12: Mathews Street & Swallow Road 11/5/2012 9/13/2012 Existing Traffic - PM Peak Synchro 8 Report Page 5 Intersection Intersection Delay (sec/veh): 1.7 Movement EBT EBR WBL WBT NBL NBR Volume (vph) 300 35 15 320 40 55 Conflicting Peds.(#/hr) 0000 0 0 Sign Control Free Free Free Free Stop Stop Right Turn Channelized None None None None None None Storage Length 0 100 100 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2222 2 2 Movement Flow Rate 326 38 16 348 43 60 Number of Lanes 1011 1 1 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 0 0 364 0 725 345 Stage 1 ---- 345 - Stage 2 ---- 380 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1222 - 411 829 Stage 1 ---- 784 - Stage 2 ---- 691 - Time blocked-Platoon(%) - - 22 - 22 22 Mov Capacity-1 Maneuver - - 1222 - 405 829 Mov Capacity-2 Maneuver ---- 405 - Stage 1 ---- 784 - Stage 2 ---- 682 - Approach EB WB NB HCM Control Delay (s) 0 0.4 11.9 HCM LOS A A B Lane NBLn1 NBLn2 EBT EBR WBL WBT Capacity (vph) 405 829 HCM Control Delay (s) 15 9.7 - - 7.986 - HCM Lane VC Ratio 0.107 0.072 - - 0.013 - HCM Lane LOS C A - - A - HCM 95th Percentile Queue (veh) 0.358 0.233 - - 0.041 - HCM 2010 Signalized Intersection Summary Existing Traffic - PM Peak 13: College Avenue & Monroe Drive 11/5/2012 9/13/2012 Existing Traffic - PM Peak Synchro 8 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 45 20 60 55 30 115 30 1605 115 70 2140 35 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 110111130130 Capacity, veh/h 220 51 154 169 232 197 179 3316 237 221 3583 58 Arriving On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.01 0.23 0.23 0.03 0.70 0.70 Sat Flow, veh/h 1370.8 411.3 1233.8 1305.0 1862.7 1583.3 1774.0 4845.2 346.5 1774.0 5154.0 84.1 Grp Volume(v), veh/h 48.9 0.0 87.0 59.8 32.6 125.0 32.6 1219.7 649.9 76.1 1528.5 835.7 Grp Sat Flow(s),veh/h/ln 1370.8 0.0 1645.0 1305.0 1862.7 1583.3 1774.0 1695.1 1801.6 1774.0 1695.1 1847.9 Q Serve(g_s), s 3.4 0.0 5.0 4.5 1.6 7.7 0.6 32.3 32.4 1.2 25.6 25.7 Cycle Q Clear(g_c), s 5.0 0.0 5.0 9.5 1.6 7.7 0.6 32.3 32.4 1.2 25.6 25.7 Proportion In Lane 1.000 0.750 1.000 1.000 1.000 0.192 1.000 0.046 Lane Grp Cap(c), veh/h 220.0 0.0 205.2 169.4 232.3 197.5 178.7 2319.8 1232.8 221.2 2357.1 1284.8 V/C Ratio(X) 0.222 0.000 0.424 0.353 0.140 0.633 0.182 0.526 0.527 0.344 0.648 0.650 Avail Cap(c_a), veh/h 397.4 0.0 418.1 338.3 473.4 402.4 258.2 2319.8 1232.8 298.6 2369.6 1291.6 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.000 0.000 1.000 1.000 1.000 1.000 0.597 0.597 0.597 1.000 1.000 1.000 Uniform Delay (d), s/veh 42.1 0.0 41.4 45.8 39.9 42.5 8.4 25.0 25.1 11.9 8.6 8.7 Incr Delay (d2), s/veh 0.5 0.0 1.4 1.2 0.3 3.3 0.3 0.5 1.0 0.9 1.4 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 42.6 0.0 42.8 47.0 40.2 45.9 8.7 25.5 26.0 12.8 10.0 11.2 Lane Group LOS D DDDDACCBBB Approach Volume, veh/h 136 217 1902 2440 Approach Delay, s/veh 42.7 45.3 25.4 10.5 Approach LOS D D C B Timer Assigned Phase 4 8 5 2 1 6 Phase Duration (G+Y+Rc), s 18.76 18.76 6.42 76.00 7.54 77.12 Change Period (Y+Rc), s 6.00 6.00 4.00 6.00 4.00 6.00 Max Green Setting (Gmax), s 26.00 26.00 7.00 70.00 8.00 71.50 Max Q Clear Time (g_c+I1), s 7.00 11.54 2.56 34.43 3.24 27.74 Green Extension Time (p_c) 1.34 1.22 0.01 34.42 0.05 42.05 Intersection Summary HCM 2010 Control Delay 19.1 HCM 2010 Level of Service B HCM 2010 Signalized Intersection Summary Existing Traffic - PM Peak 15: Stanford Road & Horsetooth Road 11/5/2012 9/13/2012 Existing Traffic - PM Peak Synchro 8 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 70 1070 20 110 1175 65 25 35 135 125 65 55 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 120120111111 Capacity, veh/h 302 2361 44 304 2293 127 263 344 292 290 344 292 Arriving On Green 0.01 0.21 0.21 0.04 0.66 0.66 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1774.0 3645.3 68.1 1774.0 3498.2 193.2 1324.4 1862.7 1583.3 1364.1 1862.7 1583.3 Grp Volume(v), veh/h 76.1 594.2 590.6 119.6 679.2 668.6 27.2 38.0 146.7 135.9 70.7 59.8 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1850.7 1774.0 1862.7 1828.6 1324.4 1862.7 1583.3 1364.1 1862.7 1583.3 Q Serve(g_s), s 1.7 32.7 32.7 2.6 23.0 23.1 2.1 2.0 9.7 10.7 3.7 3.7 Cycle Q Clear(g_c), s 1.7 32.7 32.7 2.6 23.0 23.1 5.8 2.0 9.7 12.7 3.7 3.7 Proportion In Lane 1.000 0.037 1.000 0.106 1.000 1.000 1.000 1.000 Lane Grp Cap(c), veh/h 301.7 1206.6 1198.8 304.2 1220.9 1198.6 263.5 343.6 292.1 290.2 343.6 292.1 V/C Ratio(X) 0.252 0.492 0.493 0.393 0.556 0.558 0.103 0.111 0.502 0.468 0.206 0.205 Avail Cap(c_a), veh/h 367.8 1206.6 1198.8 356.6 1220.9 1198.6 263.5 343.6 292.1 290.2 343.6 292.1 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.861 0.861 0.861 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Uniform Delay (d), s/veh 9.1 29.0 29.0 12.3 10.9 10.9 42.8 39.6 42.7 44.9 40.3 40.3 Incr Delay (d2), s/veh 0.4 0.3 0.3 0.8 0.6 0.6 0.8 0.7 6.1 5.3 1.4 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 9.5 29.3 29.3 13.1 11.4 11.5 43.5 40.2 48.8 50.2 41.6 41.9 Lane Group LOS A C C B B B DDDDDD Approach Volume, veh/h 1261 1467 212 266 Approach Delay, s/veh 28.1 11.6 46.6 46.1 Approach LOS C B D D Timer Assigned Phase 7 4 3 8 2 6 Phase Duration (G+Y+Rc), s 7.66 81.00 8.56 81.90 27.00 27.00 Change Period (Y+Rc), s 4.00 5.50 4.00 5.50 5.50 5.50 Max Green Setting (Gmax), s 8.00 75.50 8.00 76.00 21.50 21.50 Max Q Clear Time (g_c+I1), s 3.66 34.68 4.57 25.15 11.71 14.72 Green Extension Time (p_c) 0.05 28.01 0.08 32.32 1.32 1.07 Intersection Summary HCM 2010 Control Delay 23.2 HCM 2010 Level of Service C HCM 2010 AWSC Existing Traffic - PM Peak 16: JFK Parkway & Monroe Drive 11/5/2012 9/13/2012 Existing Traffic - PM Peak Synchro 8 Report Page 8 Intersection Intersection Delay (sec/veh) 8.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 20 45 35 45 45 15 60 80 30 10 35 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 222222222222 Movement Flow Rate 22 49 38 49 49 16 65 87 33 11 38 33 Number of Lanes 111110110011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2322 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2232 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2223 HCM Control Delay 8.5 9 9.1 8.5 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 Volume Left (%) 100% 0% 100% 0% 0% 100% 0% 22% 0% Volume Thru (%) 0% 73% 0% 100% 0% 0% 75% 78% 0% Volume Right (%) 0% 27% 0% 0% 100% 0% 25% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Volume by Lane 60 110 20 45 35 45 60 45 30 Left Turning Volume 0 80 0 45 0 0 45 35 0 Through Volume 0 30 0 0 35 0 15 0 30 Right Turning Volume 60 0 20 0 0 45 0 10 0 Lane Flow Rate 65 120 22 49 38 49 65 49 33 Geometry Group 888888888 Degree of Utilization, X 0.106 0.171 0.037 0.075 0.051 0.082 0.097 0.077 0.044 Departure Headway, Hd 5.835 5.142 6.046 5.543 4.838 6.026 5.347 5.664 4.849 Convergence(Y/N) Yes Yes Yes Yes Yes Yes Yes Yes Yes Capacity 612 695 590 643 735 592 667 629 732 Service Time 3.592 2.899 3.81 3.307 2.602 3.791 3.111 3.432 2.618 HCM Lane V/C Ratio 0.106 0.173 0.037 0.076 0.052 0.083 0.097 0.078 0.045 HCM Control Delay 9.3 9 9 8.8 7.9 9.3 8.7 8.9 7.8 HCM Lane LOS AAAAAAAAA HCM 95th Percentile Queue 0.4 0.6 0.1 0.2 0.2 0.3 0.3 0.3 0.1 HCM 2010 TWSC Existing Traffic - PM Peak 17: Stanford Road & Monroe Drive 11/5/2012 9/13/2012 Existing Traffic - PM Peak Synchro 8 Report Page 9 Intersection Intersection Delay (sec/veh): 1.9 Movement EBL EBR NBL NBT SBT SBR Volume (vph) 15 35 25 145 135 5 Conflicting Peds.(#/hr) 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free Right Turn Channelized None None None None None None Storage Length 200 0 0 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 Movement Flow Rate 16 38 27 158 147 5 Number of Lanes 1 1 0 1 1 0 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 362 150 152 0 0 0 Stage 1 150 - - - - - Stage 2 212 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 679 896 1429 - - - Stage 1 878 - - - - - Stage 2 860 - - - - - Time blocked-Platoon(%) 10 0 0 - - - Mov Capacity-1 Maneuver 665 896 1429 - - - Mov Capacity-2 Maneuver 665 - - - - - Stage 1 878 - - - - - Stage 2 842 - - - - - Approach EB NB SB HCM Control Delay (s) 9.6 1.1 0 HCM LOS A A A Lane NBL NBT EBLn1 EBLn2 SBT SBR Capacity (vph) 665 896 HCM Control Delay (s) 7.568 - 10.6 9.2 - - HCM Lane VC Ratio 0.019 - 0.025 0.042 - - HCM Lane LOS A - B A - - HCM 95th Percentile Queue (veh) 0.058 - 0.075 0.133 - - HCM 2010 Signalized Intersection Summary Existing Traffic - PM Peak 18: JFK Parkway & Horsetooth Road 11/5/2012 9/13/2012 Existing Traffic - PM Peak Synchro 8 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 115 735 75 255 855 50 110 95 270 55 110 60 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 120120111120 Capacity, veh/h 333 1770 181 538 1966 115 287 336 285 299 298 253 Arriving On Green 0.10 1.00 1.00 0.03 0.19 0.19 0.06 0.18 0.18 0.04 0.16 0.16 Sat Flow, veh/h 1774.0 3326.2 339.4 1774.0 3485.7 203.8 1774.0 1583.3 1583.3 1774.0 1862.7 1583.3 Grp Volume(v), veh/h 125.0 447.3 433.1 277.2 496.6 487.1 119.6 103.3 293.5 59.8 119.6 65.2 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1802.9 1774.0 1862.7 1826.8 1774.0 1862.7 1583.3 1774.0 1862.7 1583.3 Q Serve(g_s), s 3.9 0.0 0.0 7.1 28.3 28.3 6.5 5.7 21.4 3.3 6.8 4.3 Cycle Q Clear(g_c), s 3.9 0.0 0.0 7.1 28.3 28.3 6.5 5.7 21.4 3.3 6.8 4.3 Proportion In Lane 1.000 0.188 1.000 0.112 1.000 1.000 1.000 1.000 Lane Grp Cap(c), veh/h 333.1 991.5 959.6 537.7 1050.5 1030.2 287.3 335.6 285.3 299.0 297.9 253.2 V/C Ratio(X) 0.375 0.451 0.451 0.516 0.473 0.473 0.416 0.308 1.029 0.200 0.401 0.258 Avail Cap(c_a), veh/h 350.9 991.5 959.6 648.6 1058.3 1037.9 287.3 335.6 285.3 335.0 305.7 259.9 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.339 0.339 0.339 0.811 0.811 0.811 1.000 1.000 1.000 1.000 1.000 1.000 Uniform Delay (d), s/veh 13.7 0.0 0.0 8.8 32.6 32.6 37.0 42.3 48.7 39.5 44.8 43.7 Incr Delay (d2), s/veh 0.2 0.1 0.1 0.6 0.3 0.3 1.0 2.4 60.9 0.3 4.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 13.9 0.1 0.1 9.4 32.9 32.9 37.9 44.6 109.6 39.9 48.8 46.2 Lane Group LOS BAAACCDDFDDD Approach Volume, veh/h 1005 1261 516 245 Approach Delay, s/veh 1.8 27.7 80.0 45.9 Approach LOS A C F D Timer Assigned Phase 7 4 3 8 5 2 1 6 Phase Duration (G+Y+Rc), s 9.81 69.24 13.57 73.00 11.00 27.41 8.59 25.00 Change Period (Y+Rc), s 4.00 6.00 4.00 6.00 4.00 6.00 4.00 6.00 Max Green Setting (Gmax), s 7.00 57.00 17.00 67.50 7.00 19.00 7.00 19.50 Max Q Clear Time (g_c+I1), s 5.87 2.00 9.06 30.27 8.50 23.41 5.32 8.85 Green Extension Time (p_c) 0.03 20.16 0.51 17.50 0.00 0.00 0.01 2.07 Intersection Summary HCM 2010 Control Delay 29.5 HCM 2010 Level of Service C HCM 2010 AWSC Existing Traffic - PM Peak 22: Stanford Road & Swallow Road 11/5/2012 9/13/2012 Existing Traffic - PM Peak Synchro 8 Report Page 11 Intersection Intersection Delay (sec/veh) 14.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 5 295 60 90 285 5 105 20 60 5 10 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 222222222222 Movement Flow Rate 5 321 65 98 310 5 114 22 65 5 11 5 Number of Lanes 110110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2211 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1122 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1122 HCM Control Delay 16.6 13.2 11.9 9.7 HCM LOS C B B A Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Volume Left (%) 57% 100% 0% 100% 0% 25% Volume Thru (%) 11% 0% 83% 0% 98% 50% Volume Right (%) 32% 0% 17% 0% 2% 25% Sign Control Stop Stop Stop Stop Stop Stop Traffic Volume by Lane 185 5 355 90 290 20 Left Turning Volume 20 0 295 0 285 10 Through Volume 60 0 60 0 5 5 Right Turning Volume 105 5 0 90 0 5 Lane Flow Rate 201 5 386 98 315 22 Geometry Group 277772 Degree of Utilization, X 0.332 0.009 0.605 0.169 0.5 0.039 Departure Headway, Hd 5.937 6.275 5.648 6.229 5.71 6.404 Convergence(Y/N) Yes Yes Yes Yes Yes Yes Capacity 605 570 641 576 630 557 Service Time 3.982 4.011 3.384 3.964 3.445 4.467 HCM Lane V/C Ratio 0.332 0.009 0.602 0.17 0.5 0.039 HCM Control Delay 11.9 9.1 16.7 10.2 14.1 9.7 HCM Lane LOS B A C B B A HCM 95th Percentile Queue 1.5 0 4.6 0.6 3 0.1 HCM 2010 TWSC Existing Traffic - PM Peak 25: College Avenue & Right In/Out 11/5/2012 9/13/2012 Existing Traffic - PM Peak Synchro 8 Report Page 12 Intersection Intersection Delay (sec/veh): 0 Movement WBL WBR NBT NBR SBL SBT Volume (vph) 0 20 1745 20 0 2235 Conflicting Peds.(#/hr) 0 0 0000 Sign Control Stop Stop Free Free Free Free Right Turn Channelized None None None None None None Storage Length 0 0 0 0 Median Width 0 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2222 Movement Flow Rate 0 22 1897 22 0 2429 Number of Lanes 0 1 3003 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All ~ 960 0 0 - 0 Stage 1 - - ---- Stage 2 - - ---- Follow-up Headway 0 3.92 - - 0 - Pot Capacity-1 Maneuver 0 *840 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Time blocked-Platoon(%) 0 44 - - 0 - Mov Capacity-1 Maneuver - *840 ---- Mov Capacity-2 Maneuver - - ---- Stage 1 - - ---- Stage 2 - - ---- Approach WB NB SB HCM Control Delay (s) 9.4 0 0 HCM LOS A A A Lane NBT NBR WBLn1 SBT Capacity (vph) *840 HCM Control Delay (s) - - 9.4 - HCM Lane VC Ratio - - 0.026 - HCM Lane LOS - - A - HCM 95th Percentile Queue (veh) - - 0.08 - HCM 2010 TWSC Existing Traffic - PM Peak 30: Remington & Swallow Road 11/5/2012 9/13/2012 Existing Traffic - PM Peak Synchro 8 Report Page 13 Intersection Intersection Delay (sec/veh): 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 25 275 45 15 315 35 40 10 20 40 15 60 Conflicting Peds.(#/hr) 000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop Right Turn Channelized None None None None None None None None None None None None Storage Length 50 0 100 0 0 0 0 0 Median Width 12 12 0 0 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 222222222222 Movement Flow Rate 27 299 49 16 342 38 43 11 22 43 16 65 Number of Lanes 110110010010 Major/Minor Major 1 Major 2 Minor 1 Minor 2 Conflicting Flow Rate - All 380 0 0 348 0 0 812 790 175 787 795 190 Stage 1 ------ 378 378- 393 393- Stage 2 ------ 434 412- 394 402- Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1178 - - 1235 - - 311 327 *1201 326 323 852 Stage 1 ------ 727 652- 632 606- Stage 2 ------ 600 594- 709 632- Time blocked-Platoon(%) 0 - - 20 - - 20 20 20 20 20 0 Mov Capacity-1 Maneuver 1178 - - 1235 - - 268 315 *1201 303 312 852 Mov Capacity-2 Maneuver ------ 268 315- 303 312- Stage 1 ------ 710 637- 618 598- Stage 2 ------ 532 586- 669 618- Approach EB WB NB SB HCM Control Delay (s) 0.6 0.3 17.9 15.8 HCM LOS A A C C Lane NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (vph) *354 *459 HCM Control Delay (s) 17.9 8.128 0 - 7.954 0 - 15.8 HCM Lane VC Ratio 0.215 0.023 - - 0.013 - - 0.272 HCM Lane LOS C A A - A A - C HCM 95th Percentile Queue (veh) 0.803 0.071 - - 0.04 - - 1.094 HCM 2010 AWSC Existing Traffic - PM Peak 33: Stanford Road & N Monroe 11/5/2012 9/13/2012 Existing Traffic - PM Peak Synchro 8 Report Page 14 Intersection Intersection Delay (sec/veh) 9.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 40 20 15 10 15 20 20 125 15 15 115 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 222222222222 Movement Flow Rate 43 22 16 11 16 22 22 136 16 16 125 49 Number of Lanes 111010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1311 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1131 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1113 HCM Control Delay 8.7 8.5 9.4 9.3 HCM LOS AAAA Lane NBLn1 EBLn1 EBLn2 EBLn3 WBLn1 SBLn1 Volume Left (%) 12% 100% 0% 0% 22% 9% Volume Thru (%) 78% 0% 100% 0% 33% 66% Volume Right (%) 9% 0% 0% 100% 44% 26% Sign Control Stop Stop Stop Stop Stop Stop Traffic Volume by Lane 160 40 20 15 45 175 Left Turning Volume 125 0 20 0 15 115 Through Volume 15 0 0 15 20 45 Right Turning Volume 20 40 0 0 10 15 Lane Flow Rate 174 43 22 16 49 190 Geometry Group 777777 Degree of Utilization, X 0.244 0.073 0.033 0.022 0.073 0.259 Departure Headway, Hd 5.047 6.011 5.507 4.801 5.37 4.902 Convergence(Y/N) Yes Yes Yes Yes Yes Yes Capacity 711 595 649 744 665 732 Service Time 2.78 3.753 3.249 2.542 3.116 2.634 HCM Lane V/C Ratio 0.245 0.072 0.034 0.022 0.074 0.26 HCM Control Delay 9.4 9.2 8.4 7.7 8.5 9.3 HCM Lane LOS AAAAAA HCM 95th Percentile Queue 1 0.2 0.1 0.1 0.2 1 HCM 2010 Signalized Intersection Summary Existing Traffic - SAT Peak 1: College Avenue & Swallow Road 11/5/2012 9/13/2012 Existing Traffic - SAT Peak Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 60 120 90 80 90 120 70 1675 80 90 1705 60 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 111111130130 Capacity, veh/h 242 198 169 223 223 189 220 2962 141 227 3023 106 Arriving On Green 0.04 0.11 0.11 0.06 0.12 0.12 0.04 0.60 0.60 0.04 0.60 0.60 Sat Flow, veh/h 1774.0 1583.3 1583.3 1774.0 1583.3 1583.3 1774.0 4973.9 237.2 1774.0 5044.3 177.3 Grp Volume(v), veh/h 65.2 130.4 97.8 87.0 97.8 130.4 76.1 1240.1 667.5 97.8 1244.9 673.6 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1583.3 1774.0 1862.7 1583.3 1774.0 1695.1 1820.9 1774.0 1695.1 1831.5 Q Serve(g_s), s 3.2 6.7 5.8 4.2 4.8 7.8 1.6 23.1 23.2 2.1 23.0 23.1 Cycle Q Clear(g_c), s 3.2 6.7 5.8 4.2 4.8 7.8 1.6 23.1 23.2 2.1 23.0 23.1 Proportion In Lane 1.000 1.000 1.000 1.000 1.000 0.130 1.000 0.097 Lane Grp Cap(c), veh/h 242.1 198.4 168.7 223.1 222.7 189.3 220.5 2018.8 1084.3 226.9 2031.4 1097.4 V/C Ratio(X) 0.269 0.657 0.580 0.390 0.439 0.689 0.345 0.614 0.616 0.431 0.613 0.614 Avail Cap(c_a), veh/h 289.4 488.8 415.5 247.2 488.8 415.5 300.9 2018.8 1084.3 300.7 2031.4 1097.4 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.000 1.000 1.000 1.000 1.000 1.000 0.672 0.672 0.672 1.000 1.000 1.000 Uniform Delay (d), s/veh 37.2 42.5 42.2 35.7 40.5 41.9 10.9 12.8 12.8 11.7 12.6 12.6 Incr Delay (d2), s/veh 0.6 3.7 3.1 1.1 1.4 4.4 0.6 0.9 1.8 1.3 1.4 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 37.8 46.2 45.3 36.8 41.9 46.3 11.6 13.7 14.6 13.0 14.0 15.2 Lane Group LOS DDDDDDBBBBBB Approach Volume, veh/h 293 315 1984 2016 Approach Delay, s/veh 44.0 42.3 13.9 14.3 Approach LOS D D B B Timer Assigned Phase 7 4 3 8 5 2 1 6 Phase Duration (G+Y+Rc), s 8.36 16.55 9.65 17.84 7.51 65.00 7.88 65.37 Change Period (Y+Rc), s 4.00 6.00 4.00 6.00 4.00 6.00 4.00 6.00 Max Green Setting (Gmax), s 7.00 26.00 7.00 26.00 8.00 59.00 8.00 59.00 Max Q Clear Time (g_c+I1), s 5.21 8.67 6.21 9.83 3.64 25.19 4.09 25.10 Green Extension Time (p_c) 0.02 1.89 0.01 1.85 0.05 31.86 0.07 31.94 Intersection Summary HCM 2010 Control Delay 18.0 HCM 2010 Level of Service B HCM 2010 Signalized Intersection Summary Existing Traffic - SAT Peak 2: College Avenue & Foothills PKWY 11/5/2012 9/13/2012 Existing Traffic - SAT Peak Synchro 8 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 25 20 20 180 15 155 35 1645 185 195 1650 30 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 111211130230 Capacity, veh/h 46 62 53 310 215 183 48 2616 293 272 3211 58 Arriving On Green 0.03 0.03 0.03 0.12 0.12 0.12 0.03 0.56 0.56 0.16 1.00 1.00 Sat Flow, veh/h 1391.1 1862.7 1583.3 2685.6 1862.7 1583.3 1774.0 4641.7 519.5 3441.6 5143.0 93.5 Grp Volume(v), veh/h 27.2 21.7 21.7 195.7 16.3 168.5 38.0 1303.7 685.5 212.0 1182.0 644.1 Grp Sat Flow(s),veh/h/ln 1391.1 1862.7 1583.3 1342.8 1862.7 1583.3 1774.0 1695.1 1771.1 1720.8 1695.1 1846.2 Q Serve(g_s), s 2.2 1.3 1.5 7.8 0.9 11.9 2.4 30.7 31.0 6.7 0.0 0.0 Cycle Q Clear(g_c), s 2.2 1.3 1.5 7.8 0.9 11.9 2.4 30.7 31.0 6.7 0.0 0.0 Proportion In Lane 1.000 1.000 1.000 1.000 1.000 0.293 1.000 0.051 Lane Grp Cap(c), veh/h 46.3 61.9 52.7 309.9 214.9 182.7 48.4 1910.9 998.2 272.3 2116.7 1152.7 V/C Ratio(X) 0.587 0.351 0.413 0.631 0.076 0.922 0.786 0.682 0.687 0.778 0.558 0.559 Avail Cap(c_a), veh/h 86.4 115.7 98.4 309.9 214.9 182.7 141.7 1910.9 998.2 397.1 2116.7 1152.7 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.000 1.000 1.000 0.989 0.989 0.989 1.000 1.000 1.000 0.776 0.776 0.776 Uniform Delay (d), s/veh 53.7 53.3 53.4 47.5 44.5 49.3 54.5 17.4 17.5 46.5 0.0 0.0 Incr Delay (d2), s/veh 11.3 3.4 5.1 4.1 0.1 44.6 23.7 2.0 3.8 4.6 0.8 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 65.0 56.6 58.5 51.6 44.6 93.9 78.1 19.4 21.3 51.1 0.8 1.5 Lane Group LOS E E E D D F E B C D A A Approach Volume, veh/h 71 380 2027 2038 Approach Delay, s/veh 60.4 70.0 21.2 6.3 Approach LOS E E C A Timer Assigned Phase 4 8 5 2 1 6 Phase Duration (G+Y+Rc), s 9.75 19.00 7.07 70.00 13.91 76.84 Change Period (Y+Rc), s 6.00 6.00 4.00 6.50 5.00 6.50 Max Green Setting (Gmax), s 7.00 13.00 9.00 63.50 13.00 69.00 Max Q Clear Time (g_c+I1), s 4.17 13.87 4.40 33.04 8.66 2.00 Green Extension Time (p_c) 0.04 0.00 0.02 28.85 0.27 59.87 Intersection Summary HCM 2010 Control Delay 19.2 HCM 2010 Level of Service B HCM 2010 Signalized Intersection Summary Existing Traffic - SAT Peak 4: College Avenue & Horsetooth Road 11/5/2012 9/13/2012 Existing Traffic - SAT Peak Synchro 8 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 230 570 140 220 440 125 225 1430 130 175 1520 160 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 120221131131 Capacity, veh/h 236 653 160 298 667 298 298 2077 647 262 2003 624 Arriving On Green 0.13 0.23 0.23 0.17 0.38 0.38 0.10 0.41 0.41 0.17 0.79 0.79 Sat Flow, veh/h 1774.0 2891.5 708.9 3441.6 1583.3 1583.3 1774.0 1583.3 1583.3 1774.0 1583.3 1583.3 Grp Volume(v), veh/h 250.0 398.7 373.0 239.1 478.3 135.9 244.6 1554.3 141.3 190.2 1652.2 173.9 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1737.6 1720.8 1769.6 1583.3 1774.0 1695.1 1583.3 1774.0 1695.1 1583.3 Q Serve(g_s), s 15.0 23.8 23.9 7.5 13.0 5.7 8.9 29.4 4.5 7.3 22.2 2.1 Cycle Q Clear(g_c), s 15.0 23.8 23.9 7.5 13.0 5.7 8.9 29.4 4.5 7.3 22.2 2.1 Proportion In Lane 1.000 0.408 1.000 1.000 1.000 1.000 1.000 1.000 Lane Grp Cap(c), veh/h 235.6 420.5 392.3 298.3 667.1 298.4 298.4 2077.3 646.8 262.3 2003.4 623.8 V/C Ratio(X) 1.061 0.948 0.951 0.802 0.717 0.455 0.820 0.748 0.218 0.725 0.825 0.279 Avail Cap(c_a), veh/h 235.6 420.5 392.3 396.1 767.7 343.4 358.7 2077.3 646.8 348.3 2003.4 623.8 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.000 1.000 1.000 0.930 0.930 0.930 1.000 1.000 1.000 0.825 0.825 0.825 Uniform Delay (d), s/veh 49.0 43.1 43.1 45.8 32.6 18.8 22.6 28.5 10.1 21.5 9.6 3.0 Incr Delay (d2), s/veh 75.7 30.9 32.9 7.9 2.5 1.0 12.0 2.5 0.8 4.2 3.3 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 124.7 74.0 76.0 53.6 35.2 19.8 34.6 31.0 10.8 25.7 13.0 3.9 Lane Group LOS F E E D D B C C B C B A Approach Volume, veh/h 1022 853 1940 2016 Approach Delay, s/veh 87.1 37.9 30.0 13.4 Approach LOS F D C B Timer Assigned Phase 7 4 3 8 5 2 1 6 Phase Duration (G+Y+Rc), s 19.00 32.00 14.79 27.79 15.16 52.64 13.52 51.00 Change Period (Y+Rc), s 4.00 6.50 5.00 6.50 4.00 6.50 4.00 6.50 Max Green Setting (Gmax), s 15.00 25.50 13.00 24.50 15.00 45.00 15.00 44.50 Max Q Clear Time (g_c+I1), s 17.00 25.91 9.53 15.03 10.90 31.41 9.30 24.22 Green Extension Time (p_c) 0.00 0.00 0.26 5.58 0.27 13.00 0.24 19.06 Intersection Summary HCM 2010 Control Delay 35.4 HCM 2010 Level of Service D HCM 2010 Signalized Intersection Summary Existing Traffic - SAT Peak 11: Mall Entrance & Foothills PKWY/Mathews Street 11/5/2012 9/13/2012 Existing Traffic - SAT Peak Synchro 8 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 165 85 155 20 55 15 155 10 30 20 40 80 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 121121111010 Capacity, veh/h 477 821 367 459 821 367 720 906 770 157 274 433 Arriving On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.49 0.49 0.49 0.49 0.49 0.49 Sat Flow, veh/h 1337.5 3539.2 1583.3 1298.6 3539.2 1583.3 1230.0 1862.7 1583.3 222.7 409.5 890.8 Grp Volume(v), veh/h 179.3 92.4 168.5 21.7 59.8 16.3 168.5 10.9 32.6 152.2 0.0 0.0 Grp Sat Flow(s),veh/h/ln 1337.5 1769.6 1583.3 1298.6 1769.6 1583.3 1230.0 1862.7 1583.3 1559.0 0.0 0.0 Q Serve(g_s), s 4.7 0.8 3.6 0.5 0.5 0.3 3.5 0.1 0.4 0.0 0.0 0.0 Cycle Q Clear(g_c), s 5.2 0.8 3.6 1.3 0.5 0.3 5.5 0.1 0.4 2.0 0.0 0.0 Proportion In Lane 1.000 1.000 1.000 1.000 1.000 1.000 0.143 0.571 Lane Grp Cap(c), veh/h 476.8 820.6 367.1 458.7 820.6 367.1 720.3 906.2 770.3 863.8 0.0 0.0 V/C Ratio(X) 0.376 0.113 0.459 0.047 0.073 0.044 0.234 0.012 0.042 0.176 0.000 0.000 Avail Cap(c_a), veh/h 851.6 1812.4 810.8 822.6 1812.4 810.8 720.3 906.2 770.3 863.8 0.0 0.0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.000 0.000 Uniform Delay (d), s/veh 13.8 11.8 12.9 12.4 11.7 11.6 7.2 5.2 5.3 5.7 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.1 0.9 0.0 0.0 0.0 0.8 0.0 0.1 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 14.3 11.9 13.8 12.4 11.8 11.7 8.0 5.2 5.4 6.1 0.0 0.0 Lane Group LOS BBBBBBAAAA Approach Volume, veh/h 440 98 212 152 Approach Delay, s/veh 13.6 11.9 7.4 6.1 Approach LOS BBAA Timer Assigned Phase 4826 Phase Duration (G+Y+Rc), s 14.06 14.06 25.00 25.00 Change Period (Y+Rc), s 5.00 5.00 6.00 6.00 Max Green Setting (Gmax), s 20.00 20.00 19.00 19.00 Max Q Clear Time (g_c+I1), s 7.24 3.33 7.48 3.98 Green Extension Time (p_c) 1.84 2.03 1.28 1.44 Intersection Summary HCM 2010 Control Delay 10.7 HCM 2010 Level of Service B HCM 2010 TWSC Existing Traffic - SAT Peak 12: Mathews Street & Swallow Road 11/5/2012 9/13/2012 Existing Traffic - SAT Peak Synchro 8 Report Page 5 Intersection Intersection Delay (sec/veh): 2.3 Movement EBT EBR WBL WBT NBL NBR Volume (vph) 235 35 20 210 50 65 Conflicting Peds.