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HomeMy WebLinkAboutFOOTHILLS MALL REDEVELOPMENT - FDP - FDP130019 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYFOOTHILLS 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 2012 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. College Avenue Access ------------------------------------------------------------------------ 31 VI. SUMMARY AND RECOMMENDATIONS ----------------------------------------------------------- 32 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 689,800 square feet of retail development, a 1,764 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. In addition, a new right-in/right-out access point is proposed north of Foothills Parkway on College Avenue. 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, 12-136-01, 12/18/12 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, 12-136-01, 12/18/12 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 UPDATE, 12-136-01, 12/18/12 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, 12-136-01, 12/18/12 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 3 4 5 6 7 8 9 10 13 14 15 16 17 1 3 5 6 7 8 9 10 17 16 4 15 14 13 155(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 UPDATE, 12-136-01, 12/18/12 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 3 4 5 6 7 8 9 10 13 14 15 16 17 1 3 5 6 7 8 9 10 17 16 4 15 14 13 STOP ALL WAY STOP ALL WAY STOP ALL WAY B/B = PM/SAT Peak Hour Signalized Intersection Level of Service = PM/SAT Peak Hour Unsignalized 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 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, it is not anticipated that capacity improvements will be made at any of the study area roadway corridors or intersections by year 2035. Preliminary work has been completed on the need to make future improvements at the Horsetooth Road / College Avenue; however a definite plan has not been adopted and is not included with this report. Short-Term Background Traffic Volumes Figure 6 Foothills Mall Redevelopment Fort Collins UPDATE, 12-136-01, 12/18/12 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 3 5 6 7 8 9 10 13 14 15 17 1 3 5 6 7 8 9 10 17 15 14 13 105(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) 30(40) Long-Term Background Traffic Volumes Figure 7 Foothills Mall Redevelopment Fort Collins UPDATE, 12-136-01, 12/18/12 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 3 5 6 7 8 9 10 13 14 15 17 1 3 5 6 7 8 9 10 17 15 14 13 105(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) 30(40) 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. 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 capacity 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 UPDATE, 12-136-01, 12/18/12 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 3 4 5 6 7 8 9 10 13 14 15 17 1 3 5 6 7 8 9 10 17 4 15 14 13 STOP ALL WAY STOP ALL WAY STOP ALL WAY = PM/SAT Peak Hour Signalized Intersection Level of Service = PM/SAT Peak Hour Unsignalized 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 689,800 square feet of retail development, a 1,764 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, and a new right-in/right-out is proposed north of Foothills Parkway on College Avenue. 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 1,764 Seats 445 1,570 51 90 141 1,640 114 45 159 Shopping Center 689,800 SF 820 23,830 1,049 1,136 2,185 31,195 1,595 1,473 3,068 Sub-Total 30,375 1,398 1,386 2,784 38,860 1,883 1,691 3,574 Inter-Connected Trips 1,980 100 100 200 3,075 105 105 210 Multi-Modal Reduction (3%) 855 39 39 78 1,075 53 48 101 Total External Trips 27,540 1,259 1,247 2,506 34,710 1,725 1,538 3,263 Pass-By Trips (20%) 5,510 252 249 501 6,945 345 308 653 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 27,540 vehicle-trips per weekday (vpd) including 2,506 vehicles per hour (vph) during the evening peak hour. On a weekend, the development is expected to generate 34,710 vpd with a peak period total of 3,263 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 27,540 1,259 1,247 2,506 34,710 1,725 1,538 3,263 Existing Uses If Thriving 25,165 1,202 1,252 2,454 32,885 1,651 1,524 3,175 Difference 2,375 57 -5 52 1,825 74 14 88 The comparison shows that the proposed redevelopment would generate more daily traffic on both a weekday and weekend. Peak hour traffic would also increase, but at a much lower rate than daily traffic as compared to a thriving existing mall complex. 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 UPDATE, 12-136-01, 12/18/12 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% Pkwy. 4% 1% 1% XX% XX% 35% 15% 20% 30% Site Traffic Volumes Figure 10 Foothills Mall Redevelopment Fort Collins UPDATE, 12-136-01, 12/18/12 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 4 7 8 11 5 6 9 12 13 14 15 16 17 1 3 2 5 6 7 8 9 10 17 16 4 15 14 13 12 11 10 2210[2575] 2910[3655] 3160[3970] 7530[9485] 52(65) 32(40) 33(45) 20(28) 358(490) 83(114) 20(25) 384(474) 120(148) 10(12) 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 additional access onto College Avenue and 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. Short-Term Total Traffic Volumes Figure 11 Foothills Mall Redevelopment Fort Collins UPDATE, 12-136-01, 12/18/12 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 4 7 8 11 5 6 9 12 13 14 15 16 17 1 3 2 5 6 7 8 9 10 17 16 4 15 14 13 12 11 10 160(135) 45(100) 230(80) 25(60) 40(125) 50(105) 40(60) 2250(2105) 240(185) 60(80) 1960(2045) 110(65) 120(150) 10(15) 210(260) 15(25) 10(15) Long-Term Total Traffic Volumes Figure 12 Foothills Mall Redevelopment Fort Collins UPDATE, 12-136-01, 12/18/12 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 4 7 8 11 5 6 9 12 13 14 15 16 17 1 3 2 5 6 7 8 9 10 17 16 4 15 14 13 12 11 10 160(135) 45(100) 230(80) 25(60) 40(125) 50(105) 40(60) 2900(2655) 240(185) 60(80) 2500(2585) 110(65) 120(150) 10(15) 210(260) 15(25) 10(15) 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 C or better during both the weekday PM and Saturday peak hours on opening day. It is recommended that the westbound approach of the intersection be reconfigured to include one left-turn, one through and one right-turn lane. With the change, the minor street left-turning paths would be further separated improving both safety and operation. 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. Each individual movement at the Foothills Parkway / Mall Entrance intersection would operate at LOS D or better during both the weekday PM and Saturday peak hours with unsignalized control. The calculated 95th percentile queue length for the northbound stop controlled approach would be a maximum of 125 feet (five vehicles) in length during the peak periods of operation. The minor street approaches at the two right-in / right-out access points on College Avenue would operate at LOS B 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 UPDATE, 12-136-01, 12/18/12 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 c/e a/a a/a b/b a/a c/c b/b b/c a/a a/a a/a b/b a/a a/a b/b c/c C/C C/B B/C D/D B/B B/B a/a b/b a/a C/C B/B b/b b/b a/a a/a c/b c/c a/a 1 2 3 4 7 8 11 5 6 9 12 13 14 15 16 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 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 the peak hours of operation. 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 each approach. The addition of dual left-turn lanes would improve operations at the intersection to LOS E during the Saturday peak hour. 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, or the location of the future BRT transit hub, 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 UPDATE, 12-136-01, 12/18/12 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 c/e a/a a/a b/b a/a c/c b/b b/c a/a a/a a/a b/b a/a a/a b/b c/d D/D D/C C/C F/F F/E Alternate B/B B/B Geometry a/a b/b a/a C/C B/B b/b b/b a/a a/a c/b c/c a/a 1 2 3 4 7 8 11 5 6 6 9 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, 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 two right-in / right-out access points 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.  The westbound approach of the Foothills Parkway / College Avenue intersection is recommended to provide one left-turn, one right-turn and one through lane. In addition, it is recommended that a westbound permitted / protected left-turn phase be installed.  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 current short term total traffic analysis shows that both westbound right-turn movements would operate at LOS A during both the PM and Saturday peak hours without an exclusive right-turn lane. The design of the right-turn lanes would be based off Figure 8-5 of the Larimer County Urban Area Street Standards. The available right-of-way in the northeast quadrant of both intersections is recommended to be reviewed to determine if the turn lanes can be installed without impacting existing property. A review of right-of-way conducted by the City showed that a right-turn lane at the Horsetooth Road / JFK Parkway would impact the ability to install bike lanes along Horsetooth Road, and therefore was not recommended to be installed. Foothills Mall Redevelopment Traffic Impact Analysis Page 31  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. College Avenue Access As stated previously, the site is planned to gain one additional right-in / right-out access point onto College Avenue north of Foothills Parkway. According to the SHAC requirements for an NR-B highway, one access shall be granted to a parcel upon application. A second access may be permitted if required auxiliary turn lanes can be installed, the access would relieve an area of congestion, and the parcel size / trip generation potential requires additional access to maintain highway traffic / land use design. Also, the additional access cannot interfere with adjacent development or the surrounding transportation network. The proposed right-in / right-out access north of Foothills Parkway would be classified as a secondary access. The following summarizes the advantages for allowing a second right-in / right-out access point.  A review of the design shows the required right-turn deceleration lane can be constructed to current SHAC standards, without impacting the adjacent street network or bordering development.  The proposed access point would draw westbound right-turning vehicles from both the Foothills Parkway / College Avenue and Swallow Road / College Avenue intersections. Although the intersections do not operate at capacity, redirecting volume to the proposed College Avenue access can reduce the delay of the two signalized westbound approaches by as much as 5%.  The proposed secondary access point would serve retail uses with higher pass-by trip making potential, such as a grocery store. Providing direct access to College Avenue would better serve the potential pass-by retail users in that area of the development, reducing the volume impact at adjacent intersections within the development.  The addition of a right-in / right-out access point would reduce the total out of direction travel for vehicles exiting the site with destinations to the north. Vehicles would be able to enter College Avenue directly without having to use Foothills Parkway to the south. The secondary right-in / right-out access point would save drivers approximately 45 vehicle miles traveled (VMT) during a typical day, or 16,425 VMT per year. Foothills Mall Redevelopment Traffic Impact Analysis Page 32 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 689,800 square feet of retail development, a 1,764 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. In addition, a new right-in/right-out access point is proposed north of Foothills Parkway on College Avenue. After applying the inter-connected and multi-modal trip reductions, the proposed development is expected to generate a total of approximately 27,540 vehicle-trips per weekday (vpd) including 2,506 vehicles per hour (vph) during the evening peak hour. On a weekend, the development is expected to generate 34,710 vpd with a peak period total of 3,263 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 and peak hour traffic would also increase, but at a much lower rate than daily traffic, 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 12/19/2012 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 45 160 60 1960 110 240 2250 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 111111130130 Cap, veh/h 169 109 93 346 316 269 151 2690 151 244 3069 54 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 4928 276 1774 5147 90 Grp Volume(v), veh/h 27 43 54 250 49 174 65 1462 788 261 1609 880 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1695 1814 1774 1695 1847 Q Serve(g_s), s 1.6 2.4 3.7 12.3 2.5 11.3 1.8 37.8 38.4 9.0 40.1 40.4 Cycle Q Clear(g_c), s 1.6 2.4 3.7 12.3 2.5 11.3 1.8 37.8 38.4 9.0 40.1 40.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 0.05 Lane Grp Cap(c), veh/h 169 109 93 346 316 269 151 1851 990 244 2022 1101 V/C Ratio(X) 0.16 0.39 0.58 0.72 0.15 0.65 0.43 0.79 0.80 1.07 0.80 0.80 Avail Cap(c_a), veh/h 262 237 202 387 390 331 273 1851 990 244 2022 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 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.3 49.8 50.4 31.2 38.9 42.6 20.7 19.9 20.0 33.7 17.0 17.1 Incr Delay (d2), s/veh 0.4 2.3 5.6 5.8 0.2 3.1 1.9 3.5 6.6 77.6 3.3 6.1 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 %ile Back of Q (50%), veh/ln 0.7 1.3 1.6 6.0 1.2 4.8 1.0 16.1 18.5 12.2 17.0 19.5 Lane Grp Delay (d), s/veh 47.8 52.1 56.0 36.9 39.1 45.6 22.6 23.4 26.7 111.3 20.4 23.2 Lane Grp LOS D D E DDDCCCFCC Approach Vol, veh/h 124 473 2315 2750 Approach Delay, s/veh 52.9 40.4 24.5 29.9 Approach LOS DDCC Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 6.2 12.5 18.5 24.7 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 13.3 3.8 39.8 11.0 42.1 Green Ext Time (p_c), s 0.0 0.8 0.2 0.9 0.1 20.0 0.0 15.8 Intersection Summary HCM 2010 Ctrl Delay 29.1 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 12/19/2012 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 15 10 40 210 10 120 30 1980 75 245 2265 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 111111131230 Cap, veh/h 126 79 67 282 357 303 41 2630 819 409 3299 36 Arrive On Green 0.04 0.04 0.04 0.09 0.19 0.00 0.01 0.17 0.00 0.24 1.00 1.00 Sat Flow, veh/h 1398 1863 1583 1774 1863 1583 1774 5085 1583 3442 5186 57 Grp Volume(v), veh/h 16 11 43 228 11 0 33 2152 0 266 1608 881 Grp Sat Flow(s),veh/h/ln 1398 1863 1583 1774 1863 1583 1774 1695 1583 1721 1695 1853 Q Serve(g_s), s 1.2 0.6 2.9 10.0 0.5 0.0 2.0 43.8 0.0 7.5 0.0 0.0 Cycle Q Clear(g_c), s 1.2 0.6 2.9 10.0 0.5 0.0 2.0 43.8 0.0 7.5 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 126 79 67 282 357 303 41 2630 819 409 2156 1178 V/C Ratio(X) 0.13 0.14 0.64 0.81 0.03 0.00 0.80 0.82 0.00 0.65 0.75 0.75 Avail Cap(c_a), veh/h 262 260 221 282 538 457 83 2630 819 513 2156 1178 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.8 49.5 50.6 44.9 35.3 0.0 53.0 39.6 0.0 38.9 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.8 9.7 16.0 0.0 0.0 28.2 3.0 0.0 2.0 2.4 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 %ile Back of Q (50%), veh/ln 0.4 0.3 1.3 2.6 0.2 0.0 1.2 20.8 0.0 3.1 0.7 1.4 Lane Grp Delay (d), s/veh 50.2 50.3 60.2 60.8 35.3 0.0 81.2 42.6 0.0 40.9 2.4 4.4 Lane Grp LOS D D E E D F D D A A Approach Vol, veh/h 70 239 2185 2755 Approach Delay, s/veh 56.4 59.7 43.2 6.7 Approach LOS E E D A Timer Assigned Phs 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 10.6 16.0 26.6 6.5 62.0 18.8 74.3 Change Period (Y+Rc), s 6.0 6.0 6.0 4.0 6.5 6.0 6.0 Max Green Setting (Gmax), s 15.0 10.0 31.0 5.0 55.5 16.0 68.0 Max Q Clear Time (g_c+I1), s 4.9 12.0 2.5 4.0 45.8 9.5 2.0 Green Ext Time (p_c), s 0.1 0.0 0.3 0.0 8.4 3.3 45.2 Intersection Summary HCM 2010 Ctrl Delay 25.0 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 4: College Avenue & Horsetooth Road 12/19/2012 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) 190 755 105 205 750 155 215 1655 135 175 1975 300 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120221131131 Cap, veh/h 177 790 110 228 808 361 194 2152 670 217 2152 670 Arrive On Green 0.10 0.25 0.25 0.13 0.46 0.46 0.07 0.42 0.42 0.15 0.85 0.85 Sat Flow, veh/h 1774 3122 434 3442 3539 1583 1774 5085 1583 1774 5085 1583 Grp Volume(v), veh/h 207 465 470 223 815 168 234 1799 147 190 2147 326 Grp Sat Flow(s),veh/h/ln 1774 1770 1786 1721 1770 1583 1774 1695 1583 1774 1695 1583 Q Serve(g_s), s 12.0 30.5 30.5 7.8 27.5 8.8 9.0 38.0 7.1 7.6 50.2 6.5 Cycle Q Clear(g_c), s 12.0 30.5 30.5 7.8 27.5 8.8 9.0 38.0 7.1 7.6 50.2 6.5 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 177 448 452 228 808 361 194 2152 670 217 2152 670 V/C Ratio(X) 1.17 1.04 1.04 0.98 1.01 0.46 1.20 0.84 0.22 0.88 1.00 0.49 Avail Cap(c_a), veh/h 177 448 452 228 808 361 194 2152 670 217 2152 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 0.80 0.80 0.80 1.00 1.00 1.00 0.57 0.57 0.57 Uniform Delay (d), s/veh 54.3 45.0 45.0 52.2 32.8 27.7 35.0 31.0 22.1 24.8 9.2 5.8 Incr Delay (d2), s/veh 121.5 53.0 52.8 46.4 30.5 0.7 130.0 4.0 0.8 20.0 14.1 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 %ile Back of Q (50%), veh/ln 11.5 20.4 20.6 4.7 13.9 3.1 10.2 17.0 2.9 4.0 8.5 1.8 Lane Grp Delay (d), s/veh 175.7 98.0 97.8 98.5 63.2 28.4 165.0 35.1 22.8 44.8 23.3 7.3 Lane Grp LOS FFFFFCFDCDCA Approach Vol, veh/h 1142 1206 2180 2663 Approach Delay, s/veh 112.0 64.9 48.2 22.8 Approach LOS F E D C Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 16.0 37.0 13.0 34.0 13.0 57.5 13.0 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 12.0 30.5 8.0 27.5 9.0 51.0 9.0 50.5 Max Q Clear Time (g_c+I1), s 14.0 32.5 9.8 29.5 11.0 40.0 9.6 52.