(#/hr) 0000 0 0 Sign Control Free Free Free Free Stop Stop Right Turn Channelized None None None None None None Storage Length 0 100 100 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2222 2 2 Movement Flow Rate 255 38 22 228 54 71 Number of Lanes 1011 1 1 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 0 0 293 0 546 274 Stage 1 ---- 274 - Stage 2 ---- 272 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1298 - 539 880 Stage 1 ---- 833 - Stage 2 ---- 774 - Time blocked-Platoon(%) - - 18 - 18 18 Mov Capacity-1 Maneuver - - 1298 - 529 880 Mov Capacity-2 Maneuver ---- 529 - Stage 1 ---- 833 - Stage 2 ---- 761 - Approach EB WB NB HCM Control Delay (s) 0 0.7 10.8 HCM LOS A A B Lane NBLn1 NBLn2 EBT EBR WBL WBT Capacity (vph) 529 880 HCM Control Delay (s) 12.6 9.4 - - 7.821 - HCM Lane VC Ratio 0.103 0.08 - - 0.017 - HCM Lane LOS B A - - A - HCM 95th Percentile Queue (veh) 0.342 0.261 - - 0.051 - HCM 2010 Signalized Intersection Summary Existing Traffic - SAT Peak 13: College Avenue & Monroe Drive 11/5/2012 9/13/2012 Existing Traffic - SAT Peak Synchro 8 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 65 30 70 95 20 120 40 1665 80 85 1725 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 110111130130 Capacity, veh/h 285 83 194 206 311 265 205 3222 155 283 3354 78 Arriving On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.05 1.00 1.00 0.02 0.44 0.44 Sat Flow, veh/h 1384.3 497.4 1160.6 1279.5 1862.7 1583.3 1774.0 4972.3 238.6 1774.0 5113.5 118.5 Grp Volume(v), veh/h 70.7 0.0 108.7 103.3 21.7 130.4 43.5 1233.2 663.6 92.4 1242.6 675.8 Grp Sat Flow(s),veh/h/ln 1384.3 0.0 1657.9 1279.5 1862.7 1583.3 1774.0 1695.1 1820.6 1774.0 1695.1 1841.8 Q Serve(g_s), s 4.8 0.0 6.2 8.4 1.0 8.0 0.9 0.0 0.0 1.8 29.1 29.1 Cycle Q Clear(g_c), s 5.9 0.0 6.2 14.6 1.0 8.0 0.9 0.0 0.0 1.8 29.1 29.1 Proportion In Lane 1.000 0.700 1.000 1.000 1.000 0.131 1.000 0.064 Lane Grp Cap(c), veh/h 285.1 0.0 277.0 206.5 311.2 264.5 204.6 2196.7 1179.7 283.4 2223.5 1208.0 V/C Ratio(X) 0.248 0.000 0.392 0.500 0.070 0.493 0.213 0.561 0.563 0.326 0.559 0.559 Avail Cap(c_a), veh/h 391.1 0.0 403.9 304.4 453.8 385.7 289.4 2196.7 1179.7 404.0 2239.4 1216.6 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.67 0.67 0.67 Upstream Filter(I) 1.000 0.000 1.000 1.000 1.000 1.000 0.556 0.556 0.556 1.000 1.000 1.000 Uniform Delay (d), s/veh 39.9 0.0 39.6 46.1 37.5 40.3 10.1 0.0 0.0 5.4 18.4 18.5 Incr Delay (d2), s/veh 0.4 0.0 0.9 1.9 0.1 1.4 0.3 0.6 1.1 0.7 1.0 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 40.4 0.0 40.5 48.0 37.6 41.8 10.3 0.6 1.1 6.1 19.5 20.3 Lane Group LOS D DDDDBAAABC Approach Volume, veh/h 179 255 1940 2011 Approach Delay, s/veh 40.5 43.9 1.0 19.1 Approach LOS D D A B Timer Assigned Phase 4 8 5 2 1 6 Phase Duration (G+Y+Rc), s 23.83 23.83 6.90 75.16 7.74 76.00 Change Period (Y+Rc), s 6.00 6.00 4.00 6.00 4.00 6.00 Max Green Setting (Gmax), s 26.00 26.00 8.00 67.00 11.00 70.50 Max Q Clear Time (g_c+I1), s 8.24 16.59 2.87 2.00 3.80 31.11 Green Extension Time (p_c) 1.62 1.24 0.02 58.18 0.10 36.75 Intersection Summary HCM 2010 Control Delay 13.4 HCM 2010 Level of Service B HCM 2010 Signalized Intersection Summary Existing Traffic - SAT Peak 15: Stanford Road & Horsetooth Road 11/5/2012 9/13/2012 Existing Traffic - SAT Peak Synchro 8 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 65 855 15 55 845 55 10 20 55 75 40 75 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 120120111111 Capacity, veh/h 453 2548 45 430 2410 157 228 266 226 246 266 226 Arriving On Green 0.02 0.47 0.47 0.03 0.70 0.70 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1774.0 3650.2 64.0 1774.0 3460.5 225.2 1357.4 1862.7 1583.3 1384.3 1862.7 1583.3 Grp Volume(v), veh/h 70.7 474.3 471.4 59.8 494.4 483.9 10.9 21.7 59.8 81.5 43.5 81.5 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1851.4 1774.0 1862.7 1823.0 1357.4 1862.7 1583.3 1384.3 1862.7 1583.3 Q Serve(g_s), s 1.3 18.9 18.9 1.1 12.7 12.7 0.8 1.2 3.9 6.3 2.4 5.4 Cycle Q Clear(g_c), s 1.3 18.9 18.9 1.1 12.7 12.7 3.2 1.2 3.9 7.4 2.4 5.4 Proportion In Lane 1.000 0.035 1.000 0.124 1.000 1.000 1.000 1.000 Lane Grp Cap(c), veh/h 453.4 1300.1 1292.2 430.3 1297.3 1269.6 228.2 265.9 226.0 245.9 265.9 226.0 V/C Ratio(X) 0.156 0.365 0.365 0.139 0.381 0.381 0.048 0.082 0.264 0.332 0.164 0.361 Avail Cap(c_a), veh/h 521.1 1300.1 1292.2 531.4 1305.4 1277.5 228.2 265.9 226.0 245.9 265.9 226.0 HCM Platoon Ratio 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.890 0.890 0.890 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Uniform Delay (d), s/veh 5.3 14.3 14.3 6.2 7.2 7.2 44.9 43.0 44.1 46.2 43.5 44.8 Incr Delay (d2), s/veh 0.1 0.2 0.2 0.1 0.2 0.2 0.4 0.6 2.8 3.6 1.3 4.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 5.4 14.5 14.5 6.3 7.4 7.4 45.3 43.6 47.0 49.8 44.8 49.2 Lane Group LOS ABBAAADDDDDD Approach Volume, veh/h 1016 1038 92 207 Approach Delay, s/veh 13.8 7.4 46.0 48.5 Approach LOS B A D D Timer Assigned Phase 7 4 3 8 2 6 Phase Duration (G+Y+Rc), s 7.59 86.17 7.41 86.00 22.00 22.00 Change Period (Y+Rc), s 4.00 5.50 4.00 5.50 5.50 5.50 Max Green Setting (Gmax), s 8.00 78.50 10.00 81.00 16.50 16.50 Max Q Clear Time (g_c+I1), s 3.30 20.89 3.10 14.68 5.89 9.44 Green Extension Time (p_c) 0.05 21.48 0.05 22.28 0.78 0.61 Intersection Summary HCM 2010 Control Delay 15.3 HCM 2010 Level of Service B HCM 2010 AWSC Existing Traffic - SAT Peak 16: JFK Parkway & Monroe Drive 11/5/2012 9/13/2012 Existing Traffic - SAT Peak Synchro 8 Report Page 8 Intersection Intersection Delay (sec/veh) 9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 50 40 25 25 45 10 35 110 30 10 40 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 222222222222 Movement Flow Rate 54 43 27 27 49 11 38 120 33 11 43 33 Number of Lanes 111110110011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2322 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2232 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2223 HCM Control Delay 8.8 8.9 9.3 8.5 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 Volume Left (%) 100% 0% 100% 0% 0% 100% 0% 20% 0% Volume Thru (%) 0% 79% 0% 100% 0% 0% 82% 80% 0% Volume Right (%) 0% 21% 0% 0% 100% 0% 18% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Volume by Lane 35 140 50 40 25 25 55 50 30 Left Turning Volume 0 110 0 40 0 0 45 40 0 Through Volume 0 30 0 0 25 0 10 0 30 Right Turning Volume 35 0 50 0 0 25 0 10 0 Lane Flow Rate 38 152 54 43 27 27 60 54 33 Geometry Group 888888888 Degree of Utilization, X 0.062 0.219 0.091 0.067 0.036 0.046 0.091 0.085 0.044 Departure Headway, Hd 5.826 5.174 6.012 5.509 4.805 6.096 5.464 5.641 4.838 Convergence(Y/N) Yes Yes Yes Yes Yes Yes Yes Yes Yes Capacity 613 691 593 647 740 584 652 632 734 Service Time 3.583 2.931 3.778 3.275 2.57 3.866 3.234 3.41 2.606 HCM Lane V/C Ratio 0.062 0.22 0.091 0.066 0.036 0.046 0.092 0.085 0.045 HCM Control Delay 9 9.4 9.4 8.7 7.8 9.2 8.8 8.9 7.8 HCM Lane LOS AAAAAAAAA HCM 95th Percentile Queue 0.2 0.8 0.3 0.2 0.1 0.1 0.3 0.3 0.1 HCM 2010 TWSC Existing Traffic - SAT Peak 17: Stanford Road & Monroe Drive 11/5/2012 9/13/2012 Existing Traffic - SAT Peak Synchro 8 Report Page 9 Intersection Intersection Delay (sec/veh): 1.7 Movement EBL EBR NBL NBT SBT SBR Volume (vph) 15 30 15 125 135 5 Conflicting Peds.(#/hr) 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free Right Turn Channelized None None None None None None Storage Length 200 0 0 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 Movement Flow Rate 16 33 16 136 147 5 Number of Lanes 1 1 0 1 1 0 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 318 150 152 0 0 0 Stage 1 150 - - - - - Stage 2 168 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 711 896 1429 - - - Stage 1 878 - - - - - Stage 2 892 - - - - - Time blocked-Platoon(%) 8 0 0 - - - Mov Capacity-1 Maneuver 702 896 1429 - - - Mov Capacity-2 Maneuver 702 - - - - - Stage 1 878 - - - - - Stage 2 882 - - - - - Approach EB NB SB HCM Control Delay (s) 9.6 0.8 0 HCM LOS A A A Lane NBL NBT EBLn1 EBLn2 SBT SBR Capacity (vph) 702 896 HCM Control Delay (s) 7.548 - 10.3 9.2 - - HCM Lane VC Ratio 0.011 - 0.023 0.036 - - HCM Lane LOS A - B A - - HCM 95th Percentile Queue (veh) 0.035 - 0.071 0.113 - - HCM 2010 Signalized Intersection Summary Existing Traffic - SAT Peak 18: JFK Parkway & Horsetooth Road 11/5/2012 9/13/2012 Existing Traffic - SAT Peak Synchro 8 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 115 655 105 210 670 50 85 85 240 50 85 45 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 120120111120 Capacity, veh/h 441 1730 277 557 1970 147 285 303 258 282 264 224 Arriving On Green 0.10 1.00 1.00 0.05 0.39 0.39 0.06 0.16 0.16 0.04 0.14 0.14 Sat Flow, veh/h 1774.0 3134.7 502.2 1774.0 3424.9 255.5 1774.0 1583.3 1583.3 1774.0 1862.7 1583.3 Grp Volume(v), veh/h 125.0 422.9 403.2 228.3 395.9 386.7 92.4 92.4 260.9 54.3 92.4 48.9 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1774.1 1774.0 1862.7 1817.7 1774.0 1862.7 1583.3 1774.0 1862.7 1583.3 Q Serve(g_s), s 3.5 0.0 0.0 5.7 17.2 17.2 4.8 4.9 18.4 2.9 5.1 3.1 Cycle Q Clear(g_c), s 3.5 0.0 0.0 5.7 17.2 17.2 4.8 4.9 18.4 2.9 5.1 3.1 Proportion In Lane 1.000 0.283 1.000 0.141 1.000 1.000 1.000 1.000 Lane Grp Cap(c), veh/h 441.4 1027.9 979.0 556.6 1071.6 1045.7 285.4 303.4 257.9 282.2 263.8 224.2 V/C Ratio(X) 0.283 0.411 0.412 0.410 0.369 0.370 0.324 0.304 1.011 0.193 0.350 0.218 Avail Cap(c_a), veh/h 527.3 1027.9 979.0 758.0 1079.8 1053.7 309.6 303.4 257.9 344.1 272.0 231.2 HCM Platoon Ratio 2.00 2.00 2.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.354 0.354 0.354 0.930 0.930 0.930 1.000 1.000 1.000 1.000 1.000 1.000 Uniform Delay (d), s/veh 10.3 0.0 0.0 8.0 20.0 20.0 36.2 41.7 47.3 39.5 43.8 43.0 Incr Delay (d2), s/veh 0.1 0.1 0.1 0.5 0.2 0.2 0.7 2.6 59.0 0.3 3.6 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 10.4 0.1 0.1 8.5 20.2 20.2 36.9 44.2 106.3 39.8 47.4 45.2 Lane Group LOS BAAACCDDFDDD Approach Volume, veh/h 951 1011 446 196 Approach Delay, s/veh 1.5 17.6 79.0 44.7 Approach LOS A B E D Timer Assigned Phase 7 4 3 8 5 2 1 6 Phase Duration (G+Y+Rc), s 9.53 68.35 12.18 71.00 10.46 24.41 8.06 22.00 Change Period (Y+Rc), s 4.00 6.00 4.00 6.00 4.00 6.00 4.00 6.00 Max Green Setting (Gmax), s 11.00 55.00 21.00 65.50 8.00 16.00 8.00 16.50 Max Q Clear Time (g_c+I1), s 5.51 2.00 7.66 19.23 6.82 20.41 4.94 7.06 Green Extension Time (p_c) 0.13 15.54 0.53 15.08 0.02 0.00 0.02 1.60 Intersection Summary HCM 2010 Control Delay 24.3 HCM 2010 Level of Service C HCM 2010 AWSC Existing Traffic - SAT Peak 22: Stanford Road & Swallow Road 11/5/2012 9/13/2012 Existing Traffic - SAT Peak Synchro 8 Report Page 11 Intersection Intersection Delay (sec/veh) 10.6 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 10 235 45 70 155 10 55 10 75 5 10 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 222222222222 Movement Flow Rate 11 255 49 76 168 11 60 11 82 5 11 11 Number of Lanes 110110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2211 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1122 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1122 HCM Control Delay 11.8 9.8 9.6 8.7 HCM LOS BAAA Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Volume Left (%) 39% 100% 0% 100% 0% 20% Volume Thru (%) 7% 0% 84% 0% 94% 40% Volume Right (%) 54% 0% 16% 0% 6% 40% Sign Control Stop Stop Stop Stop Stop Stop Traffic Volume by Lane 140 10 280 70 165 25 Left Turning Volume 10 0 235 0 155 10 Through Volume 75 0 45 0 10 10 Right Turning Volume 55 10 0 70 0 5 Lane Flow Rate 152 11 304 76 179 27 Geometry Group 277772 Degree of Utilization, X 0.216 0.017 0.435 0.123 0.262 0.04 Departure Headway, Hd 5.1 5.757 5.14 5.797 5.25 5.354 Convergence(Y/N) Yes Yes Yes Yes Yes Yes Capacity 698 618 697 615 680 661 Service Time 3.171 3.525 2.907 3.567 3.02 3.452 HCM Lane V/C Ratio 0.218 0.018 0.436 0.124 0.263 0.041 HCM Control Delay 9.6 8.6 11.9 9.4 9.9 8.7 HCM Lane LOS AABAAA HCM 95th Percentile Queue 0.8 0.1 2.3 0.4 1.1 0.1 HCM 2010 TWSC Existing Traffic - SAT Peak 25: College Avenue & Right In/Out 11/5/2012 9/13/2012 Existing Traffic - SAT Peak Synchro 8 Report Page 12 Intersection Intersection Delay (sec/veh): 0.1 Movement WBL WBR NBT NBR SBL SBT Volume (vph) 0 40 1825 25 0 1850 Conflicting Peds.(#/hr) 0 0 0000 Sign Control Stop Stop Free Free Free Free Right Turn Channelized None None None None None None Storage Length 0 0 0 0 Median Width 0 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2222 Movement Flow Rate 0 43 1984 27 0 2011 Number of Lanes 0 1 3003 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All ~ 1006 0 0 - 0 Stage 1 - - ---- Stage 2 - - ---- Follow-up Headway 0 3.92 - - 0 - Pot Capacity-1 Maneuver 0 *804 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Time blocked-Platoon(%) 0 46 - - 0 - Mov Capacity-1 Maneuver - *804 ---- Mov Capacity-2 Maneuver - - ---- Stage 1 - - ---- Stage 2 - - ---- Approach WB NB SB HCM Control Delay (s) 9.7 0 0 HCM LOS A A A Lane NBT NBR WBLn1 SBT Capacity (vph) *804 HCM Control Delay (s) - - 9.7 - HCM Lane VC Ratio - - 0.054 - HCM Lane LOS - - A - HCM 95th Percentile Queue (veh) - - 0.171 - HCM 2010 TWSC Existing Traffic - SAT Peak 30: Remington & Swallow Road 11/5/2012 9/13/2012 Existing Traffic - SAT Peak Synchro 8 Report Page 13 Intersection Intersection Delay (sec/veh): 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 15 225 50 20 220 20 35 15 25 20 20 35 Conflicting Peds.(#/hr) 000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop Right Turn Channelized None None None None None None None None None None None None Storage Length 100 0 100 0 0 0 0 0 Median Width 12 12 0 0 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 222222222222 Movement Flow Rate 16 245 54 22 239 22 38 16 27 22 22 38 Number of Lanes 110110010010 Major/Minor Major 1 Major 2 Minor 1 Minor 2 Conflicting Flow Rate - All 261 0 0 299 0 0 628 609 150 620 625 131 Stage 1 ------ 304 304- 294 294- Stage 2 ------ 324 305- 326 331- Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1303 - - 1291 - - 433 433 *1237 440 422 919 Stage 1 ------ 794 703- 714 670- Stage 2 ------ 688 662- 769 681- Time blocked-Platoon(%) 0 - - 18 - - 18 18 18 18 18 0 Mov Capacity-1 Maneuver 1303 - - 1291 - - 389 420 *1237 408 410 919 Mov Capacity-2 Maneuver ------ 389 420- 408 410- Stage 1 ------ 784 695- 705 659- Stage 2 ------ 627 651- 726 673- Approach EB WB NB SB HCM Control Delay (s) 0.4 0.6 13.3 12.6 HCM LOS AABB Lane NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (vph) *514 *552 HCM Control Delay (s) 13.3 7.798 0 - 7.836 0 - 12.6 HCM Lane VC Ratio 0.159 0.013 - - 0.017 - - 0.148 HCM Lane LOS B A A - A A - B HCM 95th Percentile Queue (veh) 0.56 0.038 - - 0.051 - - 0.515 HCM 2010 AWSC Existing Traffic - SAT Peak 33: Stanford Road & N Monroe 11/5/2012 9/13/2012 Existing Traffic - SAT Peak Synchro 8 Report Page 14 Intersection Intersection Delay (sec/veh) 8.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 10 15 15 10 10 20 15 110 15 10 115 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 222222222222 Movement Flow Rate 11 16 16 11 11 22 16 120 16 11 125 27 Number of Lanes 111010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1311 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1131 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1113 HCM Control Delay 8.1 8.2 8.8 8.8 HCM LOS AAAA Lane NBLn1 EBLn1 EBLn2 EBLn3 WBLn1 SBLn1 Volume Left (%) 11% 100% 0% 0% 25% 7% Volume Thru (%) 79% 0% 100% 0% 25% 77% Volume Right (%) 11% 0% 0% 100% 50% 17% Sign Control Stop Stop Stop Stop Stop Stop Traffic Volume by Lane 140 10 15 15 40 150 Left Turning Volume 110 0 15 0 10 115 Through Volume 15 0 0 15 20 25 Right Turning Volume 15 10 0 0 10 10 Lane Flow Rate 152 11 16 16 43 163 Geometry Group 777777 Degree of Utilization, X 0.206 0.018 0.024 0.021 0.062 0.217 Departure Headway, Hd 4.868 5.87 5.367 4.661 5.158 4.798 Convergence(Y/N) Yes Yes Yes Yes Yes Yes Capacity 740 611 668 769 696 750 Service Time 2.583 3.594 3.09 2.384 2.881 2.514 HCM Lane V/C Ratio 0.205 0.018 0.024 0.021 0.062 0.217 HCM Control Delay 8.8 8.7 8.2 7.5 8.2 8.8 HCM Lane LOS AAAAAA HCM 95th Percentile Queue 0.8 0.1 0.1 0.1 0.2 0.8 Foothills Mall Redevelopment Traffic Impact Analysis Appendix C APPENDIX C BACKGROUND TRAFFIC OPERATIONAL ANALYSIS WORKSHEETS HCM 2010 Signalized Intersection Summary Long Term Background Traffic - PM Peak 1: College Avenue & Swallow Road 11/5/2012 9/13/2012 Long Term Background Traffic - PM Peak Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 25 5 30 230 10 105 40 2115 110 155 2540 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 111111130130 Capacity, veh/h 165 79 67 362 290 246 132 2842 147 201 3120 49 Arriving On Green 0.02 0.04 0.04 0.13 0.16 0.16 0.03 0.57 0.57 0.06 0.60 0.60 Sat Flow, veh/h 1774.0 1583.3 1583.3 1774.0 1583.3 1583.3 1774.0 4952.1 255.7 1774.0 5157.8 80.9 Grp Volume(v), veh/h 27.2 5.4 32.6 250.0 10.9 114.1 43.5 1568.6 849.9 168.5 1810.6 993.7 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1583.3 1774.0 1862.7 1583.3 1774.0 1695.1 1817.6 1774.0 1695.1 1848.5 Q Serve(g_s), s 1.5 0.3 2.1 11.9 0.5 6.9 1.0 38.4 39.1 4.0 47.3 48.0 Cycle Q Clear(g_c), s 1.5 0.3 2.1 11.9 0.5 6.9 1.0 38.4 39.1 4.0 47.3 48.0 Proportion In Lane 1.000 1.000 1.000 1.000 1.000 0.141 1.000 0.044 Lane Grp Cap(c), veh/h 165.1 78.8 67.0 362.1 289.6 246.1 131.6 1945.7 1043.2 200.9 2050.8 1118.2 V/C Ratio(X) 0.165 0.069 0.487 0.690 0.038 0.464 0.330 0.806 0.815 0.839 0.883 0.889 Avail Cap(c_a), veh/h 246.8 249.5 212.0 395.9 409.8 348.3 269.6 1945.7 1043.2 266.9 2050.8 1118.2 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Uniform Delay (d), s/veh 46.6 48.1 48.9 30.2 37.5 40.2 23.3 17.7 17.8 25.7 17.5 17.6 Incr Delay (d2), s/veh 0.5 0.4 5.4 4.5 0.1 1.4 1.5 3.7 7.0 16.1 5.9 10.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 47.0 48.4 54.3 34.8 37.6 41.5 24.7 21.4 24.8 41.8 23.5 28.2 Lane Group LOS DDDCDDCCCDCC Approach Volume, veh/h 65 375 2462 2973 Approach Delay, s/veh 50.8 36.9 22.6 26.1 Approach LOS DDCC Timer Assigned Phase 7 4 3 8 5 2 1 6 Phase Duration (G+Y+Rc), s 6.18 10.43 18.01 22.25 6.87 66.00 10.11 69.24 Change Period (Y+Rc), s 4.00 6.00 4.00 6.00 4.00 6.00 4.00 6.00 Max Green Setting (Gmax), s 7.00 14.00 16.00 23.00 11.00 60.00 10.00 59.00 Max Q Clear Time (g_c+I1), s 3.52 4.11 13.86 8.86 3.05 41.12 6.00 50.02 Green Extension Time (p_c) 0.01 0.34 0.16 0.41 0.03 18.82 0.15 8.97 Intersection Summary HCM 2010 Control Delay 25.6 HCM 2010 Level of Service C HCM 2010 TWSC Long Term Background Traffic - PM Peak 2: College Avenue & Foothills PKWY 11/5/2012 9/13/2012 Long Term Background Traffic - PM Peak Synchro 8 Report Page 2 Intersection Intersection Delay (sec/veh): 0.1 Movement EBL EBR NBL NBT SBT SBR Volume (vph) 15 40 30 2295 2850 25 Conflicting Peds.(#/hr) 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free Right Turn Channelized None None Yield Yield None None Storage Length 100 100 150 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 Movement Flow Rate 16 43 33 2495 3098 27 Number of Lanes 1 1 1 3 3 0 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 4176 1563 3125 0 0 0 Stage 1 3112 - - - - - Stage 2 1064 - - - - - Follow-up Headway 3.82 3.92 3.12 - - - Pot Capacity-1 Maneuver - *371 *371 - - - Stage 1 *371 - - - - - Stage 2 *587 - - - - - Time blocked-Platoon(%) 100 75 75 - - - Mov Capacity-1 Maneuver - *371 *371 - - - Mov Capacity-2 Maneuver - - - - - - Stage 1 *371 - - - - - Stage 2 *535 - - - - - Approach EB NB SB HCM Control Delay (s) - 0.2 0 HCM LOS - A A Lane NBL NBT EBLn1 EBLn2 SBT SBR Capacity (vph) - 371 HCM Control Delay (s) 15.636 - - 16 - - HCM Lane VC Ratio 0.088 - - 0.117 - - HCM Lane LOS C - - C - - HCM 95th Percentile Queue (veh) 0.287 - - 0.394 - - HCM 2010 Signalized Intersection Summary Long Term Background Traffic - PM Peak 4: College Avenue & Horsetooth Road 11/5/2012 9/13/2012 Long Term Background Traffic - PM Peak Synchro 8 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 140 825 105 175 910 145 215 1905 105 165 2335 180 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 120221131131 Capacity, veh/h 118 824 105 201 900 402 166 2267 706 177 2267 706 Arriving On Green 0.07 0.25 0.25 0.06 0.25 0.25 0.06 0.45 0.45 0.12 0.89 0.89 Sat Flow, veh/h 1774.0 3240.3 412.4 3441.6 1583.3 1583.3 1774.0 1583.3 1583.3 1774.0 1583.3 1583.3 Grp Volume(v), veh/h 152.2 515.5 495.4 190.2 989.1 157.6 233.7 2070.7 114.1 179.3 2538.0 195.7 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1790.0 1720.8 1769.6 1583.3 1774.0 1695.1 1583.3 1774.0 1695.1 1583.3 Q Serve(g_s), s 8.0 30.5 30.5 6.6 30.5 9.9 7.0 45.7 5.2 7.0 53.5 2.1 Cycle Q Clear(g_c), s 8.0 30.5 30.5 6.6 30.5 9.9 7.0 45.7 5.2 7.0 53.5 2.1 Proportion In Lane 1.000 0.230 1.000 1.000 1.000 1.000 1.000 1.000 Lane Grp Cap(c), veh/h 118.3 473.4 455.0 200.8 899.6 402.4 165.6 2267.2 705.9 176.5 2267.2 705.9 V/C Ratio(X) 1.287 1.089 1.089 0.947 1.100 0.392 1.411 0.913 0.162 1.016 1.119 0.277 Avail Cap(c_a), veh/h 118.3 473.4 455.0 200.8 899.6 402.4 165.6 2288.4 712.5 176.5 2267.2 705.9 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.000 1.000 1.000 0.750 0.750 0.750 1.000 1.000 1.000 0.497 0.497 0.497 Uniform Delay (d), s/veh 56.0 44.8 44.8 56.3 44.8 37.1 32.9 31.1 19.9 26.6 6.5 3.7 Incr Delay (d2), s/veh 178.4 67.5 68.4 40.8 57.7 0.5 216.9 7.1 0.5 51.9 57.2 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 234.4 112.3 113.1 97.1 102.4 37.5 249.8 38.2 20.3 78.5 63.7 4.2 Lane Group LOS FFFFFDFDCFFA Approach Volume, veh/h 1163 1337 2418 2913 Approach Delay, s/veh 128.6 94.0 57.8 60.6 Approach LOS F F E E Timer Assigned Phase 7 4 3 8 5 2 1 6 Phase Duration (G+Y+Rc), s 12.00 37.00 12.00 37.00 11.00 60.00 11.00 60.00 Change Period (Y+Rc), s 4.00 6.50 5.00 6.50 4.00 6.50 4.00 6.50 Max Green Setting (Gmax), s 8.00 30.50 7.00 30.50 7.00 54.00 7.00 53.50 Max Q Clear Time (g_c+I1), s 10.00 32.50 8.61 32.50 9.00 47.68 9.00 55.50 Green Extension Time (p_c) 0.00 0.00 0.00 0.00 0.00 6.31 0.00 0.00 Intersection Summary HCM 2010 Control Delay 75.6 HCM 2010 Level of Service E HCM 2010 TWSC Long Term Background Traffic - PM Peak 12: Mathews Street & Swallow Road 11/5/2012 9/13/2012 Long Term Background Traffic - PM Peak Synchro 8 Report Page 4 Intersection Intersection Delay (sec/veh): 0.8 Movement EBT EBR WBL WBT NBL NBR Volume (vph) 260 15 10 285 20 20 Conflicting Peds.(#/hr) 0000 0 0 Sign Control Free Free Free Free Stop Stop Right Turn Channelized None None None None None None Storage Length 0 100 100 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2222 2 2 Movement Flow Rate 283 16 11 310 22 22 Number of Lanes 1011 1 1 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 0 0 299 0 623 291 Stage 1 ---- 291 - Stage 2 ---- 332 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - *1201 - *482 *1201 Stage 1 ---- *1201 - Stage 2 ---- *727 - Time blocked-Platoon(%) - - 20 - 20 20 Mov Capacity-1 Maneuver - - *1201 - *478 *1201 Mov Capacity-2 Maneuver ---- *478 - Stage 1 ---- *1201 - Stage 2 ---- *720 - Approach EB WB NB HCM Control Delay (s) 0 0.3 10.5 HCM LOS A A B Lane NBLn1 NBLn2 EBT EBR WBL WBT Capacity (vph) *478 *1201 HCM Control Delay (s) 12.9 8.1 - - 8.025 - HCM Lane VC Ratio 0.045 0.018 - - 0.009 - HCM Lane LOS B A - - A - HCM 95th Percentile Queue (veh) 0.143 0.055 - - 0.027 - HCM 2010 Signalized Intersection Summary Long Term Background Traffic - PM Peak 13: College Avenue & Monroe Drive 11/5/2012 9/13/2012 Long Term Background Traffic - PM Peak Synchro 8 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 45 15 60 10 25 100 30 2130 95 5 2870 30 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 110111130130 Capacity, veh/h 194 32 129 144 185 157 167 3626 161 186 3672 38 Arriving On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.05 1.00 1.00 0.01 1.00 1.00 Sat Flow, veh/h 1377.5 326.5 1305.8 1311.4 1862.7 1583.3 1774.0 4992.6 221.3 1774.0 5189.3 54.1 Grp Volume(v), veh/h 48.9 0.0 81.5 10.9 27.2 108.7 32.6 1567.5 850.9 5.4 2034.4 1117.8 Grp Sat Flow(s),veh/h/ln 1377.5 0.0 1632.3 1311.4 1862.7 1583.3 1774.0 1695.1 1823.7 1774.0 1695.1 1853.2 Q Serve(g_s), s 3.2 0.0 4.5 0.8 1.3 6.3 0.4 0.0 0.0 0.1 0.0 0.0 Cycle Q Clear(g_c), s 4.4 0.0 4.5 5.2 1.3 6.3 0.4 0.0 0.0 0.1 0.0 0.0 Proportion In Lane 1.000 0.800 1.000 1.000 1.000 0.121 1.000 0.029 Lane Grp Cap(c), veh/h 194.2 0.0 161.8 143.9 184.6 156.9 167.1 2462.3 1324.5 186.4 2398.9 1311.3 V/C Ratio(X) 0.252 0.000 0.504 0.076 0.147 0.693 0.195 0.637 0.642 0.029 0.848 0.852 Avail Cap(c_a), veh/h 494.1 0.0 517.2 429.4 590.2 501.6 255.1 2462.3 1324.5 326.3 2416.8 1321.1 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.000 0.000 1.000 1.000 1.000 1.000 0.332 0.332 0.332 1.000 1.000 1.000 Uniform Delay (d), s/veh 41.0 0.0 40.4 42.9 39.0 41.3 3.0 0.0 0.0 3.9 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.0 2.4 0.2 0.4 5.4 0.2 0.4 0.8 0.1 4.0 7.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 41.7 0.0 42.9 43.1 39.4 46.6 3.1 0.4 0.8 3.9 4.0 7.2 Lane Group LOS D DDDDAAAAAA Approach Volume, veh/h 130 147 2451 3158 Approach Delay, s/veh 42.4 45.0 0.6 5.1 Approach LOS D D A A Timer Assigned Phase 4 8 5 2 1 6 Phase Duration (G+Y+Rc), s 15.38 15.38 6.30 74.77 4.53 73.00 Change Period (Y+Rc), s 6.00 6.00 4.00 6.00 4.00 6.00 Max Green Setting (Gmax), s 30.00 30.00 7.00 66.00 8.00 67.50 Max Q Clear Time (g_c+I1), s 6.48 8.29 2.44 2.00 2.08 2.00 Green Extension Time (p_c) 1.13 1.10 0.01 63.64 0.00 65.13 Intersection Summary HCM 2010 Control Delay 5.0 HCM 2010 Level of Service A HCM 2010 Signalized Intersection Summary Long Term Background Traffic - PM Peak 15: Stanford Road & Horsetooth Road 11/5/2012 9/13/2012 Long Term Background Traffic - PM Peak Synchro 8 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 45 1510 20 110 1640 40 25 20 135 75 45 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 120120111111 Capacity, veh/h 194 2382 32 324 2395 58 280 342 290 302 342 290 Arriving On Green 0.05 1.00 1.00 0.04 0.66 0.66 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1774.0 3668.4 48.5 1774.0 3621.9 88.0 1350.7 1862.7 1583.3 1384.3 1862.7 1583.3 Grp Volume(v), veh/h 48.9 832.5 830.6 119.6 913.9 912.2 27.2 21.7 146.7 81.5 48.9 43.5 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1854.2 1774.0 1862.7 1847.2 1350.7 1862.7 1583.3 1384.3 1862.7 1583.3 Q Serve(g_s), s 1.1 0.0 0.0 2.5 38.2 38.7 2.0 1.1 9.8 6.1 2.6 2.7 Cycle Q Clear(g_c), s 1.1 0.0 0.0 2.5 38.2 38.7 4.6 1.1 9.8 7.2 2.6 2.7 Proportion In Lane 1.000 0.026 1.000 0.048 1.000 1.000 1.000 1.000 Lane Grp Cap(c), veh/h 193.8 1209.6 1204.0 324.3 1231.9 1221.6 279.5 341.8 290.5 302.1 341.8 290.5 V/C Ratio(X) 0.252 0.688 0.690 0.369 0.742 0.747 0.097 0.064 0.505 0.270 0.143 0.150 Avail Cap(c_a), veh/h 236.4 1209.6 1204.0 436.4 1239.9 1229.5 279.5 341.8 290.5 302.1 341.8 290.5 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.737 0.737 0.737 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Uniform Delay (d), s/veh 13.2 0.0 0.0 5.6 13.2 13.3 42.0 39.5 43.1 42.5 40.1 40.2 Incr Delay (d2), s/veh 0.5 1.2 1.2 0.7 2.4 2.5 0.7 0.4 6.2 2.2 0.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 13.7 1.2 1.2 6.3 15.6 15.8 42.7 39.9 49.2 44.7 41.0 41.3 Lane Group LOS BAAABBDDDDDD Approach Volume, veh/h 1712 1946 196 174 Approach Delay, s/veh 1.6 15.1 47.3 42.8 Approach LOS A B D D Timer Assigned Phase 7 4 3 8 2 6 Phase Duration (G+Y+Rc), s 7.19 81.59 8.59 83.00 27.00 27.00 Change Period (Y+Rc), s 4.00 5.50 4.00 5.50 5.50 5.50 Max Green Setting (Gmax), s 6.00 71.50 12.00 78.00 21.50 21.50 Max Q Clear Time (g_c+I1), s 3.08 2.00 4.54 40.71 11.77 9.19 Green Extension Time (p_c) 0.02 60.07 0.15 34.35 0.95 1.07 Intersection Summary HCM 2010 Control Delay 12.1 HCM 2010 Level of Service B HCM 2010 AWSC Long Term Background Traffic - PM Peak 16: JFK Parkway & Monroe Drive 11/5/2012 9/13/2012 Long Term Background Traffic - PM Peak Synchro 8 Report Page 7 Intersection Intersection Delay (sec/veh) 7.9 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR Volume (vph) 10 35 45 30 60 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2222 2 2 Movement Flow Rate 11 38 49 33 65 16 Number of Lanes 1111 1 1 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 2 2 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 2 2 Conflicting Approach Right NB WB Conflicting Lanes Right 2 0 2 HCM Control Delay 7.1 8.1 8.3 HCM LOS A A A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 Volume Left (%) 100% 0% 0% 0% 100% 0% Volume Thru (%) 0% 0% 100% 0% 0% 100% Volume Right (%) 0% 100% 0% 100% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Traffic Volume by Lane 60 15 10 35 45 30 Left Turning Volume 0 0 10 0 0 30 Through Volume 0 15 0 35 0 0 Right Turning Volume 60 0 0 0 45 0 Lane Flow Rate 65 16 11 38 49 33 Geometry Group 777777 Degree of Utilization, X 0.095 0.018 0.015 0.044 0.071 0.043 Departure Headway, Hd 5.356 4.155 4.825 4.123 5.201 4.701 Convergence(Y/N) Yes Yes Yes Yes Yes Yes Capacity 673 867 746 874 681 752 Service Time 3.056 1.855 2.525 1.823 2.992 2.491 HCM Lane V/C Ratio 0.097 0.018 0.015 0.043 0.072 0.044 HCM Control Delay 8.6 6.9 7.6 7 8.4 7.7 HCM Lane LOS AAAAAA HCM 95th Percentile Queue 0.3 0.1 0 0.1 0.2 0.1 HCM 2010 TWSC Long Term Background Traffic - PM Peak 17: Stanford Road & Monroe Drive 11/5/2012 9/13/2012 Long Term Background Traffic - PM Peak Synchro 8 Report Page 8 Intersection Intersection Delay (sec/veh): 2.2 Movement EBL EBR NBL NBT SBT SBR Volume (vph) 15 25 20 90 75 5 Conflicting Peds.(#/hr) 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free Right Turn Channelized None None None None None None Storage Length 200 0 0 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 Movement Flow Rate 16 27 22 98 82 5 Number of Lanes 1 1 0 1 1 0 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 227 85 87 0 0 0 Stage 1 85 - - - - - Stage 2 142 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 793 974 1509 - - - Stage 1 938 - - - - - Stage 2 907 - - - - - Time blocked-Platoon(%) 6 0 0 - - - Mov Capacity-1 Maneuver 781 974 1509 - - - Mov Capacity-2 Maneuver 781 - - - - - Stage 1 938 - - - - - Stage 2 894 - - - - - Approach EB NB SB HCM Control Delay (s) 9.1 1.3 0 HCM LOS A A A Lane NBL NBT EBLn1 EBLn2 SBT SBR Capacity (vph) 781 974 HCM Control Delay (s) 7.421 - 9.7 8.8 - - HCM Lane VC Ratio 0.014 - 0.021 0.028 - - HCM Lane LOS A - A A - - HCM 95th Percentile Queue (veh) 0.044 - 0.064 0.086 - - HCM 2010 Signalized Intersection Summary Long Term Background Traffic - PM Peak 18: JFK Parkway & Horsetooth Road 11/5/2012 9/13/2012 Long Term Background Traffic - PM Peak Synchro 8 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 75 1020 75 255 1195 30 110 60 270 45 95 50 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 120120111120 Capacity, veh/h 344 1832 135 467 2118 53 287 325 414 311 273 232 Arriving On Green 0.07 1.00 1.00 0.17 1.00 1.00 0.06 0.17 0.17 0.03 0.15 0.15 Sat Flow, veh/h 1774.0 3429.1 252.0 1774.0 3618.7 90.8 1774.0 1583.3 1583.3 1774.0 1862.7 1583.3 Grp Volume(v), veh/h 81.5 601.9 588.3 277.2 668.2 663.3 119.6 65.2 293.5 48.9 103.3 54.3 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1818.3 1774.0 1862.7 1846.7 1774.0 1862.7 1583.3 1774.0 1862.7 1583.3 Q Serve(g_s), s 2.4 0.0 0.0 7.4 0.0 0.0 6.3 3.5 19.5 2.7 5.8 3.5 Cycle Q Clear(g_c), s 2.4 0.0 0.0 7.4 0.0 0.0 6.3 3.5 19.5 2.7 5.8 3.5 Proportion In Lane 1.000 0.139 1.000 0.049 1.000 1.000 1.000 1.000 Lane Grp Cap(c), veh/h 344.3 995.0 971.3 466.7 1090.5 1081.1 286.7 325.0 414.0 311.4 272.6 231.7 V/C Ratio(X) 0.237 0.605 0.606 0.594 0.613 0.614 0.417 0.201 0.709 0.157 0.379 0.235 Avail Cap(c_a), veh/h 403.0 995.0 971.3 678.9 1098.5 1089.0 286.7 325.0 414.0 315.4 280.6 238.5 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.090 0.090 0.090 0.576 0.576 0.576 1.000 1.000 1.000 1.000 1.000 1.000 Uniform Delay (d), s/veh 10.8 0.0 0.0 6.6 0.0 0.0 36.0 41.0 38.9 40.3 44.8 43.8 Incr Delay (d2), s/veh 0.0 0.1 0.1 0.7 0.6 0.6 1.0 1.4 9.8 0.2 4.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 10.9 0.1 0.1 7.3 0.6 0.6 36.9 42.4 48.7 40.5 48.8 46.2 Lane Group LOS BAAAAADDDDDD Approach Volume, veh/h 1272 1609 478 207 Approach Delay, s/veh 0.8 1.7 44.9 46.1 Approach LOS A A D D Timer Assigned Phase 7 4 3 8 5 2 1 6 Phase Duration (G+Y+Rc), s 8.16 68.05 14.11 74.00 11.00 26.27 7.73 23.00 Change Period (Y+Rc), s 4.00 6.00 4.00 6.00 4.00 6.00 4.00 6.00 Max Green Setting (Gmax), s 8.00 52.00 24.00 68.50 7.00 20.00 4.00 17.50 Max Q Clear Time (g_c+I1), s 4.43 2.00 9.41 2.00 8.33 21.52 4.71 7.82 Green Extension Time (p_c) 0.05 31.81 0.70 37.43 0.00 0.00 0.00 1.68 Intersection Summary HCM 2010 Control Delay 9.8 HCM 2010 Level of Service A HCM 2010 AWSC Long Term Background Traffic - PM Peak 22: Stanford Road & Swallow Road 11/5/2012 9/13/2012 Long Term Background Traffic - PM Peak Synchro 8 Report Page 10 Intersection Intersection Delay (sec/veh) 11.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 5 250 30 60 275 5 75 15 40 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 222222222222 Movement Flow Rate 5 272 33 65 299 5 82 16 43 5 5 5 Number of Lanes 110110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2211 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1122 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1122 HCM Control Delay 12.1 11.7 10.1 9 HCM LOS BBBA Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Volume Left (%) 58% 100% 0% 100% 0% 33% Volume Thru (%) 12% 0% 89% 0% 98% 33% Volume Right (%) 31% 0% 11% 0% 2% 33% Sign Control Stop Stop Stop Stop Stop Stop Traffic Volume by Lane 130 5 280 60 280 15 Left Turning Volume 15 0 250 0 275 5 Through Volume 40 0 30 0 5 5 Right Turning Volume 75 5 0 60 0 5 Lane Flow Rate 141 5 304 65 304 16 Geometry Group 277772 Degree of Utilization, X 0.216 0.009 0.444 0.104 0.443 0.026 Departure Headway, Hd 5.494 5.835 5.256 5.76 5.243 5.798 Convergence(Y/N) Yes Yes Yes Yes Yes Yes Capacity 647 609 679 618 682 621 Service Time 3.581 3.614 3.034 3.536 3.02 3.798 HCM Lane V/C Ratio 0.218 0.008 0.448 0.105 0.446 0.026 HCM Control Delay 10.1 8.7 12.2 9.2 12.2 9 HCM Lane LOS BABABA HCM 95th Percentile Queue 0.8 0 2.4 0.3 2.4 0.1 HCM 2010 TWSC Long Term Background Traffic - PM Peak 30: Remington & Swallow Road 11/5/2012 9/13/2012 Long Term Background Traffic - PM Peak Synchro 8 Report Page 11 Intersection Intersection Delay (sec/veh): 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 25 225 20 10 265 35 20 5 10 40 5 60 Conflicting Peds.(#/hr) 000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop Right Turn Channelized None None None None None None None None None None None None Storage Length 50 0 100 0 0 0 0 0 Median Width 12 12 0 0 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 222222222222 Movement Flow Rate 27 245 22 11 288 38 22 5 11 43 5 65 Number of Lanes 110110010010 Major/Minor Major 1 Major 2 Minor 1 Minor 2 Conflicting Flow Rate - All 326 0 0 267 0 0 674 658 134 647 650 163 Stage 1 ------ 310 310- 329 329- Stage 2 ------ 364 348- 318 321- Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1234 - - 1333 - - 397 401 *1237 418 406 882 Stage 1 ------ 788 698- 684 646- Stage 2 ------ 655 634- 778 689- Time blocked-Platoon(%) 0 - - 18 - - 18 18 18 18 18 0 Mov Capacity-1 Maneuver 1234 - - 1333 - - 356 389 *1237 401 394 882 Mov Capacity-2 Maneuver ------ 356 389- 401 394- Stage 1 ------ 770 683- 669 641- Stage 2 ------ 596 629- 749 674- Approach EB WB NB SB HCM Control Delay (s) 0.7 0.2 13.7 12.7 HCM LOS AABB Lane NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (vph) *454 *582 HCM Control Delay (s) 13.7 7.983 0 - 7.723 0 - 12.7 HCM Lane VC Ratio 0.084 0.022 - - 0.008 - - 0.196 HCM Lane LOS B A A - A A - B HCM 95th Percentile Queue (veh) 0.273 0.068 - - 0.025 - - 0.723 HCM 2010 AWSC Long Term Background Traffic - PM Peak 33: Stanford Road & N Monroe 11/5/2012 9/13/2012 Long Term Background Traffic - PM Peak Synchro 8 Report Page 12 Intersection Intersection Delay (sec/veh) 7.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 35 5 5 5 10 5 5 100 5 5 70 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 222222222222 Movement Flow Rate 38 5 5 5 11 5 5 109 5 5 76 5 Number of Lanes 110010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1211 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1112 HCM Control Delay 8.3 7.6 7.9 7.7 HCM LOS AAAA Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 Volume Left (%) 5% 100% 0% 25% 6% Volume Thru (%) 91% 0% 50% 50% 88% Volume Right (%) 5% 0% 50% 25% 6% Sign Control Stop Stop Stop Stop Stop Traffic Volume by Lane 110 35 10 20 80 Left Turning Volume 100 0 5 10 70 Through Volume 50555 Right Turning Volume 5 35 0 5 5 Lane Flow Rate 120 38 11 22 87 Geometry Group 27752 Degree of Utilization, X 0.136 0.058 0.014 0.027 0.1 Departure Headway, Hd 4.103 5.51 4.657 4.456 4.121 Convergence(Y/N) Yes Yes Yes Yes Yes Capacity 861 654 773 808 855 Service Time 2.193 3.211 2.357 2.457 2.217 HCM Lane V/C Ratio 0.139 0.058 0.014 0.027 0.102 HCM Control Delay 7.9 8.6 7.4 7.6 7.7 HCM Lane LOS AAAAA HCM 95th Percentile Queue 0.5 0.2 0 0.1 0.3 HCM 2010 Signalized Intersection Summary Long Term Background Traffic - SAT Peak 1: College Avenue & Swallow Road 11/5/2012 9/13/2012 Long Term Background Traffic - SAT Peak Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 60 80 75 80 60 70 55 2110 65 70 2165 60 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 111111130130 Capacity, veh/h 240 156 133 229 181 154 174 3108 95 231 3134 87 Arriving On Green 0.04 0.08 0.08 0.06 0.10 0.10 0.07 1.00 1.00 0.04 0.62 0.62 Sat Flow, veh/h 1774.0 1583.3 1583.3 1774.0 1583.3 1583.3 1774.0 5069.9 155.6 1774.0 5087.7 140.5 Grp Volume(v), veh/h 65.2 87.0 81.5 87.0 65.2 76.1 59.8 1530.7 833.4 76.1 1565.1 853.4 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1583.3 1774.0 1862.7 1583.3 1774.0 1695.1 1835.3 1774.0 1695.1 1838.0 Q Serve(g_s), s 3.2 4.3 4.8 4.2 3.1 4.4 1.2 0.0 0.0 1.5 31.5 31.9 Cycle Q Clear(g_c), s 3.2 4.3 4.8 4.2 3.1 4.4 1.2 0.0 0.0 1.5 31.5 31.9 Proportion In Lane 1.000 1.000 1.000 1.000 1.000 0.085 1.000 0.076 Lane Grp Cap(c), veh/h 240.2 155.9 132.5 229.0 180.9 153.8 174.3 2078.4 1125.1 231.2 2088.5 1132.3 V/C Ratio(X) 0.271 0.558 0.615 0.380 0.360 0.495 0.343 0.737 0.741 0.329 0.749 0.754 Avail Cap(c_a), veh/h 290.5 505.7 429.8 255.5 505.7 429.8 263.5 2078.4 1125.1 352.2 2088.5 1132.3 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Uniform Delay (d), s/veh 37.8 42.2 42.4 36.1 40.5 41.0 14.5 0.0 0.0 6.0 13.1 13.2 Incr Delay (d2), s/veh 0.6 3.1 4.6 1.0 1.2 2.5 1.2 2.4 4.4 0.8 2.5 4.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 38.4 45.3 47.0 37.1 41.7 43.5 15.6 2.4 4.4 6.9 15.6 17.8 Lane Group LOS DDDDDDBAAABB Approach Volume, veh/h 234 228 2424 2495 Approach Delay, s/veh 43.9 40.5 3.4 16.1 Approach LOS D D A B Timer Assigned Phase 7 4 3 8 5 2 1 6 Phase Duration (G+Y+Rc), s 8.28 14.02 9.57 15.30 7.18 64.71 7.47 65.00 Change Period (Y+Rc), s 4.00 6.00 4.00 6.00 4.00 6.00 4.00 6.00 Max Green Setting (Gmax), s 7.00 26.00 7.00 26.00 8.00 57.00 10.00 59.00 Max Q Clear Time (g_c+I1), s 5.19 6.76 6.17 6.37 3.18 2.00 3.49 33.87 Green Extension Time (p_c) 0.02 1.25 0.01 1.26 0.04 53.86 0.07 24.88 Intersection Summary HCM 2010 Control Delay 12.6 HCM 2010 Level of Service B HCM 2010 TWSC Long Term Background Traffic - SAT Peak 2: College Avenue & Foothills PKWY 11/5/2012 9/13/2012 Long Term Background Traffic - SAT Peak Synchro 8 Report Page 2 Intersection Intersection Delay (sec/veh): 0.4 Movement EBL EBR NBL NBT SBT SBR Volume (vph) 25 20 35 2245 2345 30 Conflicting Peds.(#/hr) 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free Right Turn Channelized None None Yield Yield None None Storage Length 100 100 150 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 Movement Flow Rate 27 22 38 2440 2549 33 Number of Lanes 1 1 1 3 3 0 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 3618 1292 2582 0 0 0 Stage 1 2566 - - - - - Stage 2 1052 - - - - - Follow-up Headway 3.82 3.92 3.12 - - - Pot Capacity-1 Maneuver *119 *587 *587 - - - Stage 1 *587 - - - - - Stage 2 *624 - - - - - Time blocked-Platoon(%) 92 61 61 - - - Mov Capacity-1 Maneuver *111 *587 *587 - - - Mov Capacity-2 Maneuver *111 - - - - - Stage 1 *587 - - - - - Stage 2 *583 - - - - - Approach EB NB SB HCM Control Delay (s) 31.5 0.2 0 HCM LOS D A A Lane NBL NBT EBLn1 EBLn2 SBT SBR Capacity (vph) 111 587 HCM Control Delay (s) 11.557 - 47.6 11.4 - - HCM Lane VC Ratio 0.065 - 0.245 0.037 - - HCM Lane LOS B - E B - - HCM 95th Percentile Queue (veh) 0.207 - 0.896 0.115 - - HCM 2010 Signalized Intersection Summary Long Term Background Traffic - SAT Peak 4: College Avenue & Horsetooth Road 11/5/2012 9/13/2012 Long Term Background Traffic - SAT Peak Synchro 8 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 185 765 140 205 595 115 225 1785 120 145 1990 135 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 120221131131 Capacity, veh/h 163 830 152 201 870 389 178 2182 680 181 2140 666 Arriving On Green 0.09 0.27 0.27 0.08 0.33 0.33 0.07 0.43 0.43 0.12 0.84 0.84 Sat Flow, veh/h 1774.0 3065.5 561.0 3441.6 1583.3 1583.3 1774.0 1583.3 1583.3 1774.0 1583.3 1583.3 Grp Volume(v), veh/h 201.1 505.3 478.4 222.8 646.7 125.0 244.6 1940.2 130.4 157.6 2163.0 146.7 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1763.7 1720.8 1769.6 1583.3 1774.0 1695.1 1583.3 1774.0 1695.1 1583.3 Q Serve(g_s), s 11.0 32.5 32.5 7.0 19.5 7.1 8.0 42.3 6.1 6.3 50.5 2.2 Cycle Q Clear(g_c), s 11.0 32.5 32.5 7.0 19.5 7.1 8.0 42.3 6.1 6.3 50.5 2.2 Proportion In Lane 1.000 0.318 1.000 1.000 1.000 1.000 1.000 1.000 Lane Grp Cap(c), veh/h 162.6 504.5 477.7 200.8 870.1 389.2 178.3 2182.4 679.5 181.0 2140.1 666.3 V/C Ratio(X) 1.237 1.002 1.002 1.110 0.743 0.321 1.372 0.889 0.192 0.871 1.011 0.220 Avail Cap(c_a), veh/h 162.6 504.5 477.7 200.8 870.1 389.2 178.3 2203.6 686.1 181.0 2140.1 666.3 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.000 1.000 1.000 0.889 0.889 0.889 1.000 1.000 1.000 0.698 0.698 0.698 Uniform Delay (d), s/veh 54.5 43.8 43.8 55.3 37.0 32.9 34.3 31.6 21.3 26.3 9.5 5.7 Incr Delay (d2), s/veh 148.0 40.4 41.6 92.5 3.1 0.4 198.7 5.9 0.6 25.8 18.9 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 202.5 84.2 85.3 147.8 40.1 33.3 233.0 37.5 21.9 52.1 28.4 6.2 Lane Group LOS FFFFDCFDCDFA Approach Volume, veh/h 1185 995 2315 2467 Approach Delay, s/veh 104.7 63.4 57.3 28.6 Approach LOS F E E C Timer Assigned Phase 7 4 3 8 5 2 1 6 Phase Duration (G+Y+Rc), s 15.00 39.00 12.00 36.00 12.00 58.00 11.00 57.00 Change Period (Y+Rc), s 4.00 6.50 5.00 6.50 4.00 6.50 4.00 6.50 Max Green Setting (Gmax), s 11.00 32.50 7.00 29.50 8.00 52.00 7.00 50.50 Max Q Clear Time (g_c+I1), s 13.00 34.50 9.00 21.50 10.00 44.26 8.33 52.50 Green Extension Time (p_c) 0.00 0.00 0.00 5.91 0.00 7.69 0.00 0.00 Intersection Summary HCM 2010 Control Delay 56.1 HCM 2010 Level of Service E HCM 2010 TWSC Long Term Background Traffic - SAT Peak 12: Mathews Street & Swallow Road 11/5/2012 9/13/2012 Long Term Background Traffic - SAT Peak Synchro 8 Report Page 4 Intersection Intersection Delay (sec/veh): 1.1 Movement EBT EBR WBL WBT NBL NBR Volume (vph) 195 15 10 170 20 25 Conflicting Peds.(#/hr) 0000 0 0 Sign Control Free Free Free Free Stop Stop Right Turn Channelized None None None None None None Storage Length 0 100 100 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2222 2 2 Movement Flow Rate 212 16 11 185 22 27 Number of Lanes 1011 1 1 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 0 0 228 0 427 220 Stage 1 ---- 220 - Stage 2 ---- 207 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1376 - *638 *1273 Stage 1 ---- *1273 - Stage 2 ---- *828 - Time blocked-Platoon(%) - - 15 - 15 15 Mov Capacity-1 Maneuver - - 1376 - *633 *1273 Mov Capacity-2 Maneuver ---- *633 - Stage 1 ---- *1273 - Stage 2 ---- *821 - Approach EB WB NB HCM Control Delay (s) 0 0.4 9.2 HCM LOS A A A Lane NBLn1 NBLn2 EBT EBR WBL WBT Capacity (vph) *633 *1273 HCM Control Delay (s) 10.9 7.9 - - 7.637 - HCM Lane VC Ratio 0.034 0.021 - - 0.008 - HCM Lane LOS B A - - A - HCM 95th Percentile Queue (veh) 0.107 0.065 - - 0.024 - HCM 2010 Signalized Intersection Summary Long Term Background Traffic - SAT Peak 13: College Avenue & Monroe Drive 11/5/2012 9/13/2012 Long Term Background Traffic - SAT Peak Synchro 8 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 65 15 70 50 10 65 40 2110 30 35 2265 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 110111130130 Capacity, veh/h 237 35 165 163 230 196 173 3579 51 224 3555 63 Arriving On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.06 1.00 1.00 0.03 0.69 0.69 Sat Flow, veh/h 1398.0 287.0 1339.4 1298.6 1862.7 1583.3 1774.0 5166.7 73.3 1774.0 5146.3 90.6 Grp Volume(v), veh/h 70.7 0.0 92.4 54.3 10.9 70.7 43.5 1503.6 822.4 38.0 1619.4 886.0 Grp Sat Flow(s),veh/h/ln 1398.0 0.0 1626.4 1298.6 1862.7 1583.3 1774.0 1695.1 1849.8 1774.0 1695.1 1846.8 Q Serve(g_s), s 4.8 0.0 5.3 4.1 0.5 4.1 0.7 0.0 0.0 0.6 28.7 28.9 Cycle Q Clear(g_c), s 5.3 0.0 5.3 9.5 0.5 4.1 0.7 0.0 0.0 0.6 28.7 28.9 Proportion In Lane 1.000 0.824 1.000 1.000 1.000 0.040 1.000 0.049 Lane Grp Cap(c), veh/h 236.6 0.0 200.9 162.9 230.2 195.6 173.2 2348.1 1281.2 224.4 2341.6 1275.6 V/C Ratio(X) 0.299 0.000 0.460 0.334 0.047 0.361 0.251 0.640 0.642 0.170 0.692 0.695 Avail Cap(c_a), veh/h 450.1 0.0 449.3 361.3 514.6 437.4 228.8 2348.1 1281.2 406.0 2358.4 1284.7 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.000 0.000 1.000 1.000 1.000 1.000 0.357 0.357 0.357 1.000 1.000 1.000 Uniform Delay (d), s/veh 41.5 0.0 41.3 45.7 39.2 40.7 10.0 0.0 0.0 4.2 9.3 9.3 Incr Delay (d2), s/veh 0.7 0.0 1.6 1.2 0.1 1.1 0.3 0.5 0.9 0.4 1.7 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 42.2 0.0 42.9 46.9 39.2 41.9 10.2 0.5 0.9 4.5 11.0 12.5 Lane Group LOS D DDDDBAAABB Approach Volume, veh/h 163 136 2370 2543 Approach Delay, s/veh 42.6 43.6 0.8 11.4 Approach LOS D D A B Timer Assigned Phase 4 8 5 2 1 6 Phase Duration (G+Y+Rc), s 18.52 18.52 6.82 76.19 6.63 76.00 Change Period (Y+Rc), s 6.00 6.00 4.00 6.00 4.00 6.00 Max Green Setting (Gmax), s 28.00 28.00 6.00 63.00 13.00 70.50 Max Q Clear Time (g_c+I1), s 7.35 11.46 2.71 2.00 2.63 30.91 Green Extension Time (p_c) 1.14 1.06 0.02 59.71 0.03 39.04 Intersection Summary HCM 2010 Control Delay 8.4 HCM 2010 Level of Service A HCM 2010 Signalized Intersection Summary Long Term Background Traffic - SAT Peak 15: Stanford Road & Horsetooth Road 11/5/2012 9/13/2012 Long Term Background Traffic - SAT Peak Synchro 8 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 35 1215 15 55 1180 30 10 10 55 35 25 30 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 120120111111 Capacity, veh/h 294 2365 29 375 2348 60 319 371 316 333 371 316 Arriving On Green 0.05 1.00 1.00 0.03 0.65 0.65 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1774.0 3672.2 45.3 1774.0 3617.4 91.9 1377.5 1862.7 1583.3 1398.0 1862.7 1583.3 Grp Volume(v), veh/h 38.0 669.7 667.2 59.8 660.1 655.1 10.9 10.9 59.8 38.0 27.2 32.6 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1854.7 1774.0 1862.7 1846.5 1377.5 1862.7 1583.3 1398.0 1862.7 1583.3 Q Serve(g_s), s 0.9 0.0 0.0 1.3 22.7 22.7 0.8 0.6 3.7 2.7 1.4 2.0 Cycle Q Clear(g_c), s 0.9 0.0 0.0 1.3 22.7 22.7 2.2 0.6 3.7 3.2 1.4 2.0 Proportion In Lane 1.000 0.024 1.000 0.050 1.000 1.000 1.000 1.000 Lane Grp Cap(c), veh/h 293.8 1199.9 1194.8 375.3 1209.2 1198.6 319.5 371.4 315.7 333.3 371.4 315.7 V/C Ratio(X) 0.129 0.558 0.558 0.159 0.546 0.547 0.034 0.029 0.189 0.114 0.073 0.103 Avail Cap(c_a), veh/h 326.2 1199.9 1194.8 444.0 1217.1 1206.5 319.5 371.4 315.7 333.3 371.4 315.7 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.817 0.817 0.817 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Uniform Delay (d), s/veh 8.7 0.0 0.0 6.3 11.2 11.2 39.2 38.0 39.2 39.3 38.3 38.6 Incr Delay (d2), s/veh 0.2 0.5 0.5 0.2 0.5 0.5 0.2 0.1 1.3 0.7 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 8.8 0.5 0.5 6.5 11.7 11.8 39.4 38.1 40.6 40.0 38.7 39.2 Lane Group LOS AAAABBDDDDDD Approach Volume, veh/h 1375 1375 82 98 Approach Delay, s/veh 0.7 11.5 40.1 39.4 Approach LOS A B D D Timer Assigned Phase 7 4 3 8 2 6 Phase Duration (G+Y+Rc), s 6.85 81.41 7.43 82.00 29.00 29.00 Change Period (Y+Rc), s 4.00 5.50 4.00 5.50 5.50 5.50 Max Green Setting (Gmax), s 5.00 73.50 8.00 77.00 23.50 23.50 Max Q Clear Time (g_c+I1), s 2.85 2.00 3.32 24.73 5.70 5.21 Green Extension Time (p_c) 0.01 42.33 0.04 35.00 0.53 0.54 Intersection Summary HCM 2010 Control Delay 8.2 HCM 2010 Level of Service A HCM 2010 AWSC Long Term Background Traffic - SAT Peak 16: JFK Parkway & Monroe Drive 11/5/2012 9/13/2012 Long Term Background Traffic - SAT Peak Synchro 8 Report Page 7 Intersection Intersection Delay (sec/veh) 7.6 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR Volume (vph) 5 25 25 30 35 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2222 2 2 Movement Flow Rate 5 27 27 33 38 33 Number of Lanes 1111 1 1 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 2 2 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 2 2 Conflicting Approach Right NB WB Conflicting Lanes Right 2 0 2 HCM Control Delay 7 7.8 7.7 HCM LOS A A A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 Volume Left (%) 100% 0% 0% 0% 100% 0% Volume Thru (%) 0% 0% 100% 0% 0% 100% Volume Right (%) 0% 100% 0% 100% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Traffic Volume by Lane 35 30 5 25 25 30 Left Turning Volume 0050030 Through Volume 0 30 0 25 0 0 Right Turning Volume 35 0 0 0 25 0 Lane Flow Rate 38 33 5 27 27 33 Geometry Group 777777 Degree of Utilization, X 0.055 0.036 0.007 0.03 0.039 0.042 Departure Headway, Hd 5.189 3.988 4.688 3.987 5.174 4.674 Convergence(Y/N) Yes Yes Yes Yes Yes Yes Capacity 686 889 756 887 688 761 Service Time 2.955 1.754 2.46 1.758 2.934 2.433 HCM Lane V/C Ratio 0.055 0.037 0.007 0.03 0.039 0.043 HCM Control Delay 8.3 6.9 7.5 6.9 8.1 7.6 HCM Lane LOS AAAAAA HCM 95th Percentile Queue 0.2 0.1 0 0.1 0.1 0.1 HCM 2010 TWSC Long Term Background Traffic - SAT Peak 17: Stanford Road & Monroe Drive 11/5/2012 9/13/2012 Long Term Background Traffic - SAT Peak Synchro 8 Report Page 8 Intersection Intersection Delay (sec/veh): 1.9 Movement EBL EBR NBL NBT SBT SBR Volume (vph) 10 20 5 70 45 5 Conflicting Peds.