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 10.8 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 51.7 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 TWSC Short Term Total Traffic - PM Peak 11: Mall Entrance & Foothills PKWY/Mathews Street 12/19/2012 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 4 Intersection Intersection Delay, s/veh 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 30 140 130 35 145 15 175 5 30 10 5 25 Conflicting Peds, #/hr 000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None None None None None None None None None None None None Storage Length 150 0 100 100 100 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 Mvmt Flow 33 152 141 38 158 16 190 5 33 11 5 27 Number of Lanes 111111010010 Major/Minor Major 1 Major 2 Minor 1 Minor 2 Conflicting Flow All 158 0 0 152 0 0 467 451 152 470 451 158 Stage 1 ------ 217 217- 234 234- Stage 2 ------ 250 234- 236 217- Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1422 - - 1429 - - 506 504 894 504 504 887 Stage 1 ------ 785 723- 769 711- Stage 2 ------ 754 711- 767 723- Time blocked-Platoon, % 0 - - 0 - - 000000 Mov Capacity-1 Maneuver 1422 - - 1429 - - 468 479 894 463 479 887 Mov Capacity-2 Maneuver ------ 468 479- 463 479- Stage 1 ------ 767 706- 751 692- Stage 2 ------ 706 692- 716 706- Approach EB WB NB SB HCM Control Delay, s 0.8 1.4 18 10.8 HCM LOS - - C B Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Cap, veh/h 502 1422 - - 1429 - - 664 HCM Control Delay, s 18 7.591 - - 7.588 - - 10.8 HCM Lane V/C Ratio 0.46 0.02 - - 0.03 - - 0.07 HCM Lane LOS C A - - A - - B HCM 95th-tile Q, veh 2.3 0.1 - - 0.1 - - 0.2 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - PM Peak 12: Mathews Street & Swallow Road 12/19/2012 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 5 Intersection Intersection Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 310 70 35 345 45 45 Conflicting Peds, #/hr 0000 0 0 Sign Control Free Free Free Free Stop Stop RT 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 Mvmt Flow 337 76 38 375 49 49 Number of Lanes 1011 1 1 Major/Minor Major 1 Major 2 Conflicting Flow All 0 0 413 0 826 375 Stage 1 ---- 375 - Stage 2 ---- 451 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1146 - 342 671 Stage 1 ---- 695 - Stage 2 ---- 642 - Time blocked-Platoon, % - - 0 - 0 0 Mov Capacity-1 Maneuver - - 1146 - 331 671 Mov Capacity-2 Maneuver ---- 449 - Stage 1 ---- 695 - Stage 2 ---- 621 - 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 Cap, veh/h 449 671 - - 1146 - HCM Control Delay, s 14 10.8 - - 8.249 - HCM Lane V/C Ratio 0.11 0.07 - - 0.03 - HCM Lane LOS B B - - A - HCM 95th-tile Q, veh 0.4 0.2 - - 0.1 - 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 12/19/2012 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 45 25 60 165 35 235 30 1790 195 145 2350 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 110111130130 Cap, veh/h 267 100 240 269 383 325 175 2826 305 227 3277 42 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.03 0.81 0.81 0.10 1.00 1.00 Sat Flow, veh/h 1082 486 1170 1299 1863 1583 1774 4660 504 1774 5174 67 Grp Volume(v), veh/h 49 0 92 179 38 255 33 1411 747 158 1671 916 Grp Sat Flow(s),veh/h/ln 1082 0 1656 1299 1863 1583 1774 1695 1774 1774 1695 1851 Q Serve(g_s), s 4.4 0.0 5.4 15.5 1.9 17.6 0.8 20.8 21.3 3.7 0.0 0.0 Cycle Q Clear(g_c), s 6.4 0.0 5.4 20.9 1.9 17.6 0.8 20.8 21.3 3.7 0.0 0.0 Prop In Lane 1.00 0.71 1.00 1.00 1.00 0.28 1.00 0.04 Lane Grp Cap(c), veh/h 267 0 340 269 383 325 175 2056 1076 227 2147 1172 V/C Ratio(X) 0.18 0.00 0.27 0.67 0.10 0.78 0.19 0.69 0.69 0.69 0.78 0.78 Avail Cap(c_a), veh/h 288 0 373 294 420 357 243 2056 1076 263 2147 1172 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.45 0.45 0.45 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.8 0.0 38.6 47.4 37.2 43.4 8.0 6.4 6.5 16.4 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.4 5.0 0.1 10.1 0.2 0.9 1.7 6.5 2.9 5.2 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 1.3 0.0 2.3 5.6 0.9 8.0 0.3 6.0 6.6 4.8 0.9 1.7 Lane Grp Delay (d), s/veh 40.1 0.0 39.0 52.4 37.3 53.5 8.3 7.3 8.1 22.9 2.9 5.2 Lane Grp LOS D DDDDAAACAA Approach Vol, veh/h 141 472 2191 2745 Approach Delay, s/veh 39.4 51.8 7.6 4.8 Approach LOS D D A A Timer Assigned Phs 4 8 5 2 1 6 Phs Duration (G+Y+Rc), s 29.7 29.7 6.6 76.0 9.7 79.1 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 8.4 22.9 2.8 22.8 5.7 2.0 Green Ext Time (p_c), s 2.2 0.8 0.0 46.3 0.1 67.6 Intersection Summary HCM 2010 Ctrl Delay 10.8 HCM 2010 LOS B Notes HCM 2010 Signalized Intersection Summary Short Term Total Traffic - PM Peak 15: Stanford Road & Horsetooth Road 12/19/2012 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 1200 20 110 1290 125 25 30 135 150 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120120111111 Cap, veh/h 257 2309 39 399 2121 205 256 343 291 264 343 291 Arrive On Green 0.08 1.00 1.00 0.04 0.65 0.65 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1774 3562 60 1774 3262 315 1241 1863 1583 1199 1863 1583 Grp Volume(v), veh/h 109 648 678 120 757 781 27 33 147 163 60 82 Grp Sat Flow(s),veh/h/ln 1774 1770 1852 1774 1770 1807 1241 1863 1583 1199 1863 1583 Q Serve(g_s), s 2.5 0.0 0.0 2.6 30.6 31.1 2.2 1.7 9.8 15.3 3.2 5.2 Cycle Q Clear(g_c), s 2.5 0.0 0.0 2.6 30.6 31.1 5.4 1.7 9.8 17.0 3.2 5.2 Prop In Lane 1.00 0.03 1.00 0.17 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 257 1147 1201 399 1150 1175 256 343 291 264 343 291 V/C Ratio(X) 0.42 0.56 0.56 0.30 0.66 0.66 0.11 0.10 0.50 0.62 0.18 0.28 Avail Cap(c_a), veh/h 312 1147 1201 450 1150 1175 256 343 291 264 343 291 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) 0.82 0.82 0.82 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.6 0.0 0.0 6.0 12.5 12.6 42.5 39.6 42.9 46.7 40.2 41.1 Incr Delay (d2), s/veh 0.9 1.6 1.6 0.4 3.0 3.0 0.8 0.6 6.1 10.3 1.1 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 %ile Back of Q (50%), veh/ln 1.1 0.5 0.5 1.1 13.4 13.8 0.8 0.9 4.5 5.5 1.6 2.3 Lane Grp Delay (d), s/veh 12.5 1.6 1.6 6.5 15.5 15.6 43.3 40.2 49.1 57.0 41.3 43.5 Lane Grp LOS BAAABBDDDEDD Approach Vol, veh/h 1435 1658 207 305 Approach Delay, s/veh 2.4 14.9 46.9 50.3 Approach LOS A B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 8.4 81.3 8.6 81.5 27.0 27.0 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 8.0 76.0 21.5 21.5 Max Q Clear Time (g_c+I1), s 4.5 2.0 4.6 32.6 11.8 19.0 Green Ext Time (p_c), s 0.1 49.4 0.1 33.8 1.4 0.5 Intersection Summary HCM 2010 Ctrl Delay 14.8 HCM 2010 LOS B Notes HCM 2010 AWSC Short Term Total Traffic - PM Peak 16: JFK Parkway & Monroe Drive 12/19/2012 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 8 Intersection Intersection Delay, s/veh 15.4 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 150 110 35 85 155 15 60 145 90 15 130 175 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 163 120 38 92 168 16 65 158 98 16 141 190 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 14.8 15.6 16.6 14.7 HCM LOS B C C B Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 29% 0% 100% 0% 0% 100% 0% 10% 0% Vol Thru, % 71% 0% 0% 100% 0% 0% 91% 90% 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 205 90 150 110 35 85 170 145 175 LT Vol 145 0 0 110 0 0 155 130 0 Through Vol 0 90 0 0 35 0 15 0 175 RT Vol 60 0 150 0 0 85 0 15 0 Lane Flow Rate 223 98 163 120 38 92 185 158 190 Geometry Grp 888888888 Degree of Util (X) 0.5 0.196 0.385 0.265 0.077 0.221 0.413 0.349 0.38 Departure Headway (Hd) 8.081 7.217 8.504 7.99 7.272 8.618 8.039 7.962 7.195 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 443 495 422 447 490 415 445 449 498 Service Time 5.863 4.999 6.288 5.775 5.056 6.404 5.825 5.743 4.975 HCM Lane V/C Ratio 0.503 0.198 0.386 0.268 0.078 0.222 0.416 0.352 0.382 HCM Control Delay 18.7 11.8 16.6 13.7 10.7 13.9 16.4 15 14.4 HCM Lane LOS C B C B B B C B B HCM 95th-tile Q 2.7 0.7 1.8 1.1 0.2 0.8 2 1.5 1.8 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 12/19/2012 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 9 Intersection Intersection Delay, s/veh 2.1 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 30 40 40 220 180 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT 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 Mvmt Flow 33 43 43 239 196 16 Number of Lanes 1 1 0 1 1 0 Major/Minor Major 1 Major 2 Conflicting Flow All 530 204 212 0 - 0 Stage 1 204 - - - - - Stage 2 326 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 510 837 1358 - - - Stage 1 830 - - - - - Stage 2 731 - - - - - Time blocked-Platoon, % 0 0 0 - - - Mov Capacity-1 Maneuver 491 837 1358 - - - Mov Capacity-2 Maneuver 491 - - - - - Stage 1 830 - - - - - Stage 2 704 - - - - - Approach EB NB SB HCM Control Delay, s 11 1.2 0 HCM LOS B - - Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Cap, veh/h 1358 - 491 837 - - HCM Control Delay, s 7.739 0 12.9 9.5 - - HCM Lane V/C Ratio 0.03 - 0.07 0.05 - - HCM Lane LOS AABA-- HCM 95th-tile Q, veh 0.1 - 0.2 0.2 - - 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 12/19/2012 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) 205 805 85 265 915 100 120 80 280 120 115 125 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120120111120 Cap, veh/h 415 1607 169 512 1715 188 279 362 308 300 344 308 Arrive On Green 0.12 0.99 0.99 0.19 1.00 1.00 0.05 0.19 0.19 0.05 0.19 0.19 Sat Flow, veh/h 1774 3233 340 1774 3218 352 1774 1863 1583 1774 1770 1583 Grp Volume(v), veh/h 223 479 488 288 547 557 130 87 304 130 125 136 Grp Sat Flow(s),veh/h/ln 1774 1770 1803 1774 1770 1801 1774 1863 1583 1774 1770 1583 Q Serve(g_s), s 7.0 0.4 0.4 9.3 0.0 0.0 6.0 4.8 23.2 6.0 7.4 9.2 Cycle Q Clear(g_c), s 7.0 0.4 0.4 9.3 0.0 0.0 6.0 4.8 23.2 6.0 7.4 9.2 Prop In Lane 1.00 0.19 1.00 0.20 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 415 879 896 512 943 960 279 362 308 300 344 308 V/C Ratio(X) 0.54 0.54 0.54 0.56 0.58 0.58 0.47 0.24 0.99 0.43 0.36 0.44 Avail Cap(c_a), veh/h 415 879 896 521 943 960 279 362 308 300 344 308 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) 0.23 0.23 0.23 0.71 0.71 0.71 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.2 0.2 0.2 8.7 0.0 0.0 39.1 41.2 48.6 38.2 42.3 43.0 Incr Delay (d2), s/veh 0.3 0.6 0.6 1.0 1.8 1.8 1.2 1.6 48.5 1.0 3.0 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 3.1 0.2 0.2 3.1 0.5 0.5 0.8 2.5 13.6 0.6 3.7 4.1 Lane Grp Delay (d), s/veh 13.5 0.8 0.7 9.6 1.8 1.8 40.3 42.8 97.1 39.2 45.2 47.5 Lane Grp LOS BAAAAADDFDDD Approach Vol, veh/h 1190 1392 521 391 Approach Delay, s/veh 3.1 3.4 73.9 44.0 Approach LOS A A E D Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 11.0 66.1 15.4 70.5 10.0 29.5 10.0 29.5 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 59.0 12.0 64.5 6.0 23.0 6.0 23.5 Max Q Clear Time (g_c+I1), s 9.0 2.4 11.3 2.0 8.0 25.2 8.0 9.4 Green Ext Time (p_c), s 0.0 24.7 0.1 25.5 0.0 0.0 0.0 2.8 Intersection Summary HCM 2010 Ctrl Delay 18.4 HCM 2010 LOS B Notes HCM 2010 AWSC Short Term Total Traffic - PM Peak 22: Stanford Road & Swallow Road 12/19/2012 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 11 Intersection Intersection Delay, s/veh 14.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 15 275 70 95 300 5 125 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 76 103 326 5 136 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 16.9 14.3 12.9 9.8 HCM LOS C B B A Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 58% 100% 0% 100% 0% 20% Vol Thru, % 7% 0% 80% 0% 98% 20% Vol Right, % 35% 0% 20% 0% 2% 60% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 215 15 345 95 305 25 LT Vol 15 0 275 0 300 5 Through Vol 75 0 70 0 5 15 RT Vol 125 15 0 95 0 5 Lane Flow Rate 234 16 375 103 332 27 Geometry Grp 277772 Degree of Util (X) 0.39 0.029 0.606 0.183 0.541 0.048 Departure Headway (Hd) 6.01 6.466 5.814 6.396 5.877 6.357 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 598 553 619 561 613 560 Service Time 4.064 4.212 3.56 4.142 3.623 4.437 HCM Lane V/C Ratio 0.391 0.029 0.606 0.184 0.542 0.048 HCM Control Delay 12.9 9.4 17.2 10.6 15.4 9.8 HCM Lane LOS B A C B C A HCM 95th-tile Q 1.8 0.1 4.1 0.7 3.2 0.2 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 12/19/2012 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 12 Intersection Intersection Delay, s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 15 25 15 210 160 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 0 Median Width 12 0 0 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 Mvmt Flow 16 27 16 228 174 16 Number of Lanes 1 1 0 1 1 0 Major/Minor Major 1 Major 2 Conflicting Flow All 443 182 190 0 - 0 Stage 1 182 - - - - - Stage 2 261 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 572 861 1384 - - - Stage 1 849 - - - - - Stage 2 783 - - - - - Time blocked-Platoon, % 0 0 0 - - - Mov Capacity-1 Maneuver 565 861 1384 - - - Mov Capacity-2 Maneuver 565 - - - - - Stage 1 849 - - - - - Stage 2 773 - - - - - Approach EB NB SB HCM Control Delay, s 10.2 0.5 0 HCM LOS B - - Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Cap, veh/h 1384 - 565 861 - - HCM Control Delay, s 7.632 0 11.6 9.3 - - HCM Lane V/C Ratio 0.01 - 0.03 0.03 - - HCM Lane LOS AABA-- HCM 95th-tile Q, veh 0.0 - 0.1 0.1 - - 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 12/19/2012 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 13 Intersection Intersection Delay, s/veh 0.3 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 0 95 1985 95 0 2515 Conflicting Peds, #/hr 0 0 0000 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 150 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 Mvmt Flow 0 103 2158 103 0 2734 Number of Lanes 0 1 3103 Major/Minor Major 1 Major 2 Conflicting Flow All 3251 1079 0 0 2158 0 Stage 1 2158 - ---- Stage 2 1093 - ---- Follow-up Headway 3.82 3.92 - - 3.12 - Pot Capacity-1 Maneuver *183 *447 - - *563 - Stage 1 *459 - ---- Stage 2 *323 - ---- Time blocked-Platoon, % 81 51 - - 51 - Mov Capacity-1 Maneuver *183 *447 - - *563 - Mov Capacity-2 Maneuver *183 - ---- Stage 1 *459 - ---- Stage 2 *323 - ---- Approach WB NB SB HCM Control Delay, s 15.5 0 0 HCM LOS C - - Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Cap, veh/h - - *447 563 - HCM Control Delay, s - - 15.5 0 - HCM Lane V/C Ratio - - 0.23 - - HCM Lane LOS - - C A - HCM 95th-tile Q, veh - - 0.9 0.0 - 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 12/19/2012 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 14 Intersection Intersection Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 25 320 45 20 340 35 35 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 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 Mvmt Flow 27 348 49 22 370 38 38 5 22 43 5 65 Number of Lanes 110110010010 Major/Minor Major 1 Major 2 Minor 1 Minor 2 Conflicting Flow All 408 0 0 397 0 0 894 878 372 872 883 389 Stage 1 ------ 427 427- 432 432- Stage 2 ------ 467 451- 440 451- Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1151 - - 1162 - - 262 287 674 271 285 659 Stage 1 ------ 606 585- 602 582- Stage 2 ------ 576 571- 596 571- Time blocked-Platoon, % 0 - - 0 - - 000000 Mov Capacity-1 Maneuver 1151 - - 1162 - - 225 275 674 250 273 659 Mov Capacity-2 Maneuver ------ 225 275- 250 273- Stage 1 ------ 592 571- 588 571- Stage 2 ------ 504 560- 558 558- Approach EB WB NB SB HCM Control Delay, s 0.5 0.4 20.6 18 HCM LOS - - C C Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Cap, veh/h 295 1151 - - 1162 - - 390 HCM Control Delay, s 20.6 8.203 - - 8.157 - - 18 HCM Lane V/C Ratio 