(#/hr) 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free Right Turn Channelized None None None None None None Storage Length 200 0 0 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 Movement Flow Rate 11 22 5 76 49 5 Number of Lanes 1 1 0 1 1 0 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 138 52 54 0 0 0 Stage 1 52 - - - - - Stage 2 86 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 877 1016 1551 - - - Stage 1 970 - - - - - Stage 2 952 - - - - - Time blocked-Platoon(%) 3 0 0 - - - Mov Capacity-1 Maneuver 874 1016 1551 - - - Mov Capacity-2 Maneuver 874 - - - - - Stage 1 970 - - - - - Stage 2 949 - - - - - Approach EB NB SB HCM Control Delay (s) 8.8 0.5 0 HCM LOS A A A Lane NBL NBT EBLn1 EBLn2 SBT SBR Capacity (vph) 874 1016 HCM Control Delay (s) 7.329 - 9.2 8.6 - - HCM Lane VC Ratio 0.004 - 0.012 0.021 - - HCM Lane LOS A - A A - - HCM 95th Percentile Queue (veh) 0.011 - 0.038 0.066 - - HCM 2010 Signalized Intersection Summary Long Term Background Traffic - SAT Peak 18: JFK Parkway & Horsetooth Road 11/5/2012 9/13/2012 Long Term Background Traffic - SAT Peak Synchro 8 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 60 905 105 210 900 30 85 50 240 40 65 35 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 120120111120 Capacity, veh/h 423 1827 212 473 2147 72 302 324 388 312 283 240 Arriving On Green 0.06 1.00 1.00 0.14 1.00 1.00 0.05 0.17 0.17 0.03 0.15 0.15 Sat Flow, veh/h 1774.0 3278.2 380.2 1774.0 3584.9 119.5 1774.0 1583.3 1583.3 1774.0 1862.7 1583.3 Grp Volume(v), veh/h 65.2 558.8 539.0 228.3 508.3 502.6 92.4 54.3 260.9 43.5 70.7 38.0 Grp Sat Flow(s),veh/h/ln 1774.0 1862.7 1795.6 1774.0 1862.7 1841.7 1774.0 1862.7 1583.3 1774.0 1862.7 1583.3 Q Serve(g_s), s 1.9 0.0 0.0 5.9 0.0 0.0 5.0 2.9 17.6 2.4 4.0 2.5 Cycle Q Clear(g_c), s 1.9 0.0 0.0 5.9 0.0 0.0 5.0 2.9 17.6 2.4 4.0 2.5 Proportion In Lane 1.000 0.212 1.000 0.065 1.000 1.000 1.000 1.000 Lane Grp Cap(c), veh/h 423.2 1038.3 1000.9 472.5 1115.8 1103.1 302.1 324.0 388.5 311.8 282.9 240.4 V/C Ratio(X) 0.154 0.538 0.539 0.483 0.456 0.456 0.306 0.168 0.671 0.139 0.250 0.158 Avail Cap(c_a), veh/h 445.1 1038.3 1000.9 675.1 1123.6 1110.9 302.1 324.0 388.5 321.1 290.7 247.1 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.235 0.235 0.235 0.825 0.825 0.825 1.000 1.000 1.000 1.000 1.000 1.000 Uniform Delay (d), s/veh 10.2 0.0 0.0 6.5 0.0 0.0 37.3 41.7 40.4 40.8 44.3 43.7 Incr Delay (d2), s/veh 0.0 0.1 0.1 0.6 0.2 0.2 0.6 1.1 8.9 0.2 2.1 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group Delay (d), s/veh 10.2 0.1 0.1 7.2 0.2 0.2 37.9 42.8 49.3 41.0 46.4 45.1 Lane Group LOS BAAAAADDDDDD Approach Volume, veh/h 1163 1239 408 152 Approach Delay, s/veh 0.7 1.5 45.9 44.5 Approach LOS A A D D Timer Assigned Phase 7 4 3 8 5 2 1 6 Phase Duration (G+Y+Rc), s 7.53 72.07 12.46 77.00 10.00 26.62 7.38 24.00 Change Period (Y+Rc), s 4.00 6.00 4.00 6.00 4.00 6.00 4.00 6.00 Max Green Setting (Gmax), s 5.00 54.00 22.00 71.50 6.00 20.00 4.00 18.50 Max Q Clear Time (g_c+I1), s 3.88 2.00 7.93 2.00 7.02 19.64 4.44 5.96 Green Extension Time (p_c) 0.01 24.50 0.54 27.18 0.00 0.08 0.00 1.49 Intersection Summary HCM 2010 Control Delay 9.5 HCM 2010 Level of Service A HCM 2010 AWSC Long Term Background Traffic - SAT Peak 22: Stanford Road & Swallow Road 11/5/2012 9/13/2012 Long Term Background Traffic - SAT Peak Synchro 8 Report Page 10 Intersection Intersection Delay (sec/veh) 9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 10 180 20 35 135 10 25 10 35 5 5 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 222222222222 Movement Flow Rate 11 196 22 38 147 11 27 11 38 5 5 11 Number of Lanes 110110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2211 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1122 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1122 HCM Control Delay 9.5 8.9 8.3 8 HCM LOS AAAA Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Volume Left (%) 36% 100% 0% 100% 0% 25% Volume Thru (%) 14% 0% 90% 0% 93% 25% Volume Right (%) 50% 0% 10% 0% 7% 50% Sign Control Stop Stop Stop Stop Stop Stop Traffic Volume by Lane 70 10 200 35 145 20 Left Turning Volume 10 0 180 0 135 5 Through Volume 35 0 20 0 10 10 Right Turning Volume 25 10 0 35 0 5 Lane Flow Rate 76 11 217 38 158 22 Geometry Group 277772 Degree of Utilization, X 0.1 0.016 0.294 0.058 0.215 0.029 Departure Headway, Hd 4.742 5.441 4.868 5.46 4.91 4.797 Convergence(Y/N) Yes Yes Yes Yes Yes Yes Capacity 756 659 739 657 731 745 Service Time 2.771 3.166 2.593 3.185 2.634 2.832 HCM Lane V/C Ratio 0.101 0.017 0.294 0.058 0.216 0.03 HCM Control Delay 8.3 8.3 9.6 8.5 9 8 HCM Lane LOS AAAAAA HCM 95th Percentile Queue 0.3 0 1.2 0.2 0.8 0.1 HCM 2010 TWSC Long Term Background Traffic - SAT Peak 30: Remington & Swallow Road 11/5/2012 9/13/2012 Long Term Background Traffic - SAT Peak Synchro 8 Report Page 11 Intersection Intersection Delay (sec/veh): 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 15 175 25 10 160 20 15 5 15 20 5 35 Conflicting Peds.(#/hr) 000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop Right Turn Channelized None None None None None None None None None None None None Storage Length 50 0 100 0 0 0 0 0 Median Width 12 12 0 0 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 222222222222 Movement Flow Rate 16 190 27 11 174 22 16 5 16 22 5 38 Number of Lanes 110110010010 Major/Minor Major 1 Major 2 Minor 1 Minor 2 Conflicting Flow Rate - All 196 0 0 217 0 0 465 454 109 453 456 98 Stage 1 ------ 236 236- 207 207- Stage 2 ------ 229 218- 246 249- Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1377 - - 1382 - - 557 534 *1309 569 532 958 Stage 1 ------ 839 744- 795 731- Stage 2 ------ 774 723- 827 732- Time blocked-Platoon(%) 0 - - 13 - - 13 13 13 13 13 0 Mov Capacity-1 Maneuver 1377 - - 1382 - - 523 524 *1309 549 521 958 Mov Capacity-2 Maneuver ------ 523 524- 549 521- Stage 1 ------ 829 735- 786 725- Stage 2 ------ 732 717- 802 724- Approach EB WB NB SB HCM Control Delay (s) 0.5 0.4 10.4 10.4 HCM LOS AABB Lane NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (vph) *704 *727 HCM Control Delay (s) 10.4 7.646 0 - 7.626 0 - 10.4 HCM Lane VC Ratio 0.054 0.012 - - 0.008 - - 0.09 HCM Lane LOS B A A - A A - B HCM 95th Percentile Queue (veh) 0.171 0.036 - - 0.024 - - 0.295 HCM 2010 AWSC Long Term Background Traffic - SAT Peak 33: Stanford Road & N Monroe 11/5/2012 9/13/2012 Long Term Background Traffic - SAT Peak Synchro 8 Report Page 12 Intersection Intersection Delay (sec/veh) 7.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 5 10 10 10 10 20 5 65 10 5 25 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 222222222222 Movement Flow Rate 5 11 11 11 11 22 5 71 11 5 27 22 Number of Lanes 110010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1211 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1112 HCM Control Delay 7.5 7.3 7.5 7.2 HCM LOS AAAA Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 Volume Left (%) 6% 100% 0% 25% 10% Volume Thru (%) 81% 0% 50% 25% 50% Volume Right (%) 12% 0% 50% 50% 40% Sign Control Stop Stop Stop Stop Stop Traffic Volume by Lane 80 5 20 40 50 Left Turning Volume 65 0 10 10 25 Through Volume 10 0 10 20 20 Right Turning Volume 5 5 0 10 5 Lane Flow Rate 87 5 22 43 54 Geometry Group 27752 Degree of Utilization, X 0.097 0.008 0.027 0.049 0.059 Departure Headway, Hd 4.034 5.304 4.451 4.049 3.901 Convergence(Y/N) Yes Yes Yes Yes Yes Capacity 883 670 797 875 910 Service Time 2.084 3.071 2.218 2.119 1.959 HCM Lane V/C Ratio 0.099 0.007 0.028 0.049 0.059 HCM Control Delay 7.5 8.1 7.3 7.3 7.2 HCM Lane LOS AAAAA HCM 95th Percentile Queue 0.3 0 0.1 0.2 0.2 Foothills Mall Redevelopment Traffic Impact Analysis Appendix D APPENDIX D TOTAL TRAFFIC OPERATIONAL ANALYSIS WORKSHEETS HCM 2010 Signalized Intersection Summary Short Term Total Traffic - PM Peak 1: College Avenue & Swallow Road 12/2/2013 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 25 40 50 230 45 155 60 1940 110 235 2230 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 111111130130 Cap, veh/h 170 109 93 346 316 269 158 2861 162 251 3265 58 Arrive On Green 0.02 0.06 0.06 0.13 0.17 0.17 0.03 0.55 0.55 0.08 0.60 0.60 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 5239 296 1774 5474 97 Grp Volume(v), veh/h 27 43 54 250 49 168 65 1496 733 255 1647 820 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1810 1774 1863 1846 Q Serve(g_s), s 1.6 2.4 3.7 12.3 2.5 10.8 1.8 33.5 33.9 9.0 35.2 35.4 Cycle Q Clear(g_c), s 1.6 2.4 3.7 12.3 2.5 10.8 1.8 33.5 33.9 9.0 35.2 35.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 0.05 Lane Grp Cap(c), veh/h 170 109 93 346 316 269 158 2034 988 251 2222 1101 V/C Ratio(X) 0.16 0.39 0.58 0.72 0.16 0.63 0.41 0.74 0.74 1.01 0.74 0.74 Avail Cap(c_a), veh/h 263 237 202 387 390 331 280 2034 988 251 2222 1101 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.68 0.68 0.68 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.3 49.9 50.4 31.2 38.9 42.4 18.0 18.9 19.0 32.4 16.0 16.1 Incr Delay (d2), s/veh 0.4 2.3 5.7 5.8 0.2 2.5 1.2 1.7 3.5 60.5 2.3 4.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 0.7 1.3 1.6 6.0 1.2 4.6 0.8 15.2 15.6 11.3 16.3 16.9 Lane Grp Delay (d), s/veh 47.8 52.2 56.1 37.0 39.1 44.9 19.2 20.6 22.5 92.8 18.3 20.7 Lane Grp LOS D D E D D D B C C F B C Approach Vol, veh/h 124 467 2294 2722 Approach Delay, s/veh 52.9 40.0 21.2 26.0 Approach LOS DDCC Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 6.2 12.4 18.5 24.6 7.5 66.0 13.0 71.5 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 8.0 14.0 17.0 23.0 11.0 60.0 9.0 58.0 Max Q Clear Time (g_c+I1), s 3.6 5.7 14.3 12.8 3.8 35.9 11.0 37.4 Green Ext Time (p_c), s 0.0 0.8 0.2 0.9 0.1 23.8 0.0 20.4 Intersection Summary HCM 2010 Ctrl Delay 25.8 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Short Term Total Traffic - PM Peak 2: College Avenue & Foothills PKWY 12/2/2013 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 15 10 40 200 10 180 30 1915 115 230 2255 25 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 111211131230 Cap, veh/h 229 217 184 437 217 184 43 3164 896 443 3841 42 Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.00 0.01 0.19 0.00 0.26 1.00 1.00 Sat Flow, veh/h 1398 1863 1583 2608 1863 1583 1774 5588 1583 3442 5517 61 Grp Volume(v), veh/h 16 11 43 217 11 0 33 2082 0 250 1654 824 Grp Sat Flow(s),veh/h/ln 1398 1863 1583 1304 1863 1583 1774 1863 1583 1721 1863 1852 Q Serve(g_s), s 1.0 0.5 2.4 7.9 0.5 0.0 1.8 33.9 0.0 6.2 0.0 0.0 Cycle Q Clear(g_c), s 1.5 0.5 2.4 8.4 0.5 0.0 1.8 33.9 0.0 6.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.03 Lane Grp Cap(c), veh/h 229 217 184 437 217 184 43 3164 896 443 2594 1289 V/C Ratio(X) 0.07 0.05 0.23 0.50 0.05 0.00 0.77 0.66 0.00 0.56 0.64 0.64 Avail Cap(c_a), veh/h 280 285 242 958 589 501 90 3164 896 562 2594 1289 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.99 0.99 0.00 1.00 1.00 0.00 0.52 0.52 0.52 Uniform Delay (d), s/veh 39.2 38.5 39.3 42.2 38.5 0.0 48.4 31.1 0.0 34.0 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.1 0.6 0.9 0.1 0.0 24.4 1.1 0.0 0.6 0.6 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 0.4 0.3 1.0 2.7 0.3 0.0 1.1 17.5 0.0 2.5 0.2 0.5 Lane Grp Delay (d), s/veh 39.3 38.6 40.0 43.1 38.6 0.0 72.8 32.1 0.0 34.6 0.6 1.3 Lane Grp LOS DDDDD EC CAA Approach Vol, veh/h 70 228 2115 2728 Approach Delay, s/veh 39.6 42.9 32.8 3.9 Approach LOS D D C A Timer Assigned Phs 4 8 5 2 1 6 Phs Duration (G+Y+Rc), s 17.4 17.4 6.4 62.0 18.6 74.2 Change Period (Y+Rc), s 6.0 6.0 4.0 6.5 6.0 6.0 Max Green Setting (Gmax), s 15.0 31.0 5.0 55.5 16.0 68.0 Max Q Clear Time (g_c+I1), s 4.4 10.4 3.8 35.9 8.2 2.0 Green Ext Time (p_c), s 0.8 1.0 0.0 15.1 4.4 44.6 Intersection Summary HCM 2010 Ctrl Delay 18.0 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Short Term Total Traffic - PM Peak 4: College Avenue & Horsetooth Road 12/2/2013 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 190 750 105 205 745 155 215 1645 135 175 1960 295 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120221231231 Cap, veh/h 239 853 119 281 827 351 288 2223 630 233 2133 604 Arrive On Green 0.13 0.27 0.27 0.11 0.30 0.30 0.08 0.40 0.40 0.05 0.26 0.26 Sat Flow, veh/h 1774 3199 447 3442 3725 1583 3442 5588 1583 3442 5588 1583 Grp Volume(v), veh/h 207 475 454 223 810 168 234 1788 147 190 2130 321 Grp Sat Flow(s),veh/h/ln 1774 1863 1784 1721 1863 1583 1721 1863 1583 1721 1863 1583 Q Serve(g_s), s 13.5 29.6 29.6 7.5 25.5 10.3 7.9 33.5 7.3 6.5 45.0 20.6 Cycle Q Clear(g_c), s 13.5 29.6 29.6 7.5 25.5 10.3 7.9 33.5 7.3 6.5 45.0 20.6 Prop In Lane 1.00 0.25 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 239 497 476 281 827 351 288 2223 630 233 2133 604 V/C Ratio(X) 0.87 0.96 0.96 0.79 0.98 0.48 0.81 0.80 0.23 0.82 1.00 0.53 Avail Cap(c_a), veh/h 405 497 476 350 827 351 291 2223 630 233 2133 604 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 0.83 0.83 0.83 1.00 1.00 1.00 0.59 0.59 0.59 Uniform Delay (d), s/veh 50.1 42.6 42.6 51.7 41.4 36.0 53.2 31.5 23.6 55.7 43.9 34.9 Incr Delay (d2), s/veh 9.8 29.3 30.2 8.2 23.5 0.8 15.7 3.2 0.9 12.4 14.6 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 6.9 18.2 17.5 3.6 14.3 4.1 4.2 16.4 3.0 3.4 25.2 8.9 Lane Grp Delay (d), s/veh 59.8 72.0 72.8 59.8 64.9 36.9 68.9 34.7 24.5 68.0 58.5 36.8 Lane Grp LOS EEEEEDECCEED Approach Vol, veh/h 1136 1201 2169 2641 Approach Delay, s/veh 70.1 60.0 37.7 56.6 Approach LOS E E D E Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 19.9 38.0 14.6 32.7 13.9 53.5 12.0 51.6 Change Period (Y+Rc), s 4.0 6.5 5.0 6.5 4.0 6.5 4.0 6.5 Max Green Setting (Gmax), s 27.0 31.5 12.0 17.5 10.0 47.0 8.0 44.5 Max Q Clear Time (g_c+I1), s 15.5 31.6 9.5 27.5 9.9 35.5 8.5 47.0 Green Ext Time (p_c), s 0.4 0.0 0.2 0.0 0.0 11.4 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 53.6 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Short Term Total Traffic - PM Peak 11: Mall Entrance & Foothills PKWY/Mathews Street 12/2/2013 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 100 135 100 35 135 30 140 5 20 35 5 110 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 190.0 186.3 190.0 Lanes 121121110010 Cap, veh/h 360 771 328 346 771 328 888 189 831 269 82 719 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.63 0.63 0.63 0.63 0.63 0.63 Sat Flow, veh/h 1199 3725 1583 1119 3725 1583 1261 302 1327 281 131 1149 Grp Volume(v), veh/h 109 147 109 38 147 33 152 0 27 163 0 0 Grp Sat Flow(s),veh/h/ln 1199 1863 1583 1119 1863 1583 1261 0 1629 1561 0 0 Q Serve(g_s), s 4.0 1.6 2.8 1.4 1.6 0.8 2.7 0.0 0.3 0.0 0.0 0.0 Cycle Q Clear(g_c), s 5.5 1.6 2.8 3.0 1.6 0.8 4.7 0.0 0.3 2.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.81 0.23 0.74 Lane Grp Cap(c), veh/h 360 771 328 346 771 328 888 0 1019 1070 0 0 V/C Ratio(X) 0.30 0.19 0.33 0.11 0.19 0.10 0.17 0.00 0.03 0.15 0.00 0.00 Avail Cap(c_a), veh/h 662 1710 727 627 1710 727 888 0 1019 1070 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.92 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 18.0 15.7 16.2 16.9 15.7 15.4 4.7 0.0 3.4 3.7 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.1 0.5 0.1 0.1 0.1 0.4 0.0 0.0 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 1.1 0.7 1.0 0.4 0.7 0.3 0.7 0.0 0.1 0.6 0.0 0.0 Lane Grp Delay (d), s/veh 18.4 15.8 16.7 17.0 15.8 15.5 5.1 0.0 3.5 4.0 0.0 0.0 Lane Grp LOS BBBBBBA AA Approach Vol, veh/h 365 218 179 163 Approach Delay, s/veh 16.8 16.0 4.9 4.0 Approach LOS BBAA Timer Assigned Phs 4826 Phs Duration (G+Y+Rc), s 13.9 13.9 34.0 34.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 22.0 22.0 30.0 30.0 Max Q Clear Time (g_c+I1), s 7.5 5.0 6.7 4.0 Green Ext Time (p_c), s 2.4 2.6 1.6 1.6 Intersection Summary HCM 2010 Ctrl Delay 12.1 HCM 2010 LOS B Notes HCM 2010 TWSC Short Term Total Traffic - PM Peak 12: Mathews Street & Swallow Road 12/2/2013 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 9 Intersection Intersection Delay, s/veh 1.9 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 295 60 35 320 55 45 Conflicting Peds, #/hr 0000 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2222 2 2 Mvmt Flow 321 65 38 348 60 49 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 386 0 777 353 Stage 1 ---- 353 - Stage 2 ---- 424 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1172 - 365 691 Stage 1 ---- 711 - Stage 2 ---- 660 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 1172 - 353 691 Mov Capacity-2 Maneuver ---- 467 - Stage 1 ---- 711 - Stage 2 ---- 639 - Approach EB WB NB HCM Control Delay, s 0 0.8 12.4 HCM LOS B Minor Lane / Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 467 691 - - 1172 - HCM Lane V/C Ratio 0.128 0.071 - - 0.032 - HCM Control Delay (s) 13.8 10.6 - - 8.175 - HCM Lane LOS B B A HCM 95th %tile Q(veh) 0.437 0.228 - - 0.101 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 Signalized Intersection Summary Short Term Total Traffic - PM Peak 13: College Avenue & Monroe Drive 12/2/2013 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 45 25 60 155 35 230 30 1780 185 135 2340 30 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 110111130130 Cap, veh/h 262 97 233 261 371 316 178 3057 315 194 3510 45 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.01 0.20 0.20 0.09 1.00 1.00 Sat Flow, veh/h 1087 486 1170 1299 1863 1583 1774 4984 514 1774 5504 71 Grp Volume(v), veh/h 49 0 92 168 38 250 33 1443 693 147 1719 857 Grp Sat Flow(s),veh/h/ln 1087 0 1656 1299 1863 1583 1774 1863 1772 1774 1863 1850 Q Serve(g_s), s 4.4 0.0 5.4 14.4 1.9 17.1 0.8 40.4 40.9 3.3 0.0 0.0 Cycle Q Clear(g_c), s 6.3 0.0 5.4 19.7 1.9 17.1 0.8 40.4 40.9 3.3 0.0 0.0 Prop In Lane 1.00 0.71 1.00 1.00 1.00 0.29 1.00 0.04 Lane Grp Cap(c), veh/h 262 0 330 261 371 316 178 2285 1087 194 2376 1180 V/C Ratio(X) 0.19 0.00 0.28 0.64 0.10 0.79 0.19 0.63 0.64 0.76 0.72 0.73 Avail Cap(c_a), veh/h 293 0 377 298 424 361 246 2285 1087 235 2376 1180 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.43 0.43 0.43 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.9 0.0 38.7 47.1 37.3 43.4 7.8 33.7 33.9 23.4 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.5 3.9 0.1 10.2 0.2 0.6 1.2 10.8 2.0 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 1.3 0.0 2.3 5.1 0.9 7.8 0.3 21.0 20.4 4.7 0.6 1.3 Lane Grp Delay (d), s/veh 40.3 0.0 39.2 50.9 37.5 53.6 8.0 34.3 35.1 34.2 2.0 3.9 Lane Grp LOS D DDDDACDCAA Approach Vol, veh/h 141 456 2169 2723 Approach Delay, s/veh 39.6 51.3 34.2 4.3 Approach LOS D D C A Timer Assigned Phs 4 8 5 2 1 6 Phs Duration (G+Y+Rc), s 28.7 28.7 6.6 76.0 9.4 78.8 Change Period (Y+Rc), s 6.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 26.0 26.0 7.0 70.0 8.0 71.5 Max Q Clear Time (g_c+I1), s 8.3 21.7 2.8 42.9 5.3 2.0 Green Ext Time (p_c), s 2.1 1.0 0.0 26.8 0.1 67.5 Intersection Summary HCM 2010 Ctrl Delay 20.9 HCM 2010 LOS C Notes HCM 2010 AWSC Short Term Total Traffic - PM Peak 16: JFK Parkway & Monroe Drive 12/2/2013 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 14 Intersection Intersection Delay, s/veh 14.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 140 100 35 85 150 15 60 135 85 15 125 165 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222 Mvmt Flow 152 109 38 92 163 16 65 147 92 16 136 179 Number of Lanes 111110011011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2322 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2232 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2223 HCM Control Delay 13.9 14.8 15.5 13.9 HCM LOS B B C B Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 31% 0% 100% 0% 0% 100% 0% 11% 0% Vol Thru, % 69% 0% 0% 100% 0% 0% 91% 89% 0% Vol Right, % 0% 100% 0% 0% 100% 0% 9% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 195 85 140 100 35 85 165 140 165 LT Vol 135 0 0 100 0 0 150 125 0 Through Vol 0 85 0 0 35 0 15 0 165 RT Vol 60 0 140 0 0 85 0 15 0 Lane Flow Rate 212 92 152 109 38 92 179 152 179 Geometry Grp 888888888 Degree of Util (X) 0.463 0.18 0.351 0.235 0.075 0.215 0.388 0.327 0.348 Departure Headway (Hd) 7.872 7.002 8.298 7.785 7.068 8.366 7.787 7.744 6.977 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 456 511 432 460 505 428 461 463 513 Service Time 5.641 4.77 6.069 5.556 4.839 6.138 5.558 5.513 4.744 HCM Lane V/C Ratio 0.465 0.18 0.352 0.237 0.075 0.215 0.388 0.328 0.349 HCM Control Delay 17.3 11.3 15.5 13 10.4 13.4 15.5 14.3 13.5 HCM Lane LOS C B C B B B C B B HCM 95th-tile Q 2.4 0.7 1.6 0.9 0.2 0.8 1.8 1.4 1.5 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - PM Peak 17: Stanford Road & Monroe Drive 12/2/2013 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 16 Intersection Intersection Delay, s/veh 2.1 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 30 40 40 215 175 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 200 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 33 43 43 234 190 16 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 519 198 207 0 - 0 Stage 1 198 - - - - - Stage 2 321 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 517 843 1364 - - - Stage 1 835 - - - - - Stage 2 735 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 498 843 1364 - - - Mov Capacity-2 Maneuver 498 - - - - - Stage 1 835 - - - - - Stage 2 709 - - - - - Approach EB NB SB HCM Control Delay, s 10.9 1.2 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1364 - 498 843 - - HCM Lane V/C Ratio 0.032 - 0.065 0.052 - - HCM Control Delay (s) 7.726 0 12.7 9.5 - - HCM Lane LOS AABA HCM 95th %tile Q(veh) 0.099 - 0.209 0.163 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 Signalized Intersection Summary Short Term Total Traffic - PM Peak 18: JFK Parkway & Horsetooth Road 12/2/2013 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 195 800 85 265 915 95 120 80 280 115 115 120 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 120121111120 Cap, veh/h 456 1591 168 517 1874 796 296 347 295 301 306 260 Arrive On Green 0.17 0.96 0.96 0.21 1.00 1.00 0.07 0.19 0.19 0.05 0.16 0.16 Sat Flow, veh/h 1774 3313 350 1774 3725 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 212 489 473 288 995 103 130 87 304 125 125 130 Grp Sat Flow(s),veh/h/ln 1774 1863 1801 1774 1863 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 7.1 2.5 2.5 9.3 0.0 0.0 6.6 4.5 21.2 6.0 6.8 8.5 Cycle Q Clear(g_c), s 7.1 2.5 2.5 9.3 0.0 0.0 6.6 4.5 21.2 6.0 6.8 8.5 Prop In Lane 1.00 0.19 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 456 895 865 517 1874 796 296 347 295 301 306 260 V/C Ratio(X) 0.47 0.55 0.55 0.56 0.53 0.13 0.44 0.25 1.03 0.41 0.41 0.50 Avail Cap(c_a), veh/h 558 895 865 688 1874 796 304 347 295 301 306 260 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.36 0.36 0.36 0.81 0.81 0.81 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.3 1.2 1.2 9.3 0.0 0.0 33.9 39.6 46.4 37.8 42.7 43.4 Incr Delay (d2), s/veh 0.3 0.9 0.9 0.8 0.9 0.3 1.0 1.7 60.9 0.9 4.0 6.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 2.6 0.8 0.8 3.1 0.2 0.1 3.1 2.3 13.6 0.3 3.6 4.0 Lane Grp Delay (d), s/veh 11.6 2.1 2.1 10.1 0.9 0.3 34.9 41.3 107.2 38.8 46.7 50.1 Lane Grp LOS BAABAACDFDDD Approach Vol, veh/h 1174 1386 521 380 Approach Delay, s/veh 3.8 2.7 78.2 45.2 Approach LOS A A E D Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 13.4 60.7 16.0 63.3 12.5 27.2 10.0 24.7 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 16.0 49.8 23.0 57.3 9.0 21.2 6.0 18.7 Max Q Clear Time (g_c+I1), s 9.1 4.5 11.3 2.0 8.6 23.2 8.0 10.5 Green Ext Time (p_c), s 0.3 22.5 0.7 24.4 0.0 0.0 0.0 2.1 Intersection Summary HCM 2010 Ctrl Delay 19.1 HCM 2010 LOS B Notes HCM 2010 AWSC Short Term Total Traffic - PM Peak 22: Stanford Road & Swallow Road 12/2/2013 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 19 Intersection Intersection Delay, s/veh 13.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 15 275 55 95 300 5 100 15 75 5 5 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222 Mvmt Flow 16 299 60 103 326 5 109 16 82 5 5 16 Number of Lanes 110110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2211 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1122 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1122 HCM Control Delay 15.5 13.7 12 9.6 HCM LOS C B B A Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 53% 100% 0% 100% 0% 20% Vol Thru, % 8% 0% 83% 0% 98% 20% Vol Right, % 39% 0% 17% 0% 2% 60% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 190 15 330 95 305 25 LT Vol 15 0 275 0 300 5 Through Vol 75 0 55 0 5 15 RT Vol 100 15 0 95 0 5 Lane Flow Rate 207 16 359 103 332 27 Geometry Grp 277772 Degree of Util (X) 0.338 0.029 0.569 0.179 0.528 0.047 Departure Headway (Hd) 5.897 6.336 5.711 6.247 5.729 6.187 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 609 565 631 574 630 576 Service Time 3.946 4.073 3.448 3.983 3.465 4.254 HCM Lane V/C Ratio 0.34 0.028 0.569 0.179 0.527 0.047 HCM Control Delay 12 9.3 15.8 10.3 14.7 9.6 HCM Lane LOS B A C B B A HCM 95th-tile Q 1.5 0.1 3.6 0.6 3.1 0.1 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - PM Peak 24: Stanford Road & North Mall 12/2/2013 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 21 Intersection Intersection Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 15 25 15 180 140 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 27 16 196 152 16 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 388 160 168 0 - 0 Stage 1 160 - - - - - Stage 2 228 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 616 885 1410 - - - Stage 1 869 - - - - - Stage 2 810 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 608 885 1410 - - - Mov Capacity-2 Maneuver 608 - - - - - Stage 1 869 - - - - - Stage 2 799 - - - - - Approach EB NB SB HCM Control Delay, s 9.9 0.6 0 HCM LOS A Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1410 - 608 885 - - HCM Lane V/C Ratio 0.012 - 0.027 0.031 - - HCM Control Delay (s) 7.583 0 11.1 9.2 - - HCM Lane LOS AABA HCM 95th %tile Q(veh) 0.035 - 0.083 0.095 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - PM Peak 25: College Avenue & South Right In/Out 12/2/2013 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 22 Intersection Intersection Delay, s/veh 0.3 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 0 80 1985 75 0 2490 Conflicting Peds, #/hr 0 0 0000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 150 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2222 Mvmt Flow 0 87 2158 82 0 2707 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 3241 1079 0 0 2158 0 Stage 1 2158 - ---- Stage 2 1083 - ---- Follow-up Headway 3.82 3.92 - - 3.12 - Pot Capacity-1 Maneuver *238 *447 - - *563 - Stage 1 *459 *- - - *- - Stage 2 *323 *- - - *- - Time blocked-Platoon, % 1 1 - - 1 - Mov Capacity-1 Maneuver *238 *447 - - *563 - Mov Capacity-2 Maneuver *238 *- - - *- - Stage 1 *459 *- - - *- - Stage 2 *323 *- - - *- - Approach WB NB SB HCM Control Delay, s 15 0 0 HCM LOS C Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - *447 *563 - HCM Lane V/C Ratio - - 0.195 - - HCM Control Delay (s) - - 15 0 - HCM Lane LOS C A HCM 95th %tile Q(veh) - - 0.713 0 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - PM Peak 30: Remington & Swallow Road 12/2/2013 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 23 Intersection Intersection Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 25 295 60 20 325 35 45 5 20 40 5 60 Conflicting Peds, #/hr 000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 50 - - 100 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 222222222222 Mvmt Flow 27 321 65 22 353 38 49 5 22 43 5 65 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 391 0 0 386 0 0 859 843 353 837 856 372 Stage 1 ------ 408 408- 416 416- Stage 2 ------ 451 435- 421 440- Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1168 - - 1172 - - 277 300 691 286 295 674 Stage 1 ------ 620 597- 614 592- Stage 2 ------ 588 580- 610 578- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 1168 - - 1172 - - 239 288 691 264 283 674 Mov Capacity-2 Maneuver ------ 239 288- 264 283- Stage 1 ------ 606 583- 600 581- Stage 2 ------ 516 569- 572 565- Approach EB WB NB SB HCM Control Delay, s 0.5 0.4 21.2 17.3 HCM LOS C C Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 298 1168 - - 1172 - - 407 HCM Lane V/C Ratio 0.255 0.023 - - 0.019 - - 0.28 HCM Control Delay (s) 21.2 8.156 - - 8.13 - - 17.3 HCM Lane LOS C A A C HCM 95th %tile Q(veh) 0.993 0.071 - - 0.057 - - 1.134 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - PM Peak 33: Stanford Road & N Monroe 12/2/2013 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 24 Intersection Intersection Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 60 10 20 5 20 10 45 195 5 10 165 15 Conflicting Peds, #/hr 000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 222222222222 Mvmt Flow 65 11 22 5 22 11 49 212 5 11 179 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 538 524 188 539 530 215 196 0 0 217 0 0 Stage 1 209 209 - 313 313 ------- Stage 2 329 315 - 226 217 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 454 458 854 453 455 825 1377 - - 1353 - - Stage 1 793 729 - 698 657 ------- Stage 2 684 656 - 777 723 ------- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 415 435 854 417 432 825 1377 - - 1353 - - Mov Capacity-2 Maneuver 415 435 - 417 432 ------- Stage 1 760 722 - 669 630 ------- Stage 2 625 629 - 739 716 ------- Approach EB WB NB SB HCM Control Delay, s 13.5 12.8 1.4 0.4 HCM LOS B B Minor Lane / Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity (veh/h) 1377 - - 415 529 497 1353 - - HCM Lane V/C Ratio 0.036 - - 0.105 0.103 0.077 0.008 - - HCM Control Delay (s) 7.711 0 - 14.7 12.6 12.8 7.682 0 - HCM Lane LOS A A BBBAA HCM 95th %tile Q(veh) 0.11 - - 0.348 0.342 0.248 0.024 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - PM Peak 38: Stanford Road & Parking Garage Access 12/2/2013 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 25 Intersection Intersection Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 15 70 80 185 145 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 76 87 201 158 27 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 546 171 185 0 - 0 Stage 1 171 - - - - - Stage 2 375 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 499 873 1390 - - - Stage 1 859 - - - - - Stage 2 695 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 464 873 1390 - - - Mov Capacity-2 Maneuver 464 - - - - - Stage 1 859 - - - - - Stage 2 646 - - - - - Approach EB NB SB HCM Control Delay, s 10.1 2.3 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1390 - 464 873 - - HCM Lane V/C Ratio 0.063 - 0.035 0.087 - - HCM Control Delay (s) 7.763 0 13 9.5 - - HCM Lane LOS AABA HCM 95th %tile Q(veh) 0.2 - 0.109 0.286 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 Signalized Intersection Summary Short Term Total Traffic - SAT Peak 1: College Avenue & Swallow Road 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 60 125 105 80 100 130 80 2015 65 180 2080 60 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 111111130130 Cap, veh/h 226 208 176 217 232 197 184 3093 100 228 3246 93 Arrive On Green 0.04 0.11 0.11 0.06 0.12 0.12 0.04 0.57 0.57 0.06 0.60 0.60 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 5384 174 1774 5406 155 Grp Volume(v), veh/h 65 136 114 87 109 141 87 1513 748 196 1556 770 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1832 1774 1863 1835 Q Serve(g_s), s 3.3 7.2 7.1 4.3 5.6 8.8 2.1 29.9 30.1 4.4 29.4 29.7 Cycle Q Clear(g_c), s 3.3 7.2 7.1 4.3 5.6 8.8 2.1 29.9 30.1 4.4 29.4 29.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.09 1.00 0.08 Lane Grp Cap(c), veh/h 226 208 176 217 232 197 184 2141 1053 228 2237 1102 V/C Ratio(X) 0.29 0.66 0.65 0.40 0.47 0.72 0.47 0.71 0.71 0.86 0.70 0.70 Avail Cap(c_a), veh/h 270 472 401 238 472 401 257 2141 1053 255 2237 1102 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.65 0.65 0.65 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.1 43.7 43.7 36.6 41.8 43.2 16.2 15.6 15.7 22.2 14.1 14.1 Incr Delay (d2), s/veh 0.7 3.5 3.9 1.2 1.5 4.8 1.2 1.3 2.7 22.8 1.8 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 1.5 3.6 3.0 2.0 2.8 3.8 1.2 13.4 13.7 6.6 13.5 14.0 Lane Grp Delay (d), s/veh 38.8 47.2 47.6 37.8 43.3 48.0 17.4 17.0 18.4 45.0 15.9 17.8 Lane Grp LOS DDDDDDBBBDBB Approach Vol, veh/h 315 337 2348 2522 Approach Delay, s/veh 45.6 43.8 17.4 18.7 Approach LOS D D B B Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 8.5 17.4 9.8 18.8 7.8 65.0 10.4 67.7 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 26.0 7.0 26.0 8.0 59.0 8.0 59.0 Max Q Clear Time (g_c+I1), s 5.3 9.2 6.3 10.8 4.1 32.1 6.4 31.7 Green Ext Time (p_c), s 0.0 2.1 0.0 2.0 0.1 26.5 0.1 26.9 Intersection Summary HCM 2010 Ctrl Delay 21.2 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Short Term Total Traffic - SAT Peak 2: College Avenue & Foothills PKWY 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 25 15 20 245 15 220 35 1920 160 315 1920 30 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 111211131230 Cap, veh/h 230 238 202 444 238 202 48 3257 923 438 3868 61 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.00 0.05 1.00 0.00 0.25 1.00 1.00 Sat Flow, veh/h 1392 1863 1583 2646 1863 1583 1774 5588 1583 3442 5486 87 Grp Volume(v), veh/h 27 16 22 266 16 0 38 2087 0 342 1416 704 Grp Sat Flow(s),veh/h/ln 1392 1863 1583 1323 1863 1583 1774 1863 1583 1721 1863 1847 Q Serve(g_s), s 2.0 0.9 1.4 11.2 0.9 0.0 2.4 0.0 0.0 10.5 0.0 0.0 Cycle Q Clear(g_c), s 2.8 0.9 1.4 12.1 0.9 0.0 2.4 0.0 0.0 10.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.05 Lane Grp Cap(c), veh/h 230 238 202 444 238 202 48 3257 923 438 2626 1302 V/C Ratio(X) 0.12 0.07 0.11 0.60 0.07 0.00 0.79 0.64 0.00 0.78 0.54 0.54 Avail Cap(c_a), veh/h 272 294 250 524 294 250 93 3257 923 543 2626 1302 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.00 1.00 1.00 0.00 0.59 0.59 0.59 Uniform Delay (d), s/veh 45.0 43.8 44.0 49.1 43.8 0.0 53.6 0.0 0.0 41.0 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.1 0.2 1.4 0.1 0.0 24.2 1.0 0.0 3.5 0.5 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 0.7 0.4 0.6 3.9 0.4 0.0 1.4 0.3 0.0 4.4 0.2 0.3 Lane Grp Delay (d), s/veh 45.3 43.9 44.3 50.5 43.9 0.0 77.8 1.0 0.0 44.5 0.5 1.0 Lane Grp LOS DDDDD EA DAA Approach Vol, veh/h 65 282 2125 2462 Approach Delay, s/veh 44.6 50.1 2.4 6.7 Approach LOS D D A A Timer Assigned Phs 4 8 5 2 1 6 Phs Duration (G+Y+Rc), s 20.6 20.6 7.1 73.0 20.5 86.4 Change Period (Y+Rc), s 6.0 6.0 4.0 6.5 6.0 6.0 Max Green Setting (Gmax), s 18.0 18.0 6.0 66.5 18.0 80.0 Max Q Clear Time (g_c+I1), s 4.8 14.1 4.4 2.0 12.5 2.0 Green Ext Time (p_c), s 1.0 0.5 0.0 32.8 2.0 39.0 Intersection Summary HCM 2010 Ctrl Delay 7.8 HCM 2010 LOS A Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Short Term Total Traffic - SAT Peak 4: College Avenue & Horsetooth Road 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 250 750 140 240 525 130 225 1635 160 160 1755 275 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120221231231 Cap, veh/h 298 888 166 287 799 340 287 2145 608 201 2005 568 Arrive On Green 0.17 0.29 0.29 0.17 0.43 0.43 0.08 0.38 0.38 0.12 0.72 0.72 Sat Flow, veh/h 1774 3055 570 3442 3725 1583 3442 5588 1583 3442 5588 1583 Grp Volume(v), veh/h 272 497 470 261 571 141 245 1777 174 174 1908 299 Grp Sat Flow(s),veh/h/ln 1774 1863 1762 1721 1863 1583 1721 1863 1583 1721 1863 1583 Q Serve(g_s), s 18.1 30.9 30.9 8.9 15.1 7.4 8.4 34.4 9.1 6.0 36.4 10.3 Cycle Q Clear(g_c), s 18.1 30.9 30.9 8.9 15.1 7.4 8.4 34.4 9.1 6.0 36.4 10.3 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 298 542 512 287 799 340 287 2145 608 201 2005 568 V/C Ratio(X) 0.91 0.92 0.92 0.91 0.71 0.42 0.85 0.83 0.29 0.87 0.95 0.53 Avail Cap(c_a), veh/h 311 552 522 287 799 340 287 2145 608 201 2005 568 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00 0.64 0.64 0.64 Uniform Delay (d), s/veh 49.0 41.1 41.1 49.5 31.2 29.0 54.2 33.4 25.6 52.5 16.0 12.3 Incr Delay (d2), s/veh 29.1 20.2 21.0 29.0 2.8 0.7 21.2 3.9 1.2 21.4 8.2 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 10.6 17.7 16.8 4.8 6.6 2.7 4.6 16.9 3.8 3.1 12.5 3.1 Lane Grp Delay (d), s/veh 78.1 61.3 62.1 78.4 34.0 29.7 75.4 37.2 26.7 73.9 24.2 14.5 Lane Grp LOS EEEECCEDCECB Approach Vol, veh/h 1239 973 2196 2381 Approach Delay, s/veh 65.3 45.3 40.7 26.6 Approach LOS E D D C Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 24.1 41.4 15.0 32.2 14.0 52.5 11.0 49.5 Change Period (Y+Rc), s 4.0 6.5 5.0 6.5 4.0 6.5 4.0 6.5 Max Green Setting (Gmax), s 21.0 35.5 10.0 25.5 10.0 46.0 7.0 42.5 Max Q Clear Time (g_c+I1), s 20.1 32.9 10.9 17.1 10.4 36.4 8.0 38.4 Green Ext Time (p_c), s 0.1 1.9 0.0 5.9 0.0 9.4 0.0 4.0 Intersection Summary HCM 2010 Ctrl Delay 40.9 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Short Term Total Traffic - SAT Peak 11: Mall Entrance & Foothills PKWY/Mathews Street 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 140 180 140 45 165 40 170 5 25 40 5 135 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 190.0 186.3 190.0 Lanes 121121110010 Cap, veh/h 391 947 403 360 947 403 798 149 805 240 73 693 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.59 0.59 0.59 0.59 0.59 0.59 Sat Flow, veh/h 1154 3725 1583 1029 3725 1583 1230 253 1368 261 123 1177 Grp Volume(v), veh/h 152 196 152 49 179 43 185 0 32 195 0 0 Grp Sat Flow(s),veh/h/ln 1154 1863 1583 1029 1863 1583 1230 0 1621 1562 0 0 Q Serve(g_s), s 6.1 2.1 4.0 2.0 1.9 1.1 4.2 0.0 0.4 0.0 0.0 0.0 Cycle Q Clear(g_c), s 8.0 2.1 4.0 4.1 1.9 1.1 7.0 0.0 0.4 2.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.84 0.22 0.75 Lane Grp Cap(c), veh/h 391 947 403 360 947 403 798 0 955 1006 0 0 V/C Ratio(X) 0.39 0.21 0.38 0.14 0.19 0.11 0.23 0.00 0.03 0.19 0.00 0.00 Avail Cap(c_a), veh/h 596 1609 684 543 1609 684 798 0 955 1006 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.87 0.87 0.87 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 18.0 15.0 15.7 16.6 14.9 14.6 6.5 0.0 4.4 4.9 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.1 0.5 0.2 0.1 0.1 0.7 0.0 0.1 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 1.7 0.9 1.5 0.5 0.8 0.4 1.2 0.0 0.1 0.9 0.0 0.0 Lane Grp Delay (d), s/veh 18.6 15.0 16.2 16.7 15.0 14.7 7.2 0.0 4.5 5.3 0.0 0.0 Lane Grp LOS BBBBBBA AA Approach Vol, veh/h 500 271 217 195 Approach Delay, s/veh 16.5 15.3 6.8 5.3 Approach LOS BBAA Timer Assigned Phs 4826 Phs Duration (G+Y+Rc), s 17.0 17.0 34.0 34.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 22.0 22.0 30.0 30.0 Max Q Clear Time (g_c+I1), s 10.0 6.1 9.0 4.8 Green Ext Time (p_c), s 3.0 3.3 1.9 2.0 Intersection Summary HCM 2010 Ctrl Delay 12.6 HCM 2010 LOS B Notes HCM 2010 TWSC Short Term Total Traffic - SAT Peak 12: Mathews Street & Swallow Road 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 9 Intersection Intersection Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 240 80 45 215 65 55 Conflicting Peds, #/hr 0000 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2222 2 2 Mvmt Flow 261 87 49 234 71 60 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 348 0 636 304 Stage 1 ---- 304 - Stage 2 ---- 332 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1211 - 442 736 Stage 1 ---- 748 - Stage 2 ---- 727 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 1211 - 424 736 Mov Capacity-2 Maneuver ---- 523 - Stage 1 ---- 748 - Stage 2 ---- 698 - Approach EB WB NB HCM Control Delay, s 0 1.4 11.8 HCM LOS B Minor Lane / Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 523 736 - - 1211 - HCM Lane V/C Ratio 0.135 0.081 - - 0.04 - HCM Control Delay (s) 13 10.3 - - 8.098 - HCM Lane LOS B B A HCM 95th %tile Q(veh) 0.465 0.264 - - 0.126 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 Signalized Intersection Summary Short Term Total Traffic - SAT Peak 13: College Avenue & Monroe Drive 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 65 30 70 230 25 220 40 1830 155 210 1935 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 110111130130 Cap, veh/h 322 124 285 308 459 390 169 2807 235 280 3232 66 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.05 1.00 1.00 0.07 0.59 0.59 Sat Flow, veh/h 1109 502 1156 1279 1863 1583 1774 5086 427 1774 5457 111 Grp Volume(v), veh/h 71 0 109 250 27 239 43 1453 704 228 1435 711 Grp Sat Flow(s),veh/h/ln 1109 0 1659 1279 1863 1583 1774 1863 1787 1774 1863 1843 Q Serve(g_s), s 6.2 0.0 6.2 22.8 1.3 15.8 1.2 0.0 0.0 5.6 30.1 30.2 Cycle Q Clear(g_c), s 7.5 0.0 6.2 29.0 1.3 15.8 1.2 0.0 0.0 5.6 30.1 30.2 Prop In Lane 1.00 0.70 1.00 1.00 1.00 0.24 1.00 0.06 Lane Grp Cap(c), veh/h 322 0 408 308 459 390 169 2056 986 280 2207 1092 V/C Ratio(X) 0.22 0.00 0.27 0.81 0.06 0.61 0.25 0.71 0.71 0.81 0.65 0.65 Avail Cap(c_a), veh/h 322 0 408 308 459 390 229 2056 986 313 2207 1092 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.37 0.37 0.37 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.8 0.0 35.8 47.6 34.0 39.4 13.9 0.0 0.0 14.5 15.9 15.9 Incr Delay (d2), s/veh 0.3 0.0 0.3 15.0 0.1 2.8 0.3 0.8 1.7 13.9 1.5 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 1.8 0.0 2.7 8.9 0.6 6.7 0.5 0.2 0.5 8.0 14.0 14.4 Lane Grp Delay (d), s/veh 37.2 0.0 36.2 62.6 34.0 42.2 14.2 0.8 1.7 28.4 17.4 19.0 Lane Grp LOS D D E C D B A A C B B Approach Vol, veh/h 180 516 2200 2374 Approach Delay, s/veh 36.6 51.7 1.3 18.9 Approach LOS D D A B Timer Assigned Phs 4 8 5 2 1 6 Phs Duration (G+Y+Rc), s 35.0 35.0 7.0 71.0 11.8 75.8 Change Period (Y+Rc), s 6.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 29.0 29.0 7.0 65.0 10.0 68.5 Max Q Clear Time (g_c+I1), s 9.5 31.0 3.2 2.0 7.6 32.2 Green Ext Time (p_c), s 2.5 0.0 0.0 59.8 0.2 35.2 Intersection Summary HCM 2010 Ctrl Delay 15.4 HCM 2010 LOS B Notes HCM 2010 Signalized Intersection Summary Short Term Total Traffic - SAT Peak 15: Stanford Road & Horsetooth Road 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 105 995 15 55 970 140 10 25 55 125 40 70 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120121111111 Cap, veh/h 375 2473 37 455 2487 1057 248 311 264 263 311 264 Arrive On Green 0.07 1.00 1.00 0.03 0.67 0.67 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1774 3662 54 1774 3725 1583 1268 1863 1583 1305 1863 1583 Grp Volume(v), veh/h 114 550 548 60 1054 152 11 27 60 136 43 76 Grp Sat Flow(s),veh/h/ln 1774 1863 1853 1774 1863 1583 1268 1863 1583 1305 1863 1583 Q Serve(g_s), s 2.4 0.0 0.0 1.2 15.3 4.1 0.9 1.4 3.8 11.5 2.3 4.9 Cycle Q Clear(g_c), s 2.4 0.0 0.0 1.2 15.3 4.1 3.2 1.4 3.8 12.9 2.3 4.9 Prop In Lane 1.00 0.03 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 375 1258 1252 455 2487 1057 248 311 264 263 311 264 V/C Ratio(X) 0.30 0.44 0.44 0.13 0.42 0.14 0.04 0.09 0.23 0.52 0.14 0.29 Avail Cap(c_a), veh/h 431 1258 1252 555 2487 1057 248 311 264 263 311 264 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.86 0.86 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.4 0.0 0.0 5.6 9.0 7.1 42.9 41.1 42.1 46.6 41.5 42.6 Incr Delay (d2), s/veh 0.4 1.0 1.0 0.1 0.5 0.3 0.3 0.6 2.0 7.1 0.9 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 0.9 0.3 0.3 0.5 6.6 1.6 0.3 0.7 1.7 4.4 1.2 2.2 Lane Grp Delay (d), s/veh 6.8 1.0 1.0 5.7 9.5 7.4 43.2 41.7 44.1 53.7 42.4 45.3 Lane Grp LOS AAAAAADDDDDD Approach Vol, veh/h 1212 1266 98 255 Approach Delay, s/veh 1.5 9.1 43.4 49.3 Approach LOS A A D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 8.3 84.4 7.4 83.5 25.0 25.0 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 5.5 5.5 Max Green Setting (Gmax), s 8.0 75.5 10.0 78.0 19.5 19.5 Max Q Clear Time (g_c+I1), s 4.4 2.0 3.2 17.3 5.8 14.9 Green Ext Time (p_c), s 0.1 32.6 0.0 30.1 1.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 10.7 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 2010 AWSC Short Term Total Traffic - SAT Peak 16: JFK Parkway & Monroe Drive 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 14 Intersection Intersection Delay, s/veh 19.1 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 190 130 25 75 175 20 35 185 125 15 150 200 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222 Mvmt Flow 207 141 27 82 190 22 38 201 136 16 163 217 Number of Lanes 111110011011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2322 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2232 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2223 HCM Control Delay 19.1 19.5 20 18 HCM LOS CCCC Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 16% 0% 100% 0% 0% 100% 0% 9% 0% Vol Thru, % 84% 0% 0% 100% 0% 0% 90% 91% 0% Vol Right, % 0% 100% 0% 0% 100% 0% 10% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 220 125 190 130 25 75 195 165 200 LT Vol 185 0 0 130 0 0 175 150 0 Through Vol 0 125 0 0 25 0 20 0 200 RT Vol 35 0 190 0 0 75 0 15 0 Lane Flow Rate 239 136 207 141 27 82 212 179 217 Geometry Grp 888888888 Degree of Util (X) 0.585 0.302 0.532 0.344 0.061 0.216 0.525 0.436 0.482 Departure Headway (Hd) 8.804 8.003 9.269 8.753 8.029 9.518 8.924 8.748 7.982 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 409 448 388 411 445 377 403 411 450 Service Time 6.566 5.764 7.031 6.514 5.79 7.283 6.688 6.509 5.743 HCM Lane V/C Ratio 0.584 0.304 0.534 0.343 0.061 0.218 0.526 0.436 0.482 HCM Control Delay 23.3 14.2 22.2 16.1 11.3 14.9 21.2 18.1 18 HCM Lane LOS C B C C B B C C C HCM 95th-tile Q 3.6 1.3 3 1.5 0.2 0.8 2.9 2.2 2.6 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - SAT Peak 17: Stanford Road & Monroe Drive 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 16 Intersection Intersection Delay, s/veh 1.8 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 25 40 30 235 165 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 200 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 27 43 33 255 179 22 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 511 190 201 0 - 0 Stage 1 190 - - - - - Stage 2 321 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 523 852 1371 - - - Stage 1 842 - - - - - Stage 2 735 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 508 852 1371 - - - Mov Capacity-2 Maneuver 508 - - - - - Stage 1 842 - - - - - Stage 2 714 - - - - - Approach EB NB SB HCM Control Delay, s 10.7 0.9 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1371 - 508 852 - - HCM Lane V/C Ratio 0.024 - 0.053 0.051 - - HCM Control Delay (s) 7.69 0 12.5 9.5 - - HCM Lane LOS AABA HCM 95th %tile Q(veh) 0.073 - 0.169 0.161 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 Signalized Intersection Summary Short Term Total Traffic - SAT Peak 18: JFK Parkway & Horsetooth Road 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 225 730 120 225 700 120 100 80 255 130 90 125 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 120121111120 Cap, veh/h 530 1627 267 528 1956 831 270 299 392 298 300 255 Arrive On Green 0.17 1.00 1.00 0.17 1.00 1.00 0.07 0.16 0.16 0.07 0.16 0.16 Sat Flow, veh/h 1774 3123 512 1774 3725 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 245 473 450 245 761 130 109 87 277 141 98 136 Grp Sat Flow(s),veh/h/ln 1774 1863 1772 1774 1863 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 8.3 0.0 0.0 8.1 0.0 0.0 6.1 5.0 19.3 8.0 5.6 9.5 Cycle Q Clear(g_c), s 8.3 0.0 0.0 8.1 0.0 0.0 6.1 5.0 19.3 8.0 5.6 9.5 Prop In Lane 1.00 0.29 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 530 970 923 528 1956 831 270 299 392 298 300 255 V/C Ratio(X) 0.46 0.49 0.49 0.46 0.39 0.16 0.40 0.29 0.71 0.47 0.33 0.53 Avail Cap(c_a), veh/h 530 970 923 638 1956 831 271 299 392 298 300 255 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.44 0.44 0.44 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.1 0.0 0.0 9.6 0.0 0.0 39.0 44.7 41.5 39.4 44.9 46.5 Incr Delay (d2), s/veh 0.3 0.8 0.8 0.6 0.5 0.4 1.0 2.4 10.3 1.2 2.9 7.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 2.8 0.2 0.2 2.9 0.1 0.1 2.8 2.6 8.9 3.7 3.0 4.4 Lane Grp Delay (d), s/veh 10.4 0.8 0.8 10.2 0.5 0.4 40.0 47.1 51.7 40.5 47.8 54.3 Lane Grp LOS BAABAADDDDDD Approach Vol, veh/h 1168 1136 473 375 Approach Delay, s/veh 2.8 2.6 48.2 47.4 Approach LOS A A D D Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 14.0 69.0 14.5 69.5 11.9 25.4 12.0 25.5 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 10.0 55.0 18.0 63.5 8.0 19.0 8.0 19.5 Max Q Clear Time (g_c+I1), s 10.3 2.0 10.1 2.0 8.1 21.3 10.0 11.5 Green Ext Time (p_c), s 0.0 19.0 0.4 19.8 0.0 0.0 0.0 1.9 Intersection Summary HCM 2010 Ctrl Delay 14.8 HCM 2010 LOS B Notes HCM 2010 AWSC Short Term Total Traffic - SAT Peak 22: Stanford Road & Swallow Road 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 19 Intersection Intersection Delay, s/veh 10.