0.22 0.02 - - 0.02 - - 0.29 HCM Lane LOS C A - - A - - C HCM 95th-tile Q, veh 0.8 0.1 - - 0.1 - - 1.2 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 12/19/2012 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 15 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 45 205 5 10 170 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 None None None None None None None None Storage Length 0 0 0 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 Mvmt Flow 65 11 22 5 22 11 49 223 5 11 185 16 Number of Lanes 110010010010 Major/Minor Minor 2 Minor 1 Major 1 Major 2 Conflicting Flow All 555 541 193 554 546 226 201 0 0 228 0 0 Stage 1 215 215 - 323 323 ------- Stage 2 340 326 - 231 223 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 442 448 849 443 445 813 1371 - - 1340 - - Stage 1 787 725 - 689 650 ------- Stage 2 675 648 - 772 719 ------- Time blocked-Platoon, % 0000000--0-- Mov Capacity-1 Maneuver 403 426 849 407 423 813 1371 - - 1340 - - Mov Capacity-2 Maneuver 403 426 - 407 423 ------- Stage 1 755 718 - 661 623 ------- Stage 2 616 621 - 734 713 ------- Approach EB WB NB SB HCM Control Delay, s 13.8 13 1.4 0.4 HCM LOS B B - - Minor Lane / Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Cap, veh/h 1371 - - 403 517 487 1340 - - HCM Control Delay, s 7.723 0 - 15 12.8 13 7.709 0 - HCM Lane V/C Ratio 0.04 - - 0.11 0.11 0.08 0.01 - - HCM Lane LOS A A - C BBAA- HCM 95th-tile Q, veh 0.1 - - 0.4 0.4 0.3 0.0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - PM Peak 36: College Avenue & North Right-In/Out 12/19/2012 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 16 Intersection Intersection Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 0 55 2075 40 0 2530 Conflicting Peds, #/hr 0 0 0000 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 0 Median Width 0 24 24 Grade, % 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2222 Mvmt Flow 0 60 2255 43 0 2750 Number of Lanes 0 1 3003 Major/Minor Major 1 Major 2 Conflicting Flow All 3377 1149 0 0 2299 0 Stage 1 2277 - ---- Stage 2 1100 - ---- Follow-up Headway 3.82 3.92 - - 3.12 - Pot Capacity-1 Maneuver *81 *449 - - 88 - Stage 1 *37 - ---- Stage 2 *323 - ---- Time blocked-Platoon, % 66 51 - - 0 - Mov Capacity-1 Maneuver *81 *449 - - 88 - Mov Capacity-2 Maneuver *81 - ---- Stage 1 *37 - ---- Stage 2 *323 - ---- Approach WB NB SB HCM Control Delay, s 14.2 0 0 HCM LOS B - - Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Cap, veh/h - - *449 88 - HCM Control Delay, s - - 14.2 0 - HCM Lane V/C Ratio - - 0.13 - - HCM Lane LOS - - B A - HCM 95th-tile Q, veh - - 0.5 0.0 - 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 12/19/2012 9/13/2012 Short Term Total Traffic - PM Peak Synchro 8 Report Page 17 Intersection Intersection Delay, s/veh 3.4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 40 70 85 185 145 40 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 0 Median Width 12 0 0 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 Mvmt Flow 43 76 92 201 158 43 Number of Lanes 1 1 0 1 1 0 Major/Minor Major 1 Major 2 Conflicting Flow All 565 179 201 0 - 0 Stage 1 179 - - - - - Stage 2 386 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 486 864 1371 - - - Stage 1 852 - - - - - Stage 2 687 - - - - - Time blocked-Platoon, % 0 0 0 - - - Mov Capacity-1 Maneuver 449 864 1371 - - - Mov Capacity-2 Maneuver 449 - - - - - Stage 1 852 - - - - - Stage 2 635 - - - - - Approach EB NB SB HCM Control Delay, s 11.2 2.5 0 HCM LOS B - - Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Cap, veh/h 1371 - 449 864 - - HCM Control Delay, s 7.815 0 13.9 9.6 - - HCM Lane V/C Ratio 0.07 - 0.10 0.09 - - HCM Lane LOS AABA-- HCM 95th-tile Q, veh 0.2 - 0.3 0.3 - - 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 12/19/2012 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 80 100 135 80 2045 65 185 2105 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 111111130130 Cap, veh/h 228 214 181 220 238 202 176 2865 91 231 3051 86 Arrive On Green 0.04 0.11 0.11 0.06 0.13 0.13 0.04 0.57 0.57 0.07 0.60 0.60 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 5063 161 1774 5084 144 Grp Volume(v), veh/h 65 136 114 87 109 147 87 1486 808 201 1523 830 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1695 1834 1774 1695 1837 Q Serve(g_s), s 3.3 7.3 7.2 4.4 5.7 9.3 2.1 35.3 35.6 5.4 34.0 34.3 Cycle Q Clear(g_c), s 3.3 7.3 7.2 4.4 5.7 9.3 2.1 35.3 35.6 5.4 34.0 34.3 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 228 214 181 220 238 202 176 1919 1038 231 2035 1103 V/C Ratio(X) 0.28 0.64 0.63 0.40 0.46 0.73 0.50 0.77 0.78 0.87 0.75 0.75 Avail Cap(c_a), veh/h 270 465 395 239 465 395 246 1919 1038 241 2035 1103 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 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.4 44.1 44.0 36.9 42.1 43.7 18.7 17.5 17.6 26.9 15.1 15.2 Incr Delay (d2), s/veh 0.7 3.1 3.5 1.2 1.4 5.0 2.2 3.1 5.8 26.3 2.6 4.8 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 1.5 3.7 3.1 2.1 2.8 4.0 1.4 15.1 17.1 7.1 14.1 16.0 Lane Grp Delay (d), s/veh 39.1 47.2 47.6 38.0 43.5 48.7 20.8 20.6 23.3 53.2 17.7 20.0 Lane Grp LOS DDDDDDCCCDBB Approach Vol, veh/h 315 343 2381 2554 Approach Delay, s/veh 45.7 44.4 21.5 21.2 Approach LOS DDCC Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 8.5 18.0 9.9 19.3 7.9 65.0 11.4 68.6 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 9.3 6.4 11.3 4.1 37.3 7.4 36.0 Green Ext Time (p_c), s 0.0 2.1 0.0 2.0 0.1 21.4 0.0 22.7 Intersection Summary HCM 2010 Ctrl Delay 24.2 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Short Term Total Traffic - SAT Peak 2: College Avenue & Foothills PKWY 12/19/2012 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 25 15 20 260 15 150 35 2005 100 335 1935 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 111111131230 Cap, veh/h 115 66 56 363 441 375 48 2399 747 420 3040 48 Arrive On Green 0.04 0.04 0.04 0.15 0.24 0.00 0.04 0.63 0.00 0.24 1.00 1.00 Sat Flow, veh/h 1392 1863 1583 1774 1863 1583 1774 5085 1583 3442 5158 81 Grp Volume(v), veh/h 27 16 22 283 16 0 38 2179 0 364 1382 754 Grp Sat Flow(s),veh/h/ln 1392 1863 1583 1774 1863 1583 1774 1695 1583 1721 1695 1848 Q Serve(g_s), s 2.1 0.9 1.5 16.0 0.7 0.0 2.3 40.5 0.0 11.1 0.0 0.0 Cycle Q Clear(g_c), s 2.1 0.9 1.5 16.0 0.7 0.0 2.3 40.5 0.0 11.1 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 115 66 56 363 441 375 48 2399 747 420 1998 1090 V/C Ratio(X) 0.23 0.24 0.39 0.78 0.04 0.00 0.79 0.91 0.00 0.87 0.69 0.69 Avail Cap(c_a), veh/h 244 239 203 363 614 522 97 2399 747 473 1998 1090 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.8 51.2 51.5 41.7 32.1 0.0 52.3 18.3 0.0 40.4 0.0 0.0 Incr Delay (d2), s/veh 1.0 1.9 4.4 10.4 0.0 0.0 24.2 6.4 0.0 14.4 2.0 3.6 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 0.8 0.5 0.7 8.5 0.3 0.0 1.4 16.1 0.0 5.2 0.6 1.1 Lane Grp Delay (d), s/veh 52.8 53.1 55.9 52.1 32.1 0.0 76.5 24.7 0.0 54.9 2.0 3.6 Lane Grp LOS D D E D C E C D A A Approach Vol, veh/h 65 299 2217 2500 Approach Delay, s/veh 53.9 51.0 25.6 10.2 Approach LOS D D C B Timer Assigned Phs 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 9.9 22.0 31.9 7.0 58.0 19.3 70.4 Change Period (Y+Rc), s 6.0 6.0 6.0 4.0 6.5 6.0 6.0 Max Green Setting (Gmax), s 14.0 16.0 36.0 6.0 51.5 15.0 62.0 Max Q Clear Time (g_c+I1), s 4.1 18.0 2.7 4.3 42.5 13.1 2.0 Green Ext Time (p_c), s 0.1 0.0 0.3 0.0 7.9 0.2 35.0 Intersection Summary HCM 2010 Ctrl Delay 19.9 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 - SAT Peak 4: College Avenue & Horsetooth Road 12/19/2012 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) 255 760 140 245 530 130 225 1655 165 160 1775 285 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120221131131 Cap, veh/h 265 877 161 229 775 347 207 2071 645 166 1902 592 Arrive On Green 0.15 0.29 0.29 0.13 0.44 0.44 0.08 0.41 0.41 0.10 0.75 0.75 Sat Flow, veh/h 1774 2986 549 3442 3539 1583 1774 5085 1583 1774 5085 1583 Grp Volume(v), veh/h 277 490 488 266 576 141 245 1799 179 174 1929 310 Grp Sat Flow(s),veh/h/ln 1774 1770 1766 1721 1770 1583 1774 1695 1583 1774 1695 1583 Q Serve(g_s), s 18.0 32.5 32.5 8.0 16.3 7.3 10.0 39.1 9.1 6.0 45.0 9.8 Cycle Q Clear(g_c), s 18.0 32.5 32.5 8.0 16.3 7.3 10.0 39.1 9.1 6.0 45.0 9.8 Prop In Lane 1.00 0.31 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 265 520 519 229 775 347 207 2071 