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 25 210 55 80 170 10 55 10 75 5 5 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222 Mvmt Flow 27 228 60 87 185 11 60 11 82 5 5 27 Number of Lanes 110110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2211 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1122 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1122 HCM Control Delay 11.4 10 9.7 8.6 HCM LOS BAAA Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 39% 100% 0% 100% 0% 14% Vol Thru, % 7% 0% 79% 0% 94% 14% Vol Right, % 54% 0% 21% 0% 6% 71% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 140 25 265 80 180 35 LT Vol 10 0 210 0 170 5 Through Vol 75 0 55 0 10 25 RT Vol 55 25 0 80 0 5 Lane Flow Rate 152 27 288 87 196 38 Geometry Grp 277772 Degree of Util (X) 0.218 0.044 0.413 0.141 0.287 0.056 Departure Headway (Hd) 5.163 5.818 5.167 5.832 5.289 5.305 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 689 611 691 610 673 679 Service Time 3.241 3.596 2.945 3.613 3.069 3.305 HCM Lane V/C Ratio 0.221 0.044 0.417 0.143 0.291 0.056 HCM Control Delay 9.7 8.9 11.6 9.6 10.2 8.6 HCM Lane LOS AABABA HCM 95th-tile Q 0.8 0.1 2 0.5 1.2 0.2 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - SAT Peak 24: Stanford Road & North Mall 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 21 Intersection Intersection Delay, s/veh 1.6 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 15 30 20 130 155 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 33 22 141 168 22 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 364 179 190 0 - 0 Stage 1 179 - - - - - Stage 2 185 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 635 864 1384 - - - Stage 1 852 - - - - - Stage 2 847 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 624 864 1384 - - - Mov Capacity-2 Maneuver 624 - - - - - Stage 1 852 - - - - - Stage 2 833 - - - - - Approach EB NB SB HCM Control Delay, s 9.8 1 0 HCM LOS A Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1384 - 624 864 - - HCM Lane V/C Ratio 0.016 - 0.026 0.038 - - HCM Control Delay (s) 7.643 0 10.9 9.3 - - HCM Lane LOS AABA HCM 95th %tile Q(veh) 0.048 - 0.08 0.118 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - SAT Peak 25: College Avenue & South Right In/Out 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 22 Intersection Intersection Delay, s/veh 0.3 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 0 95 2025 105 0 2185 Conflicting Peds, #/hr 0 0 0000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 150 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2222 Mvmt Flow 0 103 2201 114 0 2375 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 3151 1101 0 0 2201 0 Stage 1 2201 - ---- Stage 2 950 - ---- Follow-up Headway 3.82 3.92 - - 3.12 - Pot Capacity-1 Maneuver *43 *425 - - *535 - Stage 1 *436 *- - - *- - Stage 2 *414 *- - - *- - Time blocked-Platoon, % 1 1 - - 1 - Mov Capacity-1 Maneuver *43 *425 - - *535 - Mov Capacity-2 Maneuver *43 *- - - *- - Stage 1 *436 *- - - *- - Stage 2 *414 *- - - *- - Approach WB NB SB HCM Control Delay, s 16.2 0 0 HCM LOS C Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - *425 *535 - HCM Lane V/C Ratio - - 0.243 - - HCM Control Delay (s) - - 16.2 0 - HCM Lane LOS C A HCM 95th %tile Q(veh) - - 0.941 0 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - SAT Peak 30: Remington & Swallow Road 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 23 Intersection Intersection Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 15 270 80 25 235 20 45 5 30 20 5 35 Conflicting Peds, #/hr 000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 50 - - 100 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 222222222222 Mvmt Flow 16 293 87 27 255 22 49 5 33 22 5 38 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 277 0 0 380 0 0 712 702 337 710 734 266 Stage 1 ------ 370 370- 321 321- Stage 2 ------ 342 332- 389 413- Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1286 - - 1178 - - 347 362 705 348 347 773 Stage 1 ------ 650 620- 691 652- Stage 2 ------ 673 644- 635 594- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 1286 - - 1178 - - 317 349 705 319 335 773 Mov Capacity-2 Maneuver ------ 317 349- 319 335- Stage 1 ------ 642 612- 682 637- Stage 2 ------ 620 629- 593 587- Approach EB WB NB SB HCM Control Delay, s 0.3 0.7 16.4 13.5 HCM LOS C B Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 402 1286 - - 1178 - - 488 HCM Lane V/C Ratio 0.216 0.013 - - 0.023 - - 0.134 HCM Control Delay (s) 16.4 7.835 - - 8.128 - - 13.5 HCM Lane LOS C A A B HCM 95th %tile Q(veh) 0.811 0.039 - - 0.071 - - 0.459 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - SAT Peak 33: Stanford Road & N Monroe 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 24 Intersection Intersection Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 35 25 30 10 25 35 60 195 10 20 140 40 Conflicting Peds, #/hr 000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 222222222222 Mvmt Flow 38 27 33 11 27 38 65 212 11 22 152 43 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 597 570 174 595 587 217 196 0 0 223 0 0 Stage 1 217 217 - 348 348 ------- Stage 2 380 353 - 247 239 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 415 431 869 416 422 823 1377 - - 1346 - - Stage 1 785 723 - 668 634 ------- Stage 2 642 631 - 757 708 ------- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 355 400 869 359 392 823 1377 - - 1346 - - Mov Capacity-2 Maneuver 355 400 - 359 392 ------- Stage 1 743 710 - 632 600 ------- Stage 2 553 597 - 688 695 ------- Approach EB WB NB SB HCM Control Delay, s 13.9 13.1 1.8 0.8 HCM LOS B B Minor Lane / Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity (veh/h) 1377 - - 355 513 522 1346 - - HCM Lane V/C Ratio 0.047 - - 0.071 0.141 0.146 0.016 - - HCM Control Delay (s) 7.744 0 - 15.9 13.2 13.1 7.718 0 - HCM Lane LOS A A C BBAA HCM 95th %tile Q(veh) 0.149 - - 0.23 0.489 0.507 0.049 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - SAT Peak 38: Stanford Road & Parking Garage Access 12/2/2013 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 25 Intersection Intersection Delay, s/veh 3.4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 15 85 110 170 140 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 92 120 185 152 33 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 592 168 185 0 - 0 Stage 1 168 - - - - - Stage 2 424 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 469 876 1390 - - - Stage 1 862 - - - - - Stage 2 660 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 424 876 1390 - - - Mov Capacity-2 Maneuver 424 - - - - - Stage 1 862 - - - - - Stage 2 597 - - - - - Approach EB NB SB HCM Control Delay, s 10.2 3.1 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1390 - 424 876 - - HCM Lane V/C Ratio 0.086 - 0.038 0.105 - - HCM Control Delay (s) 7.834 0 13.8 9.6 - - HCM Lane LOS AABA HCM 95th %tile Q(veh) 0.282 - 0.12 0.352 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 Signalized Intersection Summary Long Term Total Traffic - PM Peak 1: College Avenue & Swallow Road 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 25 40 50 230 40 155 60 2480 110 235 2880 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 111111130130 Cap, veh/h 169 108 92 344 314 267 124 2873 126 230 3297 45 Arrive On Green 0.02 0.06 0.06 0.13 0.17 0.17 0.03 0.54 0.54 0.09 0.60 0.60 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 5314 233 1774 5500 75 Grp Volume(v), veh/h 27 43 54 250 43 168 65 1879 937 255 2115 1058 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1822 1774 1863 1849 Q Serve(g_s), s 1.6 2.5 3.7 12.4 2.2 11.0 1.8 51.9 54.0 10.0 58.4 59.4 Cycle Q Clear(g_c), s 1.6 2.5 3.7 12.4 2.2 11.0 1.8 51.9 54.0 10.0 58.4 59.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 0.04 Lane Grp Cap(c), veh/h 169 108 92 344 314 267 124 2014 985 230 2234 1109 V/C Ratio(X) 0.16 0.40 0.59 0.73 0.14 0.63 0.52 0.93 0.95 1.11 0.95 0.95 Avail Cap(c_a), veh/h 244 235 200 367 386 328 245 2014 985 230 2234 1109 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.48 0.48 0.48 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.9 50.4 51.0 31.6 39.3 42.9 26.5 23.6 24.1 39.0 20.6 20.8 Incr Delay (d2), s/veh 0.4 2.3 5.8 6.6 0.2 2.6 1.6 5.1 11.3 91.8 10.1 18.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 0.7 1.3 1.7 6.2 1.1 4.6 1.0 24.4 26.5 12.4 28.7 31.4 Lane Grp Delay (d), s/veh 48.3 52.7 56.8 38.3 39.4 45.5 28.2 28.7 35.4 130.8 30.7 38.8 Lane Grp LOS D D E DDDCCDFCD Approach Vol, veh/h 124 461 2881 3428 Approach Delay, s/veh 53.5 41.0 30.9 40.6 Approach LOS DDCD Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 6.3 12.4 18.5 24.7 7.5 66.0 14.0 72.5 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 14.0 16.0 23.0 11.0 60.0 10.0 59.0 Max Q Clear Time (g_c+I1), s 3.6 5.7 14.4 13.0 3.8 56.0 12.0 61.4 Green Ext Time (p_c), s 0.0 0.8 0.1 0.8 0.1 4.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 36.8 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Long Term Total Traffic - PM Peak 2: College Avenue & Foothills PKWY 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 15 10 40 200 10 180 30 2500 115 230 2980 25 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 111211131230 Cap, veh/h 204 200 170 389 200 170 42 3614 1024 301 4053 34 Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.00 0.02 0.65 0.00 0.18 1.00 1.00 Sat Flow, veh/h 1398 1863 1583 2608 1863 1583 1774 5588 1583 3442 5534 46 Grp Volume(v), veh/h 16 11 43 217 11 0 33 2717 0 250 2177 1089 Grp Sat Flow(s),veh/h/ln 1398 1863 1583 1304 1863 1583 1774 1863 1583 1721 1863 1855 Q Serve(g_s), s 1.2 0.6 2.9 9.5 0.6 0.0 2.2 39.0 0.0 8.2 0.0 0.0 Cycle Q Clear(g_c), s 1.8 0.6 2.9 10.1 0.6 0.0 2.2 39.0 0.0 8.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.02 Lane Grp Cap(c), veh/h 204 200 170 389 200 170 42 3614 1024 301 2728 1358 V/C Ratio(X) 0.08 0.06 0.25 0.56 0.06 0.00 0.79 0.75 0.00 0.83 0.80 0.80 Avail Cap(c_a), veh/h 246 255 217 467 255 217 76 3614 1024 324 2728 1358 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.00 1.00 1.00 0.00 0.10 0.10 0.10 Uniform Delay (d), s/veh 47.6 46.8 47.8 51.4 46.8 0.0 56.7 14.2 0.0 47.3 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.1 0.8 1.2 0.1 0.0 27.7 1.5 0.0 1.9 0.3 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 0.4 0.3 1.2 3.3 0.3 0.0 1.3 17.6 0.0 3.4 0.1 0.2 Lane Grp Delay (d), s/veh 47.8 46.9 48.6 52.6 46.9 0.0 84.5 15.7 0.0 49.2 0.3 0.5 Lane Grp LOS DDDDD FB DAA Approach Vol, veh/h 70 228 2750 3516 Approach Delay, s/veh 48.1 52.3 16.5 3.8 Approach LOS D D B A Timer Assigned Phs 4 8 5 2 1 6 Phs Duration (G+Y+Rc), s 18.5 18.5 6.7 82.0 16.2 91.5 Change Period (Y+Rc), s 6.0 6.0 4.0 6.5 6.0 6.0 Max Green Setting (Gmax), s 16.0 16.0 5.0 75.5 11.0 83.0 Max Q Clear Time (g_c+I1), s 4.9 12.1 4.2 41.0 10.2 2.0 Green Ext Time (p_c), s 0.8 0.4 0.0 29.6 0.0 71.6 Intersection Summary HCM 2010 Ctrl Delay 11.3 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Long Term Total Traffic - PM Peak 4: College Avenue & Horsetooth Road 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 190 960 105 205 975 155 215 2130 135 175 2555 295 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120221231231 Cap, veh/h 133 918 100 171 974 414 171 2504 710 143 2458 696 Arrive On Green 0.07 0.28 0.28 0.05 0.26 0.26 0.05 0.45 0.45 0.08 0.88 0.88 Sat Flow, veh/h 1774 3301 361 3442 3725 1583 3442 5588 1583 3442 5588 1583 Grp Volume(v), veh/h 207 588 569 223 1060 168 234 2315 147 190 2777 321 Grp Sat Flow(s),veh/h/ln 1774 1863 1799 1721 1863 1583 1721 1863 1583 1721 1863 1583 Q Serve(g_s), s 9.0 33.5 33.5 6.0 31.5 10.6 6.0 47.0 6.8 5.0 53.0 4.9 Cycle Q Clear(g_c), s 9.0 33.5 33.5 6.0 31.5 10.6 6.0 47.0 6.8 5.0 53.0 4.9 Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 133 518 500 171 974 414 171 2504 710 143 2458 696 V/C Ratio(X) 1.56 1.14 1.14 1.30 1.09 0.41 1.37 0.92 0.21 1.33 1.13 0.46 Avail Cap(c_a), veh/h 133 518 500 171 974 414 171 2504 710 143 2458 696 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.64 0.64 0.64 1.00 1.00 1.00 0.18 0.18 0.18 Uniform Delay (d), s/veh 55.8 43.5 43.5 57.3 44.5 36.8 57.3 31.3 20.2 55.3 7.2 4.4 Incr Delay (d2), s/veh 286.4 82.6 83.7 160.1 51.1 0.4 197.2 7.2 0.7 157.3 59.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 14.7 27.7 26.9 6.5 21.9 4.3 7.4 23.5 2.8 5.2 16.8 1.3 Lane Grp Delay (d), s/veh 342.1 126.1 127.2 217.3 95.6 37.2 254.4 38.6 20.9 212.6 66.8 4.8 Lane Grp LOS FFFFFDFDCFFA Approach Vol, veh/h 1364 1451 2696 3288 Approach Delay, s/veh 159.4 107.5 56.3 69.2 Approach LOS F F E E Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 13.0 40.0 11.0 38.0 10.0 60.5 9.0 59.5 Change Period (Y+Rc), s 4.0 6.5 5.0 6.5 4.0 6.5 4.0 6.5 Max Green Setting (Gmax), s 9.0 33.5 6.0 31.5 6.0 54.0 5.0 52.5 Max Q Clear Time (g_c+I1), s 11.0 35.5 8.0 33.5 8.0 49.0 7.0 55.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 85.5 HCM 2010 LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Long Term Total Traffic - PM Peak 11: Mall Entrance & Foothills PKWY/Mathews Street 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 65 130 125 35 135 15 165 5 30 10 5 75 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 190.0 186.3 190.0 Lanes 121121110010 Cap, veh/h 335 674 286 318 674 286 969 137 907 150 104 861 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.65 0.65 0.65 0.65 0.65 0.65 Sat Flow, veh/h 1218 3725 1583 1098 3725 1583 1305 213 1403 99 161 1332 Grp Volume(v), veh/h 71 141 136 38 147 16 179 0 38 98 0 0 Grp Sat Flow(s),veh/h/ln 1218 1863 1583 1098 1863 1583 1305 0 1615 1592 0 0 Q Serve(g_s), s 2.4 1.5 3.6 1.4 1.6 0.4 2.8 0.0 0.4 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.0 1.5 3.6 2.9 1.6 0.4 3.8 0.0 0.4 1.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.87 0.11 0.84 Lane Grp Cap(c), veh/h 335 674 286 318 674 286 969 0 1045 1116 0 0 V/C Ratio(X) 0.21 0.21 0.47 0.12 0.22 0.06 0.18 0.00 0.04 0.09 0.00 0.00 Avail Cap(c_a), veh/h 692 1767 751 640 1767 751 969 0 1045 1116 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 17.9 16.2 17.0 17.4 16.2 15.7 3.8 0.0 3.0 3.1 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.1 1.0 0.2 0.2 0.1 0.4 0.0 0.1 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 0.7 0.6 1.3 0.4 0.7 0.1 0.7 0.0 0.1 0.3 0.0 0.0 Lane Grp Delay (d), s/veh 18.2 16.3 18.0 17.6 16.4 15.8 4.2 0.0 3.0 3.2 0.0 0.0 Lane Grp LOS BBBBBBA AA Approach Vol, veh/h 348 201 217 98 Approach Delay, s/veh 17.4 16.5 4.0 3.2 Approach LOS BBAA Timer Assigned Phs 4826 Phs Duration (G+Y+Rc), s 12.4 12.4 34.0 34.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 22.0 22.0 30.0 30.0 Max Q Clear Time (g_c+I1), s 6.0 4.9 5.8 3.1 Green Ext Time (p_c), s 2.4 2.4 1.3 1.3 Intersection Summary HCM 2010 Ctrl Delay 12.2 HCM 2010 LOS B Notes HCM 2010 TWSC Long Term Total Traffic - PM Peak 12: Mathews Street & Swallow Road 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 9 Intersection Intersection Delay, s/veh 1.9 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 295 60 35 320 55 45 Conflicting Peds, #/hr 0000 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2222 2 2 Mvmt Flow 321 65 38 348 60 49 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 386 0 777 353 Stage 1 ---- 353 - Stage 2 ---- 424 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1172 - 365 691 Stage 1 ---- 711 - Stage 2 ---- 660 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 1172 - 353 691 Mov Capacity-2 Maneuver ---- 467 - Stage 1 ---- 711 - Stage 2 ---- 639 - Approach EB WB NB HCM Control Delay, s 0 0.8 12.4 HCM LOS B Minor Lane / Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 467 691 - - 1172 - HCM Lane V/C Ratio 0.128 0.071 - - 0.032 - HCM Control Delay (s) 13.8 10.6 - - 8.175 - HCM Lane LOS B B A HCM 95th %tile Q(veh) 0.437 0.228 - - 0.101 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 Signalized Intersection Summary Long Term Total Traffic - PM Peak 13: College Avenue & Monroe Drive 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 45 25 60 155 35 230 30 2320 185 135 3070 30 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 110111130130 Cap, veh/h 261 97 233 260 371 315 108 3124 244 176 3528 35 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.02 0.61 0.61 0.05 0.64 0.64 Sat Flow, veh/h 1087 486 1170 1299 1863 1583 1774 5118 399 1774 5524 54 Grp Volume(v), veh/h 49 0 92 168 38 250 33 1821 902 147 2247 1123 Grp Sat Flow(s),veh/h/ln 1087 0 1656 1299 1863 1583 1774 1863 1792 1774 1863 1853 Q Serve(g_s), s 4.4 0.0 5.4 14.4 1.9 17.2 0.8 42.7 45.2 3.8 62.9 63.8 Cycle Q Clear(g_c), s 6.3 0.0 5.4 19.8 1.9 17.2 0.8 42.7 45.2 3.8 62.9 63.8 Prop In Lane 1.00 0.71 1.00 1.00 1.00 0.22 1.00 0.03 Lane Grp Cap(c), veh/h 261 0 330 260 371 315 108 2274 1094 176 2379 1184 V/C Ratio(X) 0.19 0.00 0.28 0.65 0.10 0.79 0.31 0.80 0.82 0.84 0.94 0.95 Avail Cap(c_a), veh/h 291 0 376 296 422 359 176 2274 1094 209 2379 1184 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.1 0.0 38.9 47.4 37.5 43.7 28.6 17.0 17.5 30.5 18.9 19.0 Incr Delay (d2), s/veh 0.3 0.0 0.5 4.0 0.1 10.3 0.1 0.3 0.7 21.7 9.3 16.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 1.3 0.0 2.3 5.1 0.9 7.8 0.6 18.8 19.2 5.4 30.5 32.9 Lane Grp Delay (d), s/veh 40.5 0.0 39.4 51.3 37.7 54.0 28.7 17.3 18.2 52.2 28.2 35.5 Lane Grp LOS D DDDDCBBDCD Approach Vol, veh/h 141 456 2756 3517 Approach Delay, s/veh 39.8 51.6 17.7 31.5 Approach LOS D D B C Timer Assigned Phs 4 8 5 2 1 6 Phs Duration (G+Y+Rc), s 28.8 28.8 6.6 76.0 9.8 79.2 Change Period (Y+Rc), s 6.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 26.0 26.0 7.0 70.0 8.0 71.5 Max Q Clear Time (g_c+I1), s 8.3 21.8 2.8 47.2 5.8 65.8 Green Ext Time (p_c), s 2.1 1.0 0.0 22.7 0.1 5.7 Intersection Summary HCM 2010 Ctrl Delay 27.5 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Long Term Total Traffic - PM Peak 15: Stanford Road & Horsetooth Road 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 95 1580 20 110 1705 120 25 30 135 145 55 75 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120121111111 Cap, veh/h 204 2445 31 281 2495 1060 227 295 251 237 295 251 Arrive On Green 0.05 0.89 0.89 0.04 0.67 0.67 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1774 3670 47 1774 3725 1583 1241 1863 1583 1199 1863 1583 Grp Volume(v), veh/h 103 870 869 120 1853 130 27 33 147 158 60 82 Grp Sat Flow(s),veh/h/ln 1774 1863 1854 1774 1863 1583 1241 1863 1583 1199 1863 1583 Q Serve(g_s), s 2.0 15.6 15.7 2.3 36.1 3.3 2.1 1.7 9.5 14.4 3.1 5.1 Cycle Q Clear(g_c), s 2.0 15.6 15.7 2.3 36.1 3.3 5.2 1.7 9.5 16.0 3.1 5.1 Prop In Lane 1.00 0.03 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 204 1241 1235 281 2495 1060 227 295 251 237 295 251 V/C Ratio(X) 0.50 0.70 0.70 0.43 0.74 0.12 0.12 0.11 0.59 0.67 0.20 0.33 Avail Cap(c_a), veh/h 365 1241 1235 435 2495 1060 227 295 251 237 295 251 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.66 0.66 0.66 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.8 3.0 3.0 7.1 12.0 6.6 42.7 39.8 43.1 46.7 40.4 41.3 Incr Delay (d2), s/veh 1.3 2.2 2.3 1.0 2.0 0.2 1.1 0.8 9.7 13.9 1.6 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 1.6 3.7 3.7 0.9 15.9 1.2 0.8 0.9 4.5 5.3 1.6 2.3 Lane Grp Delay (d), s/veh 17.1 5.2 5.3 8.1 14.1 6.8 43.8 40.6 52.8 60.7 42.0 44.7 Lane Grp LOS BAAABADDDEDD Approach Vol, veh/h 1842 2103 207 300 Approach Delay, s/veh 5.9 13.3 49.7 52.6 Approach LOS A B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 8.0 79.1 8.4 79.5 23.0 23.0 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 5.5 5.5 Max Green Setting (Gmax), s 14.0 73.5 14.0 74.0 17.5 17.5 Max Q Clear Time (g_c+I1), s 4.0 17.7 4.3 38.1 11.5 18.0 Green Ext Time (p_c), s 0.2 51.3 0.2 33.9 1.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 14.6 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 2010 AWSC Long Term Total Traffic - PM Peak 16: JFK Parkway & Monroe Drive 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 14 Intersection Intersection Delay, s/veh 14.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 140 100 35 85 150 15 60 135 85 15 125 165 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222 Mvmt Flow 152 109 38 92 163 16 65 147 92 16 136 179 Number of Lanes 111110011011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2322 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2232 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2223 HCM Control Delay 13.9 14.8 15.5 13.9 HCM LOS B B C B Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 31% 0% 100% 0% 0% 100% 0% 11% 0% Vol Thru, % 69% 0% 0% 100% 0% 0% 91% 89% 0% Vol Right, % 0% 100% 0% 0% 100% 0% 9% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 195 85 140 100 35 85 165 140 165 LT Vol 135 0 0 100 0 0 150 125 0 Through Vol 0 85 0 0 35 0 15 0 165 RT Vol 60 0 140 0 0 85 0 15 0 Lane Flow Rate 212 92 152 109 38 92 179 152 179 Geometry Grp 888888888 Degree of Util (X) 0.463 0.18 0.351 0.235 0.075 0.215 0.388 0.327 0.348 Departure Headway (Hd) 7.872 7.002 8.298 7.785 7.068 8.366 7.787 7.744 6.977 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 456 511 432 460 505 428 461 463 513 Service Time 5.641 4.77 6.069 5.556 4.839 6.138 5.558 5.513 4.744 HCM Lane V/C Ratio 0.465 0.18 0.352 0.237 0.075 0.215 0.388 0.328 0.349 HCM Control Delay 17.3 11.3 15.5 13 10.4 13.4 15.5 14.3 13.5 HCM Lane LOS C B C B B B C B B HCM 95th-tile Q 2.4 0.7 1.6 0.9 0.2 0.8 1.8 1.4 1.5 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Long Term Total Traffic - PM Peak 17: Stanford Road & Monroe Drive 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 16 Intersection Intersection Delay, s/veh 2.1 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 30 40 40 215 175 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 200 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 33 43 43 234 190 16 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 519 198 207 0 - 0 Stage 1 198 - - - - - Stage 2 321 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 517 843 1364 - - - Stage 1 835 - - - - - Stage 2 735 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 498 843 1364 - - - Mov Capacity-2 Maneuver 498 - - - - - Stage 1 835 - - - - - Stage 2 709 - - - - - Approach EB NB SB HCM Control Delay, s 10.9 1.2 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1364 - 498 843 - - HCM Lane V/C Ratio 0.032 - 0.065 0.052 - - HCM Control Delay (s) 7.726 0 12.7 9.5 - - HCM Lane LOS AABA HCM 95th %tile Q(veh) 0.099 - 0.209 0.163 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 Signalized Intersection Summary Long Term Total Traffic - PM Peak 18: JFK Parkway & Horsetooth Road 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 195 1060 85 265 1220 95 120 80 280 115 115 120 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 120121111120 Cap, veh/h 388 1671 133 454 1911 812 289 339 451 294 297 253 Arrive On Green 0.16 0.98 0.98 0.21 1.00 1.00 0.07 0.18 0.18 0.05 0.16 0.16 Sat Flow, veh/h 1774 3406 272 1774 3725 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 212 629 615 288 1326 103 130 87 304 125 125 130 Grp Sat Flow(s),veh/h/ln 1774 1863 1815 1774 1863 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 7.1 2.2 2.2 9.4 0.0 0.0 6.8 4.6 19.7 6.0 7.0 8.7 Cycle Q Clear(g_c), s 7.1 2.2 2.2 9.4 0.0 0.0 6.8 4.6 19.7 6.0 7.0 8.7 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 388 914 891 454 1911 812 289 339 451 294 297 253 V/C Ratio(X) 0.55 0.69 0.69 0.63 0.69 0.13 0.45 0.26 0.67 0.42 0.42 0.51 Avail Cap(c_a), veh/h 459 914 891 578 1911 812 294 339 451 294 297 253 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 0.56 0.56 0.56 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.1 0.6 0.6 9.2 0.0 0.0 34.8 40.7 36.7 39.1 43.9 44.6 Incr Delay (d2), s/veh 0.1 0.4 0.4 0.8 1.2 0.2 1.1 1.8 7.8 1.0 4.3 7.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 2.5 0.4 0.4 3.2 0.3 0.0 3.2 2.4 8.9 0.4 3.7 4.1 Lane Grp Delay (d), s/veh 11.2 1.0 1.0 10.1 1.2 0.2 35.9 42.5 44.5 40.1 48.3 52.0 Lane Grp LOS BAABAADDDDDD Approach Vol, veh/h 1456 1717 521 380 Approach Delay, s/veh 2.5 2.6 42.0 46.8 Approach LOS A A D D Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 13.4 62.9 15.9 65.5 12.6 27.1 10.0 24.5 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 14.0 53.0 20.0 59.5 9.0 21.0 6.0 18.5 Max Q Clear Time (g_c+I1), s 9.1 4.2 11.4 2.0 8.8 21.7 8.0 10.7 Green Ext Time (p_c), s 0.3 34.1 0.6 38.1 0.0 0.0 0.0 2.0 Intersection Summary HCM 2010 Ctrl Delay 11.7 HCM 2010 LOS B Notes HCM 2010 AWSC Long Term Total Traffic - PM Peak 22: Stanford Road & Swallow Road 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 19 Intersection Intersection Delay, s/veh 13.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 15 275 55 95 300 5 100 15 75 5 5 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222 Mvmt Flow 16 299 60 103 326 5 109 16 82 5 5 16 Number of Lanes 110110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2211 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1122 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1122 HCM Control Delay 15.5 13.7 12 9.6 HCM LOS C B B A Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 53% 100% 0% 100% 0% 20% Vol Thru, % 8% 0% 83% 0% 98% 20% Vol Right, % 39% 0% 17% 0% 2% 60% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 190 15 330 95 305 25 LT Vol 15 0 275 0 300 5 Through Vol 75 0 55 0 5 15 RT Vol 100 15 0 95 0 5 Lane Flow Rate 207 16 359 103 332 27 Geometry Grp 277772 Degree of Util (X) 0.338 0.029 0.569 0.179 0.528 0.047 Departure Headway (Hd) 5.897 6.336 5.711 6.247 5.729 6.187 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 609 565 631 574 630 576 Service Time 3.946 4.073 3.448 3.983 3.465 4.254 HCM Lane V/C Ratio 0.34 0.028 0.569 0.179 0.527 0.047 HCM Control Delay 12 9.3 15.8 10.3 14.7 9.6 HCM Lane LOS B A C B B A HCM 95th-tile Q 1.5 0.1 3.6 0.6 3.1 0.1 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Long Term Total Traffic - PM Peak 24: Stanford Road & North Mall 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 21 Intersection Intersection Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 15 25 15 180 140 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 27 16 196 152 16 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 388 160 168 0 - 0 Stage 1 160 - - - - - Stage 2 228 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 616 885 1410 - - - Stage 1 869 - - - - - Stage 2 810 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 608 885 1410 - - - Mov Capacity-2 Maneuver 608 - - - - - Stage 1 869 - - - - - Stage 2 799 - - - - - Approach EB NB SB HCM Control Delay, s 9.9 0.6 0 HCM LOS A Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1410 - 608 885 - - HCM Lane V/C Ratio 0.012 - 0.027 0.031 - - HCM Control Delay (s) 7.583 0 11.1 9.2 - - HCM Lane LOS AABA HCM 95th %tile Q(veh) 0.035 - 0.083 0.095 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Long Term Total Traffic - PM Peak 25: College Avenue & South Right In/Out 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 22 Intersection Intersection Delay, s/veh 0.3 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 0 80 2580 75 0 3230 Conflicting Peds, #/hr 0 0 0000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 150 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2222 Mvmt Flow 0 87 2804 82 0 3511 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 4208 1402 0 0 2804 0 Stage 1 2804 - ---- Stage 2 1404 - ---- Follow-up Headway 3.82 3.92 - - 3.12 - Pot Capacity-1 Maneuver 7 *293 - - *368 - Stage 1 17 *- - - *- - Stage 2 172 *- - - *- - Time blocked-Platoon, % 1 1 - - 1 - Mov Capacity-1 Maneuver 7 *293 - - *368 - Mov Capacity-2 Maneuver 7 *- - - *- - Stage 1 17 *- - - *- - Stage 2 172 *- - - *- - Approach WB NB SB HCM Control Delay, s 22.4 0 0 HCM LOS C Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - *293 *368 - HCM Lane V/C Ratio - - 0.297 - - HCM Control Delay (s) - - 22.4 0 - HCM Lane LOS C A HCM 95th %tile Q(veh) - - 1.209 0 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Long Term Total Traffic - PM Peak 30: Remington & Swallow Road 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 23 Intersection Intersection Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 25 295 60 20 325 35 45 5 20 40 5 60 Conflicting Peds, #/hr 000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 50 - - 100 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 222222222222 Mvmt Flow 27 321 65 22 353 38 49 5 22 43 5 65 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 391 0 0 386 0 0 859 843 353 837 856 372 Stage 1 ------ 408 408- 416 416- Stage 2 ------ 451 435- 421 440- Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1168 - - 1172 - - 277 300 691 286 295 674 Stage 1 ------ 620 597- 614 592- Stage 2 ------ 588 580- 610 578- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 1168 - - 1172 - - 239 288 691 264 283 674 Mov Capacity-2 Maneuver ------ 239 288- 264 283- Stage 1 ------ 606 583- 600 581- Stage 2 ------ 516 569- 572 565- Approach EB WB NB SB HCM Control Delay, s 0.5 0.4 21.2 17.3 HCM LOS C C Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 298 1168 - - 1172 - - 407 HCM Lane V/C Ratio 0.255 0.023 - - 0.019 - - 0.28 HCM Control Delay (s) 21.2 8.156 - - 8.13 - - 17.3 HCM Lane LOS C A A C HCM 95th %tile Q(veh) 0.993 0.071 - - 0.057 - - 1.134 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Long Term Total Traffic - PM Peak 33: Stanford Road & N Monroe 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 24 Intersection Intersection Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 60 10 20 5 20 10 45 195 5 10 165 15 Conflicting Peds, #/hr 000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 222222222222 Mvmt Flow 65 11 22 5 22 11 49 212 5 11 179 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 538 524 188 539 530 215 196 0 0 217 0 0 Stage 1 209 209 - 313 313 ------- Stage 2 329 315 - 226 217 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 454 458 854 453 455 825 1377 - - 1353 - - Stage 1 793 729 - 698 657 ------- Stage 2 684 656 - 777 723 ------- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 415 435 854 417 432 825 1377 - - 1353 - - Mov Capacity-2 Maneuver 415 435 - 417 432 ------- Stage 1 760 722 - 669 630 ------- Stage 2 625 629 - 739 716 ------- Approach EB WB NB SB HCM Control Delay, s 13.5 12.8 1.4 0.4 HCM LOS B B Minor Lane / Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity (veh/h) 1377 - - 415 529 497 1353 - - HCM Lane V/C Ratio 0.036 - - 0.105 0.103 0.077 0.008 - - HCM Control Delay (s) 7.711 0 - 14.7 12.6 12.8 7.682 0 - HCM Lane LOS A A BBBAA HCM 95th %tile Q(veh) 0.11 - - 0.348 0.342 0.248 0.024 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Long Term Total Traffic - PM Peak 38: Stanford Road & Parking Garage Access 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 25 Intersection Intersection Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 15 70 80 185 145 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 76 87 201 158 27 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 546 171 185 0 - 0 Stage 1 171 - - - - - Stage 2 375 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 499 873 1390 - - - Stage 1 859 - - - - - Stage 2 695 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 464 873 1390 - - - Mov Capacity-2 Maneuver 464 - - - - - Stage 1 859 - - - - - Stage 2 646 - - - - - Approach EB NB SB HCM Control Delay, s 10.1 2.3 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1390 - 464 873 - - HCM Lane V/C Ratio 0.063 - 0.035 0.087 - - HCM Control Delay (s) 7.763 0 13 9.5 - - HCM Lane LOS AABA HCM 95th %tile Q(veh) 0.2 - 0.109 0.286 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 Signalized Intersection Summary Long Term Total Traffic - PM Peak 4: College Avenue & Horsetooth Road 12/2/2013 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 190 960 105 205 975 155 215 2130 135 175 2555 295 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 220221231231 Cap, veh/h 171 890 97 171 1036 440 171 2504 710 171 2504 710 Arrive On Green 0.05 0.27 0.27 0.07 0.37 0.37 0.05 0.45 0.45 0.10 0.90 0.90 Sat Flow, veh/h 3442 3301 361 3442 3725 1583 3442 5588 1583 3442 5588 1583 Grp Volume(v), veh/h 207 588 569 223 1060 168 234 2315 147 190 2777 321 Grp Sat Flow(s),veh/h/ln 1721 1863 1799 1721 1863 1583 1721 1863 1583 1721 1863 1583 Q Serve(g_s), s 6.0 32.5 32.5 6.0 33.5 9.4 6.0 47.0 6.8 6.0 54.0 4.3 Cycle Q Clear(g_c), s 6.0 32.5 32.5 6.0 33.5 9.4 6.0 47.0 6.8 6.0 54.0 4.3 Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 171 502 485 171 1036 440 171 2504 710 171 2504 710 V/C Ratio(X) 1.21 1.17 1.17 1.30 1.02 0.38 1.37 0.92 0.21 1.11 1.11 0.45 Avail Cap(c_a), veh/h 171 502 485 171 1036 440 171 2504 710 171 2504 710 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.64 0.64 0.64 1.00 1.00 1.00 0.18 0.18 0.18 Uniform Delay (d), s/veh 57.3 44.0 44.0 56.3 38.0 30.4 57.3 31.3 20.2 54.3 6.2 3.7 Incr Delay (d2), s/veh 135.7 96.4 97.6 160.1 28.5 0.3 197.2 7.2 0.7 63.7 50.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 5.9 28.8 28.0 6.4 19.2 3.6 7.4 23.5 2.8 4.0 14.5 1.1 Lane Grp Delay (d), s/veh 192.9 140.4 141.6 216.3 66.4 30.7 254.4 38.6 20.9 118.0 56.5 4.0 Lane Grp LOS FFFFFCFDCFFA Approach Vol, veh/h 1364 1451 2696 3288 Approach Delay, s/veh 148.9 85.3 56.3 55.0 Approach LOS F F E D Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 10.0 39.0 11.0 40.0 10.0 60.5 10.0 60.5 Change Period (Y+Rc), s 4.0 6.5 5.0 6.5 4.0 6.5 4.0 6.5 Max Green Setting (Gmax), s 6.0 32.5 6.0 33.5 6.0 54.0 6.0 53.5 Max Q Clear Time (g_c+I1), s 8.0 34.5 8.0 35.5 8.0 49.0 8.0 56.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 75.0 HCM 2010 LOS E Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Long Term Total Traffic - SAT Peak 1: College Avenue & Swallow Road 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 60 125 105 80 100 130 80 2555 65 180 2630 60 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 111111130130 Cap, veh/h 226 207 176 217 232 197 149 3002 76 227 3268 74 Arrive On Green 0.04 0.11 0.11 0.06 0.12 0.12 0.04 0.55 0.55 0.08 0.60 0.60 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 5426 138 1774 5444 123 Grp Volume(v), veh/h 65 136 114 87 109 141 87 1899 949 196 1949 975 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1838 1774 1863 1841 Q Serve(g_s), s 3.3 7.2 7.1 4.4 5.6 8.8 2.2 47.9 49.1 6.7 45.2 46.3 Cycle Q Clear(g_c), s 3.3 7.2 7.1 4.4 5.6 8.8 2.2 47.9 49.1 6.7 45.2 46.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.07 1.00 0.07 Lane Grp Cap(c), veh/h 226 207 176 217 232 197 149 2061 1017 227 2236 1105 V/C Ratio(X) 0.29 0.66 0.65 0.40 0.47 0.72 0.58 0.92 0.93 0.86 0.87 0.88 Avail Cap(c_a), veh/h 269 470 400 237 470 400 220 2061 1017 249 2236 1105 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.34 0.34 0.34 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.3 43.9 43.8 36.7 42.0 43.4 23.7 21.0 21.2 32.8 17.3 17.5 Incr Delay (d2), s/veh 0.7 3.5 3.9 1.2 1.5 4.8 1.2 3.2 6.7 23.9 5.0 10.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 1.5 3.6 3.1 2.1 2.8 3.8 1.3 22.3 23.5 6.7 21.3 23.2 Lane Grp Delay (d), s/veh 39.0 47.4 47.8 37.9 43.4 48.2 24.9 24.2 28.0 56.7 22.3 27.7 Lane Grp LOS DDDDDDCCCECC Approach Vol, veh/h 315 337 2935 3120 Approach Delay, s/veh 45.8 44.0 25.4 26.1 Approach LOS DDCC Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 8.5 17.5 9.8 18.8 7.9 63.0 12.7 67.8 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 26.0 7.0 26.0 8.0 57.0 10.0 59.0 Max Q Clear Time (g_c+I1), s 5.3 9.2 6.4 10.8 4.2 51.1 8.7 48.3 Green Ext Time (p_c), s 0.0 2.1 0.0 2.0 0.1 5.9 0.1 10.7 Intersection Summary HCM 2010 Ctrl Delay 27.6 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Long Term Total Traffic - SAT Peak 2: College Avenue & Foothills PKWY 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 25 15 20 245 15 220 35 2495 160 315 2520 30 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 111211131230 Cap, veh/h 235 243 206 454 243 206 48 3285 931 399 3852 46 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.00 0.05 1.00 0.00 0.23 1.00 1.00 Sat Flow, veh/h 1392 1863 1583 2646 1863 1583 1774 5588 1583 3442 5510 66 Grp Volume(v), veh/h 27 16 22 266 16 0 38 2712 0 342 1849 923 Grp Sat Flow(s),veh/h/ln 1392 1863 1583 1323 1863 1583 1774 1863 1583 1721 1863 1851 Q Serve(g_s), s 1.9 0.8 1.4 10.9 0.8 0.0 2.4 0.0 0.0 10.6 0.0 0.0 Cycle Q Clear(g_c), s 2.8 0.8 1.4 11.8 0.8 0.0 2.4 0.0 0.0 10.6 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.04 Lane Grp Cap(c), veh/h 235 243 206 454 243 206 48 3285 931 399 2604 1294 V/C Ratio(X) 0.11 0.07 0.11 0.59 0.07 0.00 0.79 0.83 0.00 0.86 0.71 0.71 Avail Cap(c_a), veh/h 316 351 298 608 351 298 143 3285 931 494 2604 1294 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.00 1.00 1.00 0.00 0.24 0.24 0.24 Uniform Delay (d), s/veh 43.7 42.5 42.7 47.7 42.5 0.0 52.4 0.0 0.0 41.9 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.1 0.2 1.2 0.1 0.0 24.1 2.5 0.0 3.2 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 0.7 0.4 0.6 3.8 0.4 0.0 1.4 0.8 0.0 4.4 0.1 0.3 Lane Grp Delay (d), s/veh 43.9 42.6 43.0 48.9 42.6 0.0 76.4 2.5 0.0 45.1 0.4 0.8 Lane Grp LOS DDDDD EA DAA Approach Vol, veh/h 65 282 2750 3114 Approach Delay, s/veh 43.3 48.5 3.5 5.4 Approach LOS D D A A Timer Assigned Phs 4 8 5 2 1 6 Phs Duration (G+Y+Rc), s 20.5 20.5 7.0 72.0 18.9 83.9 Change Period (Y+Rc), s 6.0 6.0 4.0 6.5 6.0 6.0 Max Green Setting (Gmax), s 21.0 21.0 9.0 65.5 16.0 74.0 Max Q Clear Time (g_c+I1), s 4.8 13.8 4.4 2.0 12.6 2.0 Green Ext Time (p_c), s 1.1 0.7 0.0 48.9 0.3 56.0 Intersection Summary HCM 2010 Ctrl Delay 6.9 HCM 2010 LOS A Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Long Term Total Traffic - SAT Peak 4: College Avenue & Horsetooth Road 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 250 945 140 240 675 130 225 2090 160 160 2260 275 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120221231231 Cap, veh/h 191 909 134 200 912 388 171 2412 683 143 2365 670 Arrive On Green 0.11 0.29 0.29 0.12 0.49 0.49 0.05 0.43 0.43 0.08 0.85 0.85 Sat Flow, veh/h 1774 3174 469 3442 3725 1583 3442 5588 1583 3442 5588 1583 Grp Volume(v), veh/h 272 602 577 261 734 141 245 2272 174 174 2457 299 Grp Sat Flow(s),veh/h/ln 1774 1863 1780 1721 1863 1583 1721 1863 1583 1721 1863 1583 Q Serve(g_s), s 13.0 34.5 34.5 7.0 20.0 6.7 6.0 46.9 8.5 5.0 51.0 5.6 Cycle Q Clear(g_c), s 13.0 34.5 34.5 7.0 20.0 6.7 6.0 46.9 8.5 5.0 51.0 5.6 Prop In Lane 1.00 0.26 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 191 533 510 200 912 388 171 2412 683 143 2365 670 V/C Ratio(X) 1.42 1.13 1.13 1.31 0.80 0.36 1.43 0.94 0.25 1.22 1.04 0.45 Avail Cap(c_a), veh/h 191 533 510 200 912 388 171 2412 683 143 2365 670 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00 0.35 0.35 0.35 Uniform Delay (d), s/veh 53.8 43.0 43.0 53.3 28.3 24.9 57.3 32.8 21.9 55.3 9.3 5.8 Incr Delay (d2), s/veh 217.2 79.7 81.3 164.5 4.5 0.5 223.6 9.0 0.9 118.7 22.9 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 17.5 28.1 27.1 7.5 8.5 2.4 8.0 23.9 3.5 4.5 11.3 1.6 Lane Grp Delay (d), s/veh 271.0 122.7 124.3 217.7 32.8 25.4 280.8 41.8 22.8 173.9 32.2 6.5 Lane Grp LOS FFFFCCFDCFFA Approach Vol, veh/h 1451 1136 2691 2930 Approach Delay, s/veh 151.2 74.4 62.4 38.0 Approach LOS F E E D Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 17.0 41.0 12.0 36.0 10.0 58.5 9.0 57.5 Change Period (Y+Rc), s 4.0 6.5 5.0 6.5 4.0 6.5 4.0 6.5 Max Green Setting (Gmax), s 13.0 34.5 7.0 29.5 6.0 52.0 5.0 50.5 Max Q Clear Time (g_c+I1), s 15.0 36.5 9.0 22.0 8.0 48.9 7.0 53.0 Green Ext Time (p_c), s 0.0 0.0 0.0 6.2 0.0 3.1 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 71.0 HCM 2010 LOS E Notes HCM 2010 Signalized Intersection Summary Long Term Total Traffic - SAT Peak 11: Mall Entrance & Foothills PKWY/Mathews Street 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 140 180 140 45 165 40 170 5 25 40 5 135 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 190.0 186.3 190.0 Lanes 121121110010 Cap, veh/h 391 947 403 360 947 403 798 149 805 240 73 693 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.59 0.59 0.59 0.59 0.59 0.59 Sat Flow, veh/h 1154 3725 1583 1029 3725 1583 1230 253 1368 261 123 1177 Grp Volume(v), veh/h 152 196 152 49 179 43 185 0 32 195 0 0 Grp Sat Flow(s),veh/h/ln 1154 1863 1583 1029 1863 1583 1230 0 1621 1562 0 0 Q Serve(g_s), s 6.1 2.1 4.0 2.0 1.9 1.1 4.2 0.0 0.4 0.0 0.0 0.0 Cycle Q Clear(g_c), s 8.0 2.1 4.0 4.1 1.9 1.1 7.0 0.0 0.4 2.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.84 0.22 0.75 Lane Grp Cap(c), veh/h 391 947 403 360 947 403 798 0 955 1006 0 0 V/C Ratio(X) 0.39 0.21 0.38 0.14 0.19 0.11 0.23 0.00 0.03 0.19 0.00 0.00 Avail Cap(c_a), veh/h 596 1609 684 543 1609 684 798 0 955 1006 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.82 0.82 0.82 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 18.0 15.0 15.7 16.6 14.9 14.6 6.5 0.0 4.4 4.9 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.1 0.5 0.2 0.1 0.1 0.7 0.0 0.1 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 1.7 0.9 1.5 0.5 0.8 0.4 1.2 0.0 0.1 0.9 0.0 0.0 Lane Grp Delay (d), s/veh 18.5 15.0 16.2 16.7 15.0 14.7 7.2 0.0 4.5 5.3 0.0 0.0 Lane Grp LOS BBBBBBA AA Approach Vol, veh/h 500 271 217 195 Approach Delay, s/veh 16.4 15.3 6.8 5.3 Approach LOS BBAA Timer Assigned Phs 4826 Phs Duration (G+Y+Rc), s 17.0 17.0 34.0 34.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 22.0 22.0 30.0 30.0 Max Q Clear Time (g_c+I1), s 10.0 6.1 9.0 4.8 Green Ext Time (p_c), s 3.0 3.3 1.9 2.0 Intersection Summary HCM 2010 Ctrl Delay 12.6 HCM 2010 LOS B Notes HCM 2010 TWSC Long Term Total Traffic - SAT Peak 12: Mathews Street & Swallow Road 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 9 Intersection Intersection Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 240 80 45 215 65 55 Conflicting Peds, #/hr 0000 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2222 2 2 Mvmt Flow 261 87 49 234 71 60 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 348 0 636 304 Stage 1 ---- 304 - Stage 2 ---- 332 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1211 - 442 736 Stage 1 ---- 748 - Stage 2 ---- 727 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 1211 - 424 736 Mov Capacity-2 Maneuver ---- 523 - Stage 1 ---- 748 - Stage 2 ---- 698 - Approach EB WB NB HCM Control Delay, s 0 1.4 11.8 HCM LOS B Minor Lane / Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 523 736 - - 1211 - HCM Lane V/C Ratio 0.135 0.081 - - 0.04 - HCM Control Delay (s) 13 10.3 - - 8.098 - HCM Lane LOS B B A HCM 95th %tile Q(veh) 0.465 0.264 - - 0.126 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 Signalized Intersection Summary Long Term Total Traffic - SAT Peak 13: College Avenue & Monroe Drive 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 65 30 70 230 25 220 40 2370 155 210 2510 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 110111130130 Cap, veh/h 313 120 276 298 444 377 122 2836 182 259 3292 52 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.05 1.00 1.00 0.05 0.40 0.40 Sat Flow, veh/h 1109 502 1156 1279 1863 1583 1774 5197 333 1774 5487 86 Grp Volume(v), veh/h 71 0 109 250 27 239 43 1834 910 228 1848 923 Grp Sat Flow(s),veh/h/ln 1109 0 1659 1279 1863 1583 1774 1863 1804 1774 1863 1848 Q Serve(g_s), s 6.2 0.0 6.3 21.7 1.3 15.9 1.2 0.0 0.0 7.2 52.2 52.8 Cycle Q Clear(g_c), s 7.5 0.0 6.3 28.0 1.3 15.9 1.2 0.0 0.0 7.2 52.2 52.8 Prop In Lane 1.00 0.70 1.00 1.00 1.00 0.18 1.00 0.05 Lane Grp Cap(c), veh/h 313 0 395 298 444 377 122 2033 985 259 2235 1108 V/C Ratio(X) 0.23 0.00 0.28 0.84 0.06 0.63 0.35 0.90 0.92 0.88 0.83 0.83 Avail Cap(c_a), veh/h 313 0 395 298 444 377 167 2033 985 313 2235 1108 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.5 0.0 36.5 48.5 34.6 40.2 24.7 0.0 0.0 26.6 29.7 29.8 Incr Delay (d2), s/veh 0.4 0.0 0.4 18.9 0.1 3.4 0.2 0.7 1.9 21.2 3.7 7.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 1.8 0.0 2.7 9.1 0.6 6.8 1.3 0.2 0.5 8.6 26.8 28.0 Lane Grp Delay (d), s/veh 37.9 0.0 36.9 67.4 34.7 43.6 24.9 0.7 1.9 47.7 33.4 37.2 Lane Grp LOS D D E C D C A A D C D Approach Vol, veh/h 180 516 2787 2999 Approach Delay, s/veh 37.3 54.7 1.5 35.6 Approach LOS D D A D Timer Assigned Phs 4 8 5 2 1 6 Phs Duration (G+Y+Rc), s 34.0 34.0 7.0 70.1 13.4 76.5 Change Period (Y+Rc), s 6.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 28.0 28.0 6.0 63.0 13.0 70.5 Max Q Clear Time (g_c+I1), s 9.5 30.0 3.2 2.0 9.2 54.8 Green Ext Time (p_c), s 2.5 0.0 0.0 60.6 0.2 15.7 Intersection Summary HCM 2010 Ctrl Delay 22.5 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Long Term Total Traffic - SAT Peak 15: Stanford Road & Horsetooth Road 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 105 1305 15 55 1270 140 10 25 55 125 40 70 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120121111111 Cap, veh/h 287 2483 28 362 2487 1057 248 311 264 263 311 264 Arrive On Green 0.07 1.00 1.00 0.03 0.67 0.67 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1774 3677 41 1774 3725 1583 1268 1863 1583 1305 1863 1583 Grp Volume(v), veh/h 114 718 716 60 1380 152 11 27 60 136 43 76 Grp Sat Flow(s),veh/h/ln 1774 1863 1855 1774 1863 1583 1268 1863 1583 1305 1863 1583 Q Serve(g_s), s 2.4 0.0 0.0 1.2 22.9 4.1 0.9 1.4 3.8 11.5 2.3 4.9 Cycle Q Clear(g_c), s 2.4 0.0 0.0 1.2 22.9 4.1 3.2 1.4 3.8 12.9 2.3 4.9 Prop In Lane 1.00 0.02 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 287 1258 1253 362 2487 1057 248 311 264 263 311 264 V/C Ratio(X) 0.40 0.57 0.57 0.17 0.55 0.14 0.04 0.09 0.23 0.52 0.14 0.29 Avail Cap(c_a), veh/h 343 1258 1253 461 2487 1057 248 311 264 263 311 264 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.75 0.75 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.4 0.0 0.0 5.6 10.3 7.1 42.9 41.1 42.1 46.6 41.5 42.6 Incr Delay (d2), s/veh 0.7 1.4 1.4 0.2 0.9 0.3 0.3 0.6 2.0 7.1 0.9 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 0.9 0.5 0.5 0.5 9.9 1.6 0.3 0.7 1.7 4.4 1.2 2.2 Lane Grp Delay (d), s/veh 9.1 1.4 1.4 5.8 11.2 7.4 43.2 41.7 44.1 53.7 42.4 45.3 Lane Grp LOS AAAABADDDDDD Approach Vol, veh/h 1548 1592 98 255 Approach Delay, s/veh 2.0 10.6 43.4 49.3 Approach LOS A B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 8.3 84.4 7.4 83.5 25.0 25.0 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 5.5 5.5 Max Green Setting (Gmax), s 8.0 75.5 10.0 78.0 19.5 19.5 Max Q Clear Time (g_c+I1), s 4.4 2.0 3.2 24.9 5.8 14.9 Green Ext Time (p_c), s 0.1 51.2 0.0 40.5 1.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 10.5 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 2010 AWSC Long Term Total Traffic - SAT Peak 16: JFK Parkway & Monroe Drive 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 14 Intersection Intersection Delay, s/veh 19.1 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 190 130 25 75 175 20 35 185 125 15 150 200 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222 Mvmt Flow 207 141 27 82 190 22 38 201 136 16 163 217 Number of Lanes 111110011011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2322 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2232 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2223 HCM Control Delay 19.1 19.5 20 18 HCM LOS CCCC Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 16% 0% 100% 0% 0% 100% 0% 9% 0% Vol Thru, % 84% 0% 0% 100% 0% 0% 90% 91% 0% Vol Right, % 0% 100% 0% 0% 100% 0% 10% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 220 125 190 130 25 75 195 165 200 LT Vol 185 0 0 130 0 0 175 150 0 Through Vol 0 125 0 0 25 0 20 0 200 RT Vol 35 0 190 0 0 75 0 15 0 Lane Flow Rate 239 136 207 141 27 82 212 179 217 Geometry Grp 888888888 Degree of Util (X) 0.585 0.302 0.532 0.344 0.061 0.216 0.525 0.436 0.482 Departure Headway (Hd) 8.804 8.003 9.269 8.753 8.029 9.518 8.924 8.748 7.982 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 409 448 388 411 445 377 403 411 450 Service Time 6.566 5.764 7.031 6.514 5.79 7.283 6.688 6.509 5.743 HCM Lane V/C Ratio 0.584 0.304 0.534 0.343 0.061 0.218 0.526 0.436 0.482 HCM Control Delay 23.3 14.2 22.2 16.1 11.3 14.9 21.2 18.1 18 HCM Lane LOS C B C C B B C C C HCM 95th-tile Q 3.6 1.3 3 1.5 0.2 0.8 2.9 2.2 2.6 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Long Term Total Traffic - SAT Peak 17: Stanford Road & Monroe Drive 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 16 Intersection Intersection Delay, s/veh 1.8 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 25 40 30 235 165 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 200 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 27 43 33 255 179 22 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 511 190 201 0 - 0 Stage 1 190 - - - - - Stage 2 321 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 523 852 1371 - - - Stage 1 842 - - - - - Stage 2 735 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 508 852 1371 - - - Mov Capacity-2 Maneuver 508 - - - - - Stage 1 842 - - - - - Stage 2 714 - - - - - Approach EB NB SB HCM Control Delay, s 10.7 0.9 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1371 - 508 852 - - HCM Lane V/C Ratio 0.024 - 0.053 0.051 - - HCM Control Delay (s) 7.69 0 12.5 9.5 - - HCM Lane LOS AABA HCM 95th %tile Q(veh) 0.073 - 0.169 0.161 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 Signalized Intersection Summary Long Term Total Traffic - SAT Peak 18: JFK Parkway & Horsetooth Road 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 225 960 120 225 930 120 100 80 255 130 90 125 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 120121111120 Cap, veh/h 462 1692 211 462 1956 831 270 299 392 298 300 255 Arrive On Green 0.17 1.00 1.00 0.17 1.00 1.00 0.07 0.16 0.16 0.07 0.16 0.16 Sat Flow, veh/h 1774 3249 405 1774 3725 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 245 597 576 245 1011 130 109 87 277 141 98 136 Grp Sat Flow(s),veh/h/ln 1774 1863 1791 1774 1863 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 8.3 0.0 0.0 8.1 0.0 0.0 6.1 5.0 19.3 8.0 5.6 9.5 Cycle Q Clear(g_c), s 8.3 0.0 0.0 8.1 0.0 0.0 6.1 5.0 19.3 8.0 5.6 9.5 Prop In Lane 1.00 0.23 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 462 970 933 462 1956 831 270 299 392 298 300 255 V/C Ratio(X) 0.53 0.62 0.62 0.53 0.52 0.16 0.40 0.29 0.71 0.47 0.33 0.53 Avail Cap(c_a), veh/h 462 970 933 572 1956 831 271 299 392 298 300 255 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 0.80 0.80 0.80 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.1 0.0 0.0 9.6 0.0 0.0 39.0 44.7 41.5 39.4 44.9 46.5 Incr Delay (d2), s/veh 0.1 0.3 0.3 0.8 0.8 0.3 1.0 2.4 10.3 1.2 2.9 7.