645 166 1902 592 V/C Ratio(X) 1.04 0.94 0.94 1.16 0.74 0.41 1.18 0.87 0.28 1.05 1.01 0.52 Avail Cap(c_a), veh/h 265 522 521 229 779 349 207 2071 645 166 1902 592 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 0.88 0.88 0.88 1.00 1.00 1.00 0.62 0.62 0.62 Uniform Delay (d), s/veh 51.2 41.5 41.5 52.2 31.0 28.5 36.6 32.7 23.8 33.5 15.2 10.7 Incr Delay (d2), s/veh 67.2 25.6 25.6 107.0 3.4 0.7 120.4 5.3 1.1 67.3 19.9 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 13.2 18.2 18.2 6.7 6.6 2.7 10.3 17.7 3.8 5.4 14.9 2.9 Lane Grp Delay (d), s/veh 118.4 67.1 67.1 159.1 34.4 29.2 157.0 38.0 24.9 100.8 35.1 12.8 Lane Grp LOS F E E F C C F D C F F B Approach Vol, veh/h 1255 983 2223 2413 Approach Delay, s/veh 78.4 67.4 50.1 37.0 Approach LOS E E D D Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 22.0 41.8 13.0 32.8 14.0 55.5 10.0 51.5 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 18.0 35.5 8.0 26.5 10.0 49.0 6.0 44.5 Max Q Clear Time (g_c+I1), s 20.0 34.5 10.0 18.3 12.0 41.1 8.0 47.0 Green Ext Time (p_c), s 0.0 0.8 0.0 5.9 0.0 7.9 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 53.1 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 TWSC Short Term Total Traffic - SAT Peak 11: Mall Entrance & Foothills PKWY/Mathews Street 12/19/2012 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 4 Intersection Intersection Delay, s/veh 10.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 45 190 180 50 175 20 215 5 40 15 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 None None None None None None None None Storage Length 150 0 100 100 100 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 Mvmt Flow 49 207 196 54 190 22 234 5 43 16 5 38 Number of Lanes 111111010010 Major/Minor Major 1 Major 2 Minor 1 Minor 2 Conflicting Flow All 190 0 0 207 0 0 625 603 207 628 603 190 Stage 1 ------ 304 304- 299 299- Stage 2 ------ 321 299- 329 304- Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1384 - - 1364 - - 397 413 833 395 413 852 Stage 1 ------ 705 663- 710 666- Stage 2 ------ 691 666- 684 663- Time blocked-Platoon, % 0 - - 0 - - 000000 Mov Capacity-1 Maneuver 1384 - - 1364 - - 354 383 833 350 383 852 Mov Capacity-2 Maneuver ------ 354 383- 350 383- Stage 1 ------ 680 640- 685 640- Stage 2 ------ 629 640- 620 640- Approach EB WB NB SB HCM Control Delay, s 0.8 1.6 35.3 12.1 HCM LOS - - E B Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Cap, veh/h 389 1384 - - 1364 - - 567 HCM Control Delay, s 35.3 7.696 - - 7.749 - - 12.1 HCM Lane V/C Ratio 0.73 0.04 - - 0.04 - - 0.11 HCM Lane LOS E A - - A - - B HCM 95th-tile Q, veh 5.6 0.1 - - 0.1 - - 0.4 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - SAT Peak 12: Mathews Street & Swallow Road 12/19/2012 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 5 Intersection Intersection Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 265 90 45 245 50 60 Conflicting Peds, #/hr 0000 0 0 Sign Control Free Free Free Free Stop Stop RT 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 Mvmt Flow 288 98 49 266 54 65 Number of Lanes 1011 1 1 Major/Minor Major 1 Major 2 Conflicting Flow All 0 0 386 0 701 337 Stage 1 ---- 337 - Stage 2 ---- 364 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1172 - 405 705 Stage 1 ---- 723 - Stage 2 ---- 703 - Time blocked-Platoon, % - - 0 - 0 0 Mov Capacity-1 Maneuver - - 1172 - 388 705 Mov Capacity-2 Maneuver ---- 495 - Stage 1 ---- 723 - Stage 2 ---- 674 - Approach EB WB NB HCM Control Delay, s 0 1.3 11.8 HCM LOS - - B Minor Lane / Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Cap, veh/h 495 705 - - 1172 - HCM Control Delay, s 13.2 10.6 - - 8.205 - HCM Lane V/C Ratio 0.11 0.09 - - 0.04 - HCM Lane LOS B B - - A - HCM 95th-tile Q, veh 0.4 0.3 - - 0.1 - 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 12/19/2012 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 65 30 70 240 25 235 40 1845 165 225 1950 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 110111130130 Cap, veh/h 318 123 284 308 458 389 144 2622 232 279 3042 62 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.05 1.00 1.00 0.02 0.20 0.20 Sat Flow, veh/h 1093 502 1156 1279 1863 1583 1774 4757 422 1774 5131 104 Grp Volume(v), veh/h 71 0 109 261 27 255 43 1425 759 245 1400 763 Grp Sat Flow(s),veh/h/ln 1093 0 1659 1279 1863 1583 1774 1695 1788 1774 1695 1844 Q Serve(g_s), s 6.3 0.0 6.3 22.7 1.3 17.1 1.2 0.0 0.0 5.8 45.3 45.5 Cycle Q Clear(g_c), s 7.6 0.0 6.3 29.0 1.3 17.1 1.2 0.0 0.0 5.8 45.3 45.5 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 318 0 408 308 458 389 144 1868 986 279 2010 1093 V/C Ratio(X) 0.22 0.00 0.27 0.85 0.06 0.65 0.30 0.76 0.77 0.88 0.70 0.70 Avail Cap(c_a), veh/h 318 0 408 308 458 389 204 1868 986 310 2010 1093 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.41 0.41 0.41 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.9 0.0 35.9 48.2 34.0 40.0 19.3 0.0 0.0 17.3 37.6 37.6 Incr Delay (d2), s/veh 0.4 0.0 0.3 19.4 0.1 3.9 0.5 1.2 2.4 22.2 2.0 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 1.8 0.0 2.7 9.6 0.6 7.3 0.5 0.3 0.7 6.4 21.8 24.3 Lane Grp Delay (d), s/veh 37.3 0.0 36.2 67.6 34.1 43.9 19.8 1.2 2.4 39.5 39.6 41.3 Lane Grp LOS D D E C D B A A D D D Approach Vol, veh/h 180 543 2227 2408 Approach Delay, s/veh 36.6 54.8 2.0 40.1 Approach LOS D D A D Timer Assigned Phs 4 8 5 2 1 6 Phs Duration (G+Y+Rc), s 35.0 35.0 7.0 71.0 11.9 75.9 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 9.6 31.0 3.2 2.0 7.8 47.3 Green Ext Time (p_c), s 2.6 0.0 0.0 60.1 0.2 20.8 Intersection Summary HCM 2010 Ctrl Delay 25.6 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Short Term Total Traffic - SAT Peak 15: Stanford Road & Horsetooth Road 12/19/2012 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) 110 1000 15 55 975 145 10 25 55 130 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120120111111 Cap, veh/h 354 2413 36 453 2061 307 248 310 264 263 310 264 Arrive On Green 0.08 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 3571 53 1774 3091 460 1268 1863 1583 1305 1863 1583 Grp Volume(v), veh/h 120 539 564 60 606 612 11 27 60 141 43 76 Grp Sat Flow(s),veh/h/ln 1774 1770 1853 1774 1770 1782 1268 1863 1583 1305 1863 1583 Q Serve(g_s), s 2.5 0.0 0.0 1.2 20.3 20.4 0.9 1.4 3.8 12.0 2.3 4.9 Cycle Q Clear(g_c), s 2.5 0.0 0.0 1.2 20.3 20.4 3.2 1.4 3.8 13.4 2.3 4.9 Prop In Lane 1.00 0.03 1.00 0.26 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 354 1196 1253 453 1180 1188 248 310 264 263 310 264 V/C Ratio(X) 0.34 0.45 0.45 0.13 0.51 0.52 0.04 0.09 0.23 0.54 0.14 0.29 Avail Cap(c_a), veh/h 408 1196 1253 553 1180 1188 248 310 264 263 310 264 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) 0.85 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 7.5 0.0 0.0 5.6 9.9 9.9 42.9 41.2 42.2 46.9 41.6 42.7 Incr Delay (d2), s/veh 0.5 1.1 1.0 0.1 1.6 1.6 0.3 0.6 2.0 7.6 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 8.6 8.7 0.3 0.7 1.7 4.6 1.2 2.2 Lane Grp Delay (d), s/veh 7.9 1.1 1.0 5.7 11.5 11.5 43.3 41.8 44.2 54.5 42.5 45.4 Lane Grp LOS AAAABBDDDDDD Approach Vol, veh/h 1223 1278 98 260 Approach Delay, s/veh 1.7 11.2 43.4 49.9 Approach LOS A B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 8.5 84.6 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 4.5 2.0 3.2 22.3 5.8 15.4 Green Ext Time (p_c), s 0.1 33.6 0.0 29.8 1.1 0.5 Intersection Summary HCM 2010 Ctrl Delay 11.8 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 12/19/2012 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 8 Intersection Intersection Delay, s/veh 21.9 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 200 140 25 75 185 25 35 200 130 15 160 215 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 217 152 27 82 201 27 38 217 141 16 174 234 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 21.4 22.5 23.3 20.5 HCM LOS CCCC Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 15% 0% 100% 0% 0% 100% 0% 9% 0% Vol Thru, % 85% 0% 0% 100% 0% 0% 88% 91% 0% Vol Right, % 0% 100% 0% 0% 100% 0% 12% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 235 130 200 140 25 75 210 175 215 LT Vol 200 0 0 140 0 0 185 160 0 Through Vol 0 130 0 0 25 0 25 0 215 RT Vol 35 0 200 0 0 75 0 15 0 Lane Flow Rate 255 141 217 152 27 82 228 190 234 Geometry Grp 888888888 Degree of Util (X) 0.653 0.33 0.584 0.387 0.064 0.225 0.592 0.483 0.543 Departure Headway (Hd) 