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 2.8 0.1 0.1 2.9 0.2 0.1 2.8 2.6 8.9 3.7 3.0 4.4 Lane Grp Delay (d), s/veh 10.3 0.3 0.3 10.4 0.8 0.3 40.0 47.1 51.7 40.5 47.8 54.3 Lane Grp LOS BAABAADDDDDD Approach Vol, veh/h 1418 1386 473 375 Approach Delay, s/veh 2.0 2.4 48.2 47.4 Approach LOS A A D D Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 14.0 69.0 14.5 69.5 11.9 25.4 12.0 25.5 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 10.0 55.0 18.0 63.5 8.0 19.0 8.0 19.5 Max Q Clear Time (g_c+I1), s 10.3 2.0 10.1 2.0 8.1 21.3 10.0 11.5 Green Ext Time (p_c), s 0.0 28.9 0.4 31.0 0.0 0.0 0.0 1.9 Intersection Summary HCM 2010 Ctrl Delay 12.8 HCM 2010 LOS B Notes HCM 2010 AWSC Long Term Total Traffic - SAT Peak 22: Stanford Road & Swallow Road 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 19 Intersection Intersection Delay, s/veh 10.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 25 210 55 80 170 10 55 10 75 5 5 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222 Mvmt Flow 27 228 60 87 185 11 60 11 82 5 5 27 Number of Lanes 110110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2211 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1122 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1122 HCM Control Delay 11.4 10 9.7 8.6 HCM LOS BAAA Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 39% 100% 0% 100% 0% 14% Vol Thru, % 7% 0% 79% 0% 94% 14% Vol Right, % 54% 0% 21% 0% 6% 71% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 140 25 265 80 180 35 LT Vol 10 0 210 0 170 5 Through Vol 75 0 55 0 10 25 RT Vol 55 25 0 80 0 5 Lane Flow Rate 152 27 288 87 196 38 Geometry Grp 277772 Degree of Util (X) 0.218 0.044 0.413 0.141 0.287 0.056 Departure Headway (Hd) 5.163 5.818 5.167 5.832 5.289 5.305 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 689 611 691 610 673 679 Service Time 3.241 3.596 2.945 3.613 3.069 3.305 HCM Lane V/C Ratio 0.221 0.044 0.417 0.143 0.291 0.056 HCM Control Delay 9.7 8.9 11.6 9.6 10.2 8.6 HCM Lane LOS AABABA HCM 95th-tile Q 0.8 0.1 2 0.5 1.2 0.2 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Long Term Total Traffic - SAT Peak 24: Stanford Road & North Mall 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 21 Intersection Intersection Delay, s/veh 1.6 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 15 30 20 130 155 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 33 22 141 168 22 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 364 179 190 0 - 0 Stage 1 179 - - - - - Stage 2 185 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 635 864 1384 - - - Stage 1 852 - - - - - Stage 2 847 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 624 864 1384 - - - Mov Capacity-2 Maneuver 624 - - - - - Stage 1 852 - - - - - Stage 2 833 - - - - - Approach EB NB SB HCM Control Delay, s 9.8 1 0 HCM LOS A Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1384 - 624 864 - - HCM Lane V/C Ratio 0.016 - 0.026 0.038 - - HCM Control Delay (s) 7.643 0 10.9 9.3 - - HCM Lane LOS AABA HCM 95th %tile Q(veh) 0.048 - 0.08 0.118 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Long Term Total Traffic - SAT Peak 25: College Avenue & South Right In/Out 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 22 Intersection Intersection Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 0 95 2610 105 0 2790 Conflicting Peds, #/hr 0 0 0000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 150 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2222 Mvmt Flow 0 103 2837 114 0 3033 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 4050 1418 0 0 2837 0 Stage 1 2837 - ---- Stage 2 1213 - ---- Follow-up Headway 3.82 3.92 - - 3.12 - Pot Capacity-1 Maneuver 26 *293 - - *368 - Stage 1 16 *- - - *- - Stage 2 219 *- - - *- - Time blocked-Platoon, % 1 1 - - 1 - Mov Capacity-1 Maneuver 26 *293 - - *368 - Mov Capacity-2 Maneuver 26 *- - - *- - Stage 1 16 *- - - *- - Stage 2 219 *- - - *- - Approach WB NB SB HCM Control Delay, s 23.8 0 0 HCM LOS C Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - *293 *368 - HCM Lane V/C Ratio - - 0.352 - - HCM Control Delay (s) - - 23.8 0 - HCM Lane LOS C A HCM 95th %tile Q(veh) - - 1.534 0 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Long Term Total Traffic - SAT Peak 30: Remington & Swallow Road 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 23 Intersection Intersection Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 15 270 80 25 235 20 45 5 30 20 5 35 Conflicting Peds, #/hr 000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 50 - - 100 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 222222222222 Mvmt Flow 16 293 87 27 255 22 49 5 33 22 5 38 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 277 0 0 380 0 0 712 702 337 710 734 266 Stage 1 ------ 370 370- 321 321- Stage 2 ------ 342 332- 389 413- Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1286 - - 1178 - - 347 362 705 348 347 773 Stage 1 ------ 650 620- 691 652- Stage 2 ------ 673 644- 635 594- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 1286 - - 1178 - - 317 349 705 319 335 773 Mov Capacity-2 Maneuver ------ 317 349- 319 335- Stage 1 ------ 642 612- 682 637- Stage 2 ------ 620 629- 593 587- Approach EB WB NB SB HCM Control Delay, s 0.3 0.7 16.4 13.5 HCM LOS C B Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 402 1286 - - 1178 - - 488 HCM Lane V/C Ratio 0.216 0.013 - - 0.023 - - 0.134 HCM Control Delay (s) 16.4 7.835 - - 8.128 - - 13.5 HCM Lane LOS C A A B HCM 95th %tile Q(veh) 0.811 0.039 - - 0.071 - - 0.459 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Long Term Total Traffic - SAT Peak 33: Stanford Road & N Monroe 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 24 Intersection Intersection Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 35 25 30 10 25 35 60 195 10 20 140 40 Conflicting Peds, #/hr 000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 222222222222 Mvmt Flow 38 27 33 11 27 38 65 212 11 22 152 43 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 597 570 174 595 587 217 196 0 0 223 0 0 Stage 1 217 217 - 348 348 ------- Stage 2 380 353 - 247 239 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 415 431 869 416 422 823 1377 - - 1346 - - Stage 1 785 723 - 668 634 ------- Stage 2 642 631 - 757 708 ------- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 355 400 869 359 392 823 1377 - - 1346 - - Mov Capacity-2 Maneuver 355 400 - 359 392 ------- Stage 1 743 710 - 632 600 ------- Stage 2 553 597 - 688 695 ------- Approach EB WB NB SB HCM Control Delay, s 13.9 13.1 1.8 0.8 HCM LOS B B Minor Lane / Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity (veh/h) 1377 - - 355 513 522 1346 - - HCM Lane V/C Ratio 0.047 - - 0.071 0.141 0.146 0.016 - - HCM Control Delay (s) 7.744 0 - 15.9 13.2 13.1 7.718 0 - HCM Lane LOS A A C BBAA HCM 95th %tile Q(veh) 0.149 - - 0.23 0.489 0.507 0.049 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Long Term Total Traffic - SAT Peak 38: Stanford Road & Parking Garage Access 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 25 Intersection Intersection Delay, s/veh 3.4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 15 85 110 170 140 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 92 120 185 152 33 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 592 168 185 0 - 0 Stage 1 168 - - - - - Stage 2 424 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 469 876 1390 - - - Stage 1 862 - - - - - Stage 2 660 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 424 876 1390 - - - Mov Capacity-2 Maneuver 424 - - - - - Stage 1 862 - - - - - Stage 2 597 - - - - - Approach EB NB SB HCM Control Delay, s 10.2 3.1 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1390 - 424 876 - - HCM Lane V/C Ratio 0.086 - 0.038 0.105 - - HCM Control Delay (s) 7.834 0 13.8 9.6 - - HCM Lane LOS AABA HCM 95th %tile Q(veh) 0.282 - 0.12 0.352 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 Signalized Intersection Summary Long Term Total Traffic - SAT Peak 4: College Avenue & Horsetooth Road 12/2/2013 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 250 945 140 240 675 130 225 2090 160 160 2260 275 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 220221231231 Cap, veh/h 314 909 134 200 974 414 171 2412 683 143 2365 670 Arrive On Green 0.09 0.29 0.29 0.12 0.52 0.52 0.05 0.43 0.43 0.08 0.85 0.85 Sat Flow, veh/h 3442 3174 469 3442 3725 1583 3442 5588 1583 3442 5588 1583 Grp Volume(v), veh/h 272 602 577 261 734 141 245 2272 174 174 2457 299 Grp Sat Flow(s),veh/h/ln 1721 1863 1780 1721 1863 1583 1721 1863 1583 1721 1863 1583 Q Serve(g_s), s 9.4 34.5 34.5 7.0 18.7 6.2 6.0 46.9 8.5 5.0 51.0 5.6 Cycle Q Clear(g_c), s 9.4 34.5 34.5 7.0 18.7 6.2 6.0 46.9 8.5 5.0 51.0 5.6 Prop In Lane 1.00 0.26 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 314 533 510 200 974 414 171 2412 683 143 2365 670 V/C Ratio(X) 0.87 1.13 1.13 1.31 0.75 0.34 1.43 0.94 0.25 1.22 1.04 0.45 Avail Cap(c_a), veh/h 314 533 510 200 974 414 171 2412 683 143 2365 670 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00 0.35 0.35 0.35 Uniform Delay (d), s/veh 54.0 43.0 43.0 53.3 25.7 22.7 57.3 32.8 21.9 55.3 9.3 5.8 Incr Delay (d2), s/veh 21.5 79.7 81.3 164.5 2.8 0.4 223.6 9.0 0.9 118.7 22.9 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 5.1 28.1 27.1 7.5 7.7 2.3 8.0 23.9 3.5 4.5 11.3 1.6 Lane Grp Delay (d), s/veh 75.5 122.7 124.3 217.7 28.5 23.1 280.8 41.8 22.8 173.9 32.2 6.5 Lane Grp LOS E F F F C C F D C F F A Approach Vol, veh/h 1451 1136 2691 2930 Approach Delay, s/veh 114.5 71.3 62.4 38.0 Approach LOS F E E D Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 15.0 41.0 12.0 38.0 10.0 58.5 9.0 57.5 Change Period (Y+Rc), s 4.0 6.5 5.0 6.5 4.0 6.5 4.0 6.5 Max Green Setting (Gmax), s 11.0 34.5 7.0 31.5 6.0 52.0 5.0 50.5 Max Q Clear Time (g_c+I1), s 11.4 36.5 9.0 20.7 8.0 48.9 7.0 53.0 Green Ext Time (p_c), s 0.0 0.0 0.0 8.4 0.0 3.1 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 64.1 HCM 2010 LOS E Notes Foothills Mall Redevelopment Traffic Impact Analysis Appendix E APPENDIX E PEDESTRIAN IMPROVEMENT PLAN A104 CONNECTIVITY PEDESTRIAN EXHIBIT PLANNING AREA 2 PDP MAJOR AMENDMENT NOVEMBER 22, 2013 LEGEND * ENTERTAINMENT/THEATER ENTRANCE PEDESTRIAN ROUTE DESIGNATED SHARED BICYCLE LANES PATH TO BRT TRANSPORTATION NODE * PATH TO BRT PROPOSED HARD SURFACE MULTI USE MAX BRT TRANSIT HUB BUS STOP EXISTING CROSSWALK * BIKE RACK LOCATIONS BUS STOP BUS STOP REMINGTON ST. MATHEWS ST. J.F.K. PARKWAY E. MONROE DRIVE *PROPOSED PROPOSED PROPOSED ROUTE TO BRT AT SWALLOW RD ROUTE TO BRT AT HORSETOOTH RD PATH TO BRT AT SWALLOW RD ROUTE TO BRT AT HORSETOOTH RD * PEDESTRIAN UNDERPASS DESIGNATED BICYCLE ONLY LANES E. SWALLOW RD. STANFORD RD. S. COLLEGE AVE. E. MONROE DRIVE 0’ SCALE: 1”=150’ 75’ 150’ 300’ Rght 1 Other 5 Out In Total 3 10 13 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 1 Other 5 Out In Total 3 10 13 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 1 Other 2 Out In Total 5 4 9 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 1 Other 2 Out In Total 5 4 9 9/11/2012 04:30 PM 9/11/2012 05:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 52 Other 6 Out In Total 54 103 157 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 52 Other 6 Out In Total 54 103 157 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 38 Other 1 Out In Total 45 72 117 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 38 Other 1 Out In Total 45 72 117 9/11/2012 04:30 PM 9/11/2012 05:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 23 Other 4 Out In Total 29 34 63 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 23 Other 4 Out In Total 29 34 63 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 19 Other 0 Out In Total 26 24 50 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 19 Other 0 Out In Total 26 24 50 9/11/2012 04:30 PM 9/11/2012 05:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 15 Other 7 Out In Total 45 45 90 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 15 Other 7 Out In Total 45 45 90 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 16 Other 1 Out In Total 77 76 153 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 16 Other 1 Out In Total 77 76 153 9/11/2012 04:30 PM 9/11/2012 05:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 5 Other 0 Out In Total 46 73 119 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 5 Other 0 Out In Total 46 73 119 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 9 Other 7 Out In Total 73 101 174 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 9 Other 7 Out In Total 73 101 174 9/11/2012 04:30 PM 9/11/2012 05:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 1 Other 2 Out In Total 63 81 144 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 1 Other 2 Out In Total 63 81 144 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 3 Other 2 Out In Total 90 88 178 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 3 Other 2 Out In Total 90 88 178 9/11/2012 04:30 PM 9/11/2012 05:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 25 Other 1 Out In Total 105 114 219 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 25 Other 1 Out In Total 105 114 219 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 35 Other 4 Out In Total 131 101 232 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 35 Other 4 Out In Total 131 101 232 9/11/2012 04:30 PM 9/11/2012 05:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 6 Other 3 Out In Total 186 153 339 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 6 Other 3 Out In Total 186 153 339 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 2 Other 0 Out In Total 154 136 290 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 2 Other 0 Out In Total 154 136 290 9/11/2012 04:30 PM 9/11/2012 05:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 28 Other 0 Out In Total 16 43 59 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 28 Other 0 Out In Total 16 43 59 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 36 Other 0 Out In Total 29 52 81 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 36 Other 0 Out In Total 29 52 81 9/11/2012 04:30 PM 9/11/2012 05:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 13 Other 3 Out In Total 930 933 1863 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 13 Other 3 Out In Total 930 933 1863 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 106 Other 1 Out In Total 794 875 1669 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 106 Other 1 Out In Total 794 875 1669 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 141 Other 1 Out In Total 823 940 1763 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 141 Other 1 Out In Total 823 940 1763 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 70 Other 2 Out In Total 97 163 260 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 70 Other 2 Out In Total 97 163 260 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 0 Other 0 Out In Total 0 0 0 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 0 Other 0 Out In Total 0 0 0 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 0 Other 0 Out In Total 0 0 0 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 0 Other 0 Out In Total 0 0 0 9/11/2012 04:30 PM 9/11/2012 05:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 152 Other 3 Out In Total 286 402 688 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 152 Other 3 Out In Total 286 402 688 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 32 Other 2 Out In Total 80 75 155 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 32 Other 2 Out In Total 80 75 155 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 42 Other 0 Out In Total 216 286 502 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 42 Other 0 Out In Total 216 286 502 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 59 Other 2 Out In Total 347 358 705 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 59 Other 2 Out In Total 347 358 705 9/11/2012 04:30 PM 9/11/2012 05:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 35 Other 0 Out In Total 256 268 524 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 35 Other 0 Out In Total 256 268 524 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 35 Other 0 Out In Total 359 336 695 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 35 Other 0 Out In Total 359 336 695 9/11/2012 04:30 PM 9/11/2012 05:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 87 Other 4 Out In Total 219 270 489 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 87 Other 4 Out In Total 219 270 489 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 49 Other 2 Out In Total 280 285 565 Peak Hour Begins at 01:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 49 Other 2 Out In Total 280 285 565 9/8/2012 01:30 PM 9/8/2012 02:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 45 Other 5 Out In Total 414 350 764 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 Rght 45 Other 5 Out In Total 414 350 764 9/11/2012 04:30 PM 9/11/2012 05:15 PM Class 1 North All Traffic Data Services Wheat Ridge,CO 80033 303-668-0220 2 4 5 6 7 8 9 16 15 3 14 13 12 11 10 STOP ALL WAY STOP ALL WAY = PM/SAT Peak Hour Signalized Intersection Level of Service = PM/SAT Peak Hour Unsignalized Intersection Level of Service = Stop Sign = All-Way Stop = Traffic Signal LEGEND X/X x/x STOP ALL WAY 4 5 6 7 8 9 16 15 3 14 13 12 11 10 STOP ALL WAY STOP = PM/SAT Peak Hour Signalized ALL WAY Intersection Level of Service = PM/SAT Peak Hour Unsignalized Intersection Level of Service = Stop Sign = All-Way Stop = Traffic Signal LEGEND X/X x/x STOP ALL WAY 25(30) 2980(2520) 230(315) 30(35) 2500(2495) 115(160) 80(95) 3230(2790) 2580(2610) 75(105) 75(70) 55(40) 145(125) 25(10) 30(25) 135(55) 195(225) 1060(960) 85(120) 120(125) 115(90) 115(130) 120(100) 80(80) 280(255) 60(35) 5(5) 40(20) 45(45) 5(5) 20(30) 15(25) 5(5) 5(5) 100(55) 15(10) 75(75) 15(20) 175(165) 40(30) 215(235) 30(25) 40(40) 25(30) 145(140) 80(110) 185(170) 15(15) 70(85) 15(20) 140(155) 15(25) 180(130) 15(15) 25(30) 10(35) 20(25) 5(10) 15(40) 165(140) 10(20) 45(60) 195(195) 5(10) 60(35) 10(25) 20(30) 120(140) 1705(1270) 110(55) 95(105) 1580(1305) 20(15) 95(120) 1220(930) 265(225) 295(275) 2555(2260) 175(160) 215(225) 2130(2090) 135(160) 45(65) 25(30) 60(70) 30(40) 3070(2510) 135(210) 30(40) 2320(2370) 185(155) 155(130) 975(675) 205(240) 190(250) 960(945) 105(140) 230(220) 35(25) 155(230) 35(20) 335(235) 20(25) 25(15) 295(170) 60(80) 30(40) 135(165) 35(45) 35(40) 5(5) 110(135) 20(25) 5(5) 140(170) 100(140) 135(180) 100(140) 55(65) 45(55) 320(215) 35(45) 295(240) 60(80) 5(10) 300(170) 95(80) 15(25) 275(210) 55(55) 165(200) 125(150) 15(15) 60(35) 135(185) 85(125) 15(20) 150(175) 85(75) 140(190) 100(130) 35(25) 25(30) 2255(1920) 230(315) 30(35) 1915(1920) 115(160) 80(95) 2490(2185) 1985(2025) 75(105) 75(70) 55(40) 145(125) 25(10) 30(25) 135(55) 195(225) 800(730) 85(120) 120(125) 115(90) 115(130) 120(100) 80(80) 280(255) 60(35) 5(5) 40(20) 45(45) 5(5) 20(30) 15(25) 5(5) 5(5) 100(55) 15(10) 75(75) 15(20) 175(165) 40(30) 215(235) 30(25) 40(40) 25(30) 145(140) 80(110) 185(170) 15(15) 70(85) 15(20) 140(155) 15(20) 180(130) 15(15) 25(30) 10(35) 20(25) 5(10) 15(40) 165(140) 10(20) 45(60) 195(195) 5(10) 60(35) 10(25) 20(35) 120(140) 1285(970) 110(55) 95(105) 1195(995) 20(15) 95(120) 915(700) 265(225) 295(275) 1960(1755) 175(160) 215(225) 1645(1635) 135(160) 45(65) 25(30) 60(70) 30(40) 2340(1935) 135(210) 30(40) 1780(1830) 185(155) 155(130) 745(525) 205(240) 190(250) 750(750) 105(140) 230(220) 35(20) 155(230) 35(20) 325(235) 20(25) 25(15) 295(270) 60(80) 30(40) 135(165) 35(45) 35(40) 5(5) 110(130) 20(25) 5(5) 140(170) 100(140) 130(180) 100(140) 55(65) 45(55) 320(215) 35(45) 295(240) 60(80) 5(10) 300(170) 95(80) 15(25) 275(210) 55(55) 165(200) 125(150) 15(15) 60(35) 135(185) 85(125) 15(20) 150(175) 85(75) 140(190) 100(130) 35(25) 10(13) 128(175) 228(311) 204(250) 115(156) 127(155) 9(11) 143(176) 9(13) 197(242) 128(175) 188(256) 90(123) 221(302) 29(39) 77(95) 325(417) 241(311) 74(101) 31(37) 9(12) 70(86) 10(13) 119(162) 40(55) 9(11) 70(86) 19(23) 70(86) 10(13) 19(26) 10(13) 10(13) 23(29) 33(40) 12(16) 96(118) 17(23) 121(165) 12(14) 14(17) 21(29) 47(61) 78(107) 47(60) 12(14) 66(81) 12(16) 45(62) 14(19) 45(55) 12(14) 23(29) 10(13) 10(13) 12(16) 92(114) 9(12) 38(52) 95(128) 21(26) 9(12) 16(20) 78(107) 64(88) 50(68) 70(86) 64(88) 21(26) 9(11) 113(138) 218(268) 9(12) 10(13) 63(78) 28(35) 48(65) 131(178) 26(36) 134(164) 33(45) 33(40) 110(135) 19(23) 138(170) 100(136) 131(178) 100(136) 35(43) 23(29) 21(26) 9(12) 33(42) 24(32) 59(72) 10(13) 33(44) 45(62) 69(94) 40(55) 24(32) 33(45) 9(11) 23(29) 24(32) 162(199) 122(150) 12(14) 135(185) 66(91) 14(19) 117(144) 38(46) 138(188) 90(123) x/x STOP ALL WAY STOP ALL WAY STOP ALL WAY STOP ALL WAY 30(40) 2130(2110) 95(30) 5(5) 75(45) 20(5) 90(70) 5(20) 10(10) 5(10) 5(20) 70(25) 5(5) 5(5) 100(65) 5(10) 50(35) 95(65) 45(40) 110(85) 60(50) 270(240) 140(185) 825(765) 105(140) 180(135) 2335(1990) 175(175) 215(225) 1905(1785) 105(120) 40(30) 45(25) 75(35) 25(10) 20(10) 135(55) 30(30) 45(25) 60(35) 15(30) 20(20) 20(25) 5(10) 230(180) 30(20) 5(10) 5(5) 5(5) 75(25) 15(10) 40(35) 60(35) 5(5) 40(20) 20(15) 5(5) 10(15) 15(10) 25(20) 35(5) 5(10) 5(10) 30(30) 1195(900) 255(210) 75(60) 1020(905) 75(105) 145(115) 910(595) 175(205) 40(30) 1640(1180) 110(55) 45(35) 1510(1215) 20(15) 10(5) 35(25) 285(170) 10(10) 260(195) 15(15) 5(10) 275(135) 60(35) 35(20) 265(160) 10(10) 25(15) 225(175) 20(25) 30(40) 1590(1570) 95(30) 5(5) 75(45) 20(5) 90(70) 5(20) 10(10) 5(10) 5(20) 70(25) 5(5) 5(5) 100(65) 5(10) 50(35) 95(65) 45(40) 110(85) 60(50) 270(240) 140(185) 615(570) 105(140) 180(135) 1740(1485) 175(175) 215(225) 1420(1330) 105(120) 40(30) 45(25) 75(35) 25(10) 20(10) 135(55) 20(20) 20(25) 5(10) 230(180) 30(20) 5(10) 5(5) 5(5) 75(25) 15(10) 40(35) 60(35) 5(5) 40(20) 20(15) 5(5) 10(15) 15(10) 25(20) 35(5) 5(10) 5(10) 30(30) 890(670) 255(210) 75(60) 760(675) 75(105) 145(115) 680(445) 175(205) 40(30) 1220(880) 110(55) 45(35) 1125(905) 20(15) 30(30) 45(25) 60(35) 15(30) 10(5) 35(25) 285(170) 10(10) 260(195) 15(15) 5(10) 275(135) 60(35) 35(20) 265(160) 10(10) 25(15) 225(175) 20(25) x/x STOP ALL WAY STOP ALL WAY STOP ALL WAY STOP ALL WAY 1650(1645) 85(185) 20(40) 2235(1850) 1745(1825) 20(25) 115(120) 30(20) 55(95) 40(65) 20(30) 60(70) 35(40) 2140(1725) 70(85) 30(40) 1605(1665) 115(80) 5(5) 135(135) 25(15) 145(125) 20(20) 15(10) 10(10) 45(25) 115(115) 15(10) 20(15) 125(110) 15(15) 60(45) 110(85) 55(50) 110(85) 95(85) 270(240) 165(230) 610(570) 105(140) 205(160) 1770(1520) 175(175) 215(225) 1435(1430) 125(130) 55(75) 65(40) 125(75) 25(10) 35(20) 135(55) 20(20) 15(40) 60(80) 20(30) 15(10) 90(155) 15(10) 45(45) 45(25) 30(30) 35(40) 10(10) 60(35) 80(110) 30(30) 40(50) 55(65) 5(10) 295(235) 60(45) 5(10) 10(10) 5(5) 105(55) 20(10) 60(75) 60(35) 15(20) 40(20) 40(35) 10(10) 20(25) 15(15) 35(30) 40(10) 20(15) 15(15) 50(50) 855(670) 255(210) 115(115) 735(655) 75(105) 150(125) 655(440) 180(220) 65(55) 1175(845) 110(55) 70(65) 1070(855) 20(15) 10(15) 35(55) 15(20) 80(165) 70(85) 70(155) 20(50) 45(40) 35(25) 320(210) 15(20) 300(235) 35(35) 5(10) 285(155) 90(70) 35(20) 315(220) 15(20) 25(15) 275(225) 45(50) Meadowbrook Ave. College Ave. College Ave. Shields St. BNSF RR Horsetooth Rd. Drake Rd. Swallow Rd. PROJECT SITE