9.2 8.402 9.678 9.159 8.433 9.944 9.336 9.138 8.372 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 391 427 372 393 423 360 386 394 430 Service Time 6.977 6.178 7.455 6.936 6.21 7.725 7.116 6.915 6.148 HCM Lane V/C Ratio 0.652 0.33 0.583 0.387 0.064 0.228 0.591 0.482 0.544 HCM Control Delay 27.8 15.3 25.3 17.6 11.8 15.6 24.9 20.2 20.7 HCM Lane LOS DCDCBCCCC HCM 95th-tile Q 4.5 1.4 3.6 1.8 0.2 0.9 3.7 2.5 3.2 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 12/19/2012 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 9 Intersection Intersection Delay, s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 25 40 30 250 175 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT 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 Mvmt Flow 27 43 33 272 190 22 Number of Lanes 1 1 0 1 1 0 Major/Minor Major 1 Major 2 Conflicting Flow All 538 201 212 0 - 0 Stage 1 201 - - - - - Stage 2 337 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 504 840 1358 - - - Stage 1 833 - - - - - Stage 2 723 - - - - - Time blocked-Platoon, % 0 0 0 - - - Mov Capacity-1 Maneuver 489 840 1358 - - - Mov Capacity-2 Maneuver 489 - - - - - Stage 1 833 - - - - - Stage 2 702 - - - - - Approach EB NB SB HCM Control Delay, s 10.8 0.8 0 HCM LOS B - - Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Cap, veh/h 1358 - 489 840 - - HCM Control Delay, s 7.716 0 12.8 9.5 - - HCM Lane V/C Ratio 0.02 - 0.06 0.05 - - HCM Lane LOS AABA-- HCM 95th-tile Q, veh 0.1 - 0.2 0.2 - - 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 12/19/2012 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) 235 735 120 225 700 125 100 80 255 135 90 130 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120120111120 Cap, veh/h 528 1588 258 526 1576 282 266 299 392 298 285 255 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 3049 496 1774 3001 536 1774 1863 1583 1774 1770 1583 Grp Volume(v), veh/h 255 464 465 245 449 448 109 87 277 147 98 141 Grp Sat Flow(s),veh/h/ln 1774 1770 1775 1774 1770 1768 1774 1863 1583 1774 1770 1583 Q Serve(g_s), s 8.8 0.0 0.0 8.1 0.0 0.0 6.1 5.0 19.3 8.0 5.9 9.9 Cycle Q Clear(g_c), s 8.8 0.0 0.0 8.1 0.0 0.0 6.1 5.0 19.3 8.0 5.9 9.9 Prop In Lane 1.00 0.28 1.00 0.30 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 528 922 925 526 929 929 266 299 392 298 285 255 V/C Ratio(X) 0.48 0.50 0.50 0.47 0.48 0.48 0.41 0.29 0.71 0.49 0.34 0.55 Avail Cap(c_a), veh/h 528 922 925 636 929 929 267 299 392 298 285 255 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) 0.36 0.36 0.36 0.85 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.2 0.0 0.0 9.6 0.0 0.0 39.0 44.7 41.5 39.7 45.0 46.7 Incr Delay (d2), s/veh 0.2 0.7 0.7 0.5 1.5 1.5 1.0 2.4 10.3 1.3 3.3 8.3 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 3.0 0.2 0.2 2.9 0.4 0.4 2.8 2.6 8.9 3.9 3.0 4.7 Lane Grp Delay (d), s/veh 10.5 0.7 0.7 10.2 1.5 1.5 40.0 47.1 51.7 41.0 48.3 55.0 Lane Grp LOS BAABAADDDDDE Approach Vol, veh/h 1184 1142 473 386 Approach Delay, s/veh 2.8 3.4 48.2 48.0 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 10.8 2.0 10.1 2.0 8.1 21.3 10.0 7.9 Green Ext Time (p_c), s 0.0 19.5 0.4 20.2 0.0 0.0 0.0 2.3 Intersection Summary HCM 2010 Ctrl Delay 15.2 HCM 2010 LOS B Notes HCM 2010 AWSC Short Term Total Traffic - SAT Peak 22: Stanford Road & Swallow Road 12/19/2012 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 11 Intersection Intersection Delay, s/veh 11.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 25 215 75 85 170 10 90 10 80 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 27 234 82 92 185 11 98 11 87 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 12.5 10.5 10.7 8.9 HCM LOS BBBA Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 50% 100% 0% 100% 0% 14% Vol Thru, % 6% 0% 74% 0% 94% 14% Vol Right, % 44% 0% 26% 0% 6% 71% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 180 25 290 85 180 35 LT Vol 10 0 215 0 170 5 Through Vol 80 0 75 0 10 25 RT Vol 90 25 0 85 0 5 Lane Flow Rate 196 27 315 92 196 38 Geometry Grp 277772 Degree of Util (X) 0.29 0.046 0.472 0.157 0.303 0.058 Departure Headway (Hd) 5.461 6.076 5.388 6.12 5.575 5.529 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 661 592 671 589 648 648 Service Time 3.461 3.786 3.097 3.83 3.285 3.56 HCM Lane V/C Ratio 0.297 0.046 0.469 0.156 0.302 0.059 HCM Control Delay 10.7 9.1 12.8 10 10.7 8.9 HCM Lane LOS BABABA HCM 95th-tile Q 1.2 0.1 2.5 0.6 1.3 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 12/19/2012 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 12 Intersection Intersection Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 15 35 20 165 180 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 0 Median Width 12 0 0 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 Mvmt Flow 16 38 22 179 196 22 Number of Lanes 1 1 0 1 1 0 Major/Minor Major 1 Major 2 Conflicting Flow All 430 207 217 0 - 0 Stage 1 207 - - - - - Stage 2 223 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 582 833 1353 - - - Stage 1 828 - - - - - Stage 2 814 - - - - - Time blocked-Platoon, % 0 0 0 - - - Mov Capacity-1 Maneuver 572 833 1353 - - - Mov Capacity-2 Maneuver 572 - - - - - Stage 1 828 - - - - - Stage 2 799 - - - - - Approach EB NB SB HCM Control Delay, s 10.1 0.8 0 HCM LOS B - - Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Cap, veh/h 1353 - 572 833 - - HCM Control Delay, s 7.704 0 11.5 9.5 - - HCM Lane V/C Ratio 0.02 - 0.03 0.05 - - HCM Lane LOS AABA-- HCM 95th-tile Q, veh 0.0 - 0.1 0.1 - - 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 12/19/2012 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 13 Intersection Intersection Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 0 120 2025 125 0 2210 Conflicting Peds, #/hr 0 0 0000 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 150 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 Mvmt Flow 0 130 2201 136 0 2402 Number of Lanes 0 1 3103 Major/Minor Major 1 Major 2 Conflicting Flow All 3162 1101 0 0 2201 0 Stage 1 2201 - ---- Stage 2 961 - ---- Follow-up Headway 3.82 3.92 - - 3.12 - Pot Capacity-1 Maneuver *43 *425 - - *535 - Stage 1 *436 - ---- Stage 2 *391 - ---- Time blocked-Platoon, % 95 54 - - 54 - Mov Capacity-1 Maneuver *43 *425 - - *535 - Mov Capacity-2 Maneuver *43 - ---- Stage 1 *436 - ---- Stage 2 *391 - ---- Approach WB NB SB HCM Control Delay, s 17.2 0 0 HCM LOS C - - Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Cap, veh/h - - *425 535 - HCM Control Delay, s - - 17.2 0 - HCM Lane V/C Ratio - - 0.31 - - HCM Lane LOS - - C A - HCM 95th-tile Q, veh - - 1.3 0.0 - 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 12/19/2012 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 14 Intersection Intersection Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 15 305 60 25 250 20 30 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 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 Mvmt Flow 16 332 65 27 272 22 33 5 33 22 5 38 Number of Lanes 110110010010 Major/Minor Major 1 Major 2 Minor 1 Minor 2 Conflicting Flow All 293 0 0 397 0 0 756 745 364 753 766 283 Stage 1 ------ 397 397- 337 337- Stage 2 ------ 359 348- 416 429- Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1269 - - 1162 - - 325 342 681 326 333 756 Stage 1 ------ 629 603- 677 641- Stage 2 ------ 659 634- 614 584- Time blocked-Platoon, % 0 - - 0 - - 000000 Mov Capacity-1 Maneuver 1269 - - 1162 - - 296 330 681 298 321 756 Mov Capacity-2 Maneuver ------ 296 330- 298 321- Stage 1 ------ 621 595- 668 626- Stage 2 ------ 606 619- 572 577- Approach EB WB NB SB HCM Control Delay, s 0.3 0.7 15.8 14 HCM LOS - - C B Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Cap, veh/h 405 1269 - - 1162 - - 465 HCM Control Delay, s 15.8 7.874 - - 8.172 - - 14 HCM Lane V/C Ratio 0.17 0.01 - - 0.02 - - 0.14 HCM Lane LOS C A - - A - - B HCM 95th-tile Q, veh 0.6 0.0 - - 0.1 - - 0.5 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 12/19/2012 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 15 Intersection Intersection Delay, s/veh 4.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 35 25 35 10 25 35 60 205 10 20 150 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 None None None None None None None None Storage Length 0 0 0 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 Mvmt Flow 38 27 38 11 27 38 65 223 11 22 163 43 Number of Lanes 110010010010 Major/Minor Minor 2 Minor 1 Major 1 Major 2 Conflicting Flow All 619 592 185 620 609 228 207 0 0 234 0 0 Stage 1 228 228 - 359 359 ------- Stage 2 391 364 - 261 250 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 401 419 857 400 410 811 1364 - - 1333 - - Stage 1 775 715 - 659 627 ------- Stage 2 633 624 - 744 700 ------- Time blocked-Platoon, % 0000000--0-- Mov Capacity-1 Maneuver 341 388 857 342 380 811 1364 - - 1333 - - Mov Capacity-2 Maneuver 341 388 - 342 380 ------- Stage 1 732 701 - 623 593 ------- Stage 2 544 590 - 670 687 ------- Approach EB WB NB SB HCM Control Delay, s 14.1 13.4 1.7 0.7 HCM LOS B B - - Minor Lane / Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Cap, veh/h 1364 - - 341 514 507 1333 - - HCM Control Delay, s 7.772 0 - 16.4 13.3 13.4 7.745 0 - HCM Lane V/C Ratio 0.05 - - 0.07 0.15 0.15 0.02 - - HCM Lane LOS A A - C BBAA- HCM 95th-tile Q, veh 0.2 - - 0.2 0.5 0.5 0.1 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Short Term Total Traffic - SAT Peak 36: College Avenue & North Right-In/Out 12/19/2012 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 16 Intersection Intersection Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 0 70 2135 55 0 2295 Conflicting Peds, #/hr 0 0 0000 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 0 Median Width 0 24 24 Grade, % 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2222 Mvmt Flow 0 76 2321 60 0 2495 Number of Lanes 0 1 3003 Major/Minor Major 1 Major 2 Conflicting Flow All 3349 1190 0 0 2380 0 Stage 1 2351 - ---- Stage 2 998 - ---- Follow-up Headway 3.82 3.92 - - 3.12 - Pot Capacity-1 Maneuver *63 *449 - - 80 - Stage 1 *34 - ---- Stage 2 *369 - ---- Time blocked-Platoon, % 61 51 - - 0 - Mov Capacity-1 Maneuver *63 *449 - - 80 - Mov Capacity-2 Maneuver *63 - ---- Stage 1 *34 - ---- Stage 2 *369 - ---- Approach WB NB SB HCM Control Delay, s 14.6 0 0 HCM LOS B - - Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Cap, veh/h - - *449 80 - HCM Control Delay, s - - 14.6 0 - HCM Lane V/C Ratio - - 0.17 - - HCM Lane LOS - - B A - HCM 95th-tile Q, veh - - 0.6 0.0 - 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 12/19/2012 9/13/2012 Short Term Total Traffic - SAT Peak Synchro 8 Report Page 17 Intersection Intersection Delay, s/veh 4.1 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 50 90 115 175 140 55 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 0 Median Width 12 0 0 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 Mvmt Flow 54 98 125 190 152 60 Number of Lanes 1 1 0 1 1 0 Major/Minor Major 1 Major 2 Conflicting Flow All 622 182 212 0 - 0 Stage 1 182 - - - - - Stage 2 440 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 450 861 1358 - - - Stage 1 849 - - - - - Stage 2 649 - - - - - Time blocked-Platoon, % 0 0 0 - - - Mov Capacity-1 Maneuver 404 861 1358 - - - Mov Capacity-2 Maneuver 404 - - - - - Stage 1 849 - - - - - Stage 2 582 - - - - - Approach EB NB SB HCM Control Delay, s 11.7 3.1 0 HCM LOS B - - Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Cap, veh/h 1358 - 404 861 - - HCM Control Delay, s 7.92 0 15.3 9.7 - - HCM Lane V/C Ratio 0.09 - 0.14 0.11 - - HCM Lane LOS A A C A - - HCM 95th-tile Q, veh 0.3 - 0.5 0.4 - - 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 12/19/2012 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 45 160 60 2500 110 240 2900 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 111111130130 Cap, veh/h 168 109 93 344 315 268 121 2700 118 225 3099 42 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 4997 218 1774 5170 70 Grp Volume(v), veh/h 27 43 54 250 49 174 65 1832 1005 261 2062 1133 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1695 1824 1774 1695 1850 Q Serve(g_s), s 1.6 2.5 3.7 12.4 2.5 11.4 1.8 60.0 60.0 10.0 66.5 66.5 Cycle Q Clear(g_c), s 1.6 2.5 3.7 12.4 2.5 11.4 1.8 60.0 60.0 10.0 66.5 66.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.12 1.00 0.04 Lane Grp Cap(c), veh/h 168 109 93 344 315 268 121 1832 986 225 2032 1109 V/C Ratio(X) 0.16 0.40 0.58 0.73 0.16 0.65 0.54 1.00 1.02 1.16 1.01 1.02 Avail Cap(c_a), veh/h 244 235 200 367 386 328 242 1832 986 225 2032 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 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.8 50.4 51.0 31.6 39.4 43.1 26.8 25.5 25.5 39.7 22.2 22.2 Incr Delay (d2), s/veh 0.4 2.3 5.7 6.6 0.2 3.2 3.6 21.1 33.5 110.7 23.7 32.6 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 1.7 6.2 1.2 4.8 1.1 30.0 35.7 13.3 33.2 39.0 Lane Grp Delay (d), s/veh 48.3 52.7 56.7 38.2 39.6 46.3 30.4 46.6 59.0 150.4 46.0 54.9 Lane Grp LOS D D E DDDCFFFFF Approach Vol, veh/h 124 473 2902 3456 Approach Delay, s/veh 53.5 41.3 50.5 56.8 Approach LOS D D D E Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 6.3 12.5 18.5 24.8 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 13.4 3.8 62.0 12.0 68.5 Green Ext Time (p_c), s 0.0 0.8 0.1 0.9 0.1 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 53.1 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 12/19/2012 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 15 10 40 210 10 120 30 2565 75 245 2990 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 111111131230 Cap, veh/h 126 79 67 297 372 317 41 2712 844 328 3269 27 Arrive On Green 0.04 0.04 0.04 0.10 0.20 0.00 0.02 0.36 0.00 0.19 1.00 1.00 Sat Flow, veh/h 1398 1863 1583 1774 1863 1583 1774 5085 1583 3442 5202 43 Grp Volume(v), veh/h 16 11 43 228 11 0 33 2788 0 266 2115 1162 Grp Sat Flow(s),veh/h/ln 1398 1863 1583 1774 1863 1583 1774 1695 1583 1721 1695 1855 Q Serve(g_s), s 1.2 0.6 2.9 11.0 0.5 0.0 2.0 57.5 0.0 8.0 0.0 0.0 Cycle Q Clear(g_c), s 1.2 0.6 2.9 11.0 0.5 0.0 2.0 57.5 0.0 8.0 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 126 79 67 297 372 317 41 2712 844 328 2130 1166 V/C Ratio(X) 0.13 0.14 0.64 0.77 0.03 0.00 0.80 1.03 0.00 0.81 0.99 1.00 Avail Cap(c_a), veh/h 235 225 191 297 518 441 132 2712 844 479 2130 1166 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.0 49.7 50.8 43.9 34.7 0.0 52.8 34.7 0.0 42.7 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.8 9.8 11.5 0.0 0.0 28.1 25.0 0.0 6.6 17.9 25.6 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 0.5 0.3 0.2 1.8 0.2 0.0 1.2 31.8 0.0 3.5 5.3 8.3 Lane Grp Delay (d), s/veh 50.5 50.5 60.7 55.4 34.7 0.0 80.9 59.6 0.0 49.4 17.9 25.6 Lane Grp LOS D D E E C F F D B C Approach Vol, veh/h 70 239 2821 3543 Approach Delay, s/veh 56.8 54.5 59.9 22.8 Approach LOS E D E C Timer Assigned Phs 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 10.6 17.0 27.6 6.5 64.0 16.3 73.8 Change Period (Y+Rc), s 6.0 6.0 6.0 4.0 6.5 6.0 6.0 Max Green Setting (Gmax), s 13.0 11.0 30.0 8.0 57.5 15.0 66.0 Max Q Clear Time (g_c+I1), s 4.9 13.0 2.5 4.0 59.5 10.0 2.0 Green Ext Time (p_c), s 0.1 0.0 0.2 0.0 0.0 0.3 58.3 Intersection Summary HCM 2010 Ctrl Delay 40.0 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 4: College Avenue & Horsetooth Road 12/19/2012 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) 190 965 105 205 980 155 215 2140 135 175 2570 300 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120221131131 Cap, veh/h 191 762 83 257 749 335 164 2279 710 165 2279 710 Arrive On Green 0.11 0.24 0.24 0.07 0.21 0.21 0.06 0.45 0.45 0.12 0.90 0.90 Sat Flow, veh/h 1774 3221 350 3442 3539 1583 1774 5085 1583 1774 5085 1583 Grp Volume(v), veh/h 207 576 587 223 1065 168 234 2326 147 190 2793 326 Grp Sat Flow(s),veh/h/ln 1774 1770 1801 1721 1770 1583 1774 1695 1583 1774 1695 1583 Q Serve(g_s), s 13.0 28.5 28.5 7.7 25.5 11.3 7.0 54.0 6.8 7.0 54.0 4.4 Cycle Q Clear(g_c), s 13.0 28.5 28.5 7.7 25.5 11.3 7.0 54.0 6.8 7.0 54.0 4.4 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 191 419 426 257 749 335 164 2279 710 165 2279 710 V/C Ratio(X) 1.08 1.38 1.38 0.87 1.42 0.50 1.43 1.02 0.21 1.15 1.23 0.46 Avail Cap(c_a), veh/h 191 419 426 257 749 335 164 2279 710 165 2279 710 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 0.53 0.53 0.53 1.00 1.00 1.00 0.15 0.15 0.15 Uniform Delay (d), s/veh 53.8 46.0 46.0 55.2 47.5 41.9 33.3 33.3 20.2 29.6 6.2 3.7 Incr Delay (d2), s/veh 88.5 183.8 184.3 15.2 194.1 0.6 223.7 24.3 0.7 78.7 102.2 0.3 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 10.7 34.3 34.9 4.0 31.7 4.6 12.8 27.9 2.8 6.0 24.1 1.1 Lane Grp Delay (d), s/veh 142.2 229.8 230.3 70.4 241.6 42.5 257.0 57.5 20.9 108.3 108.4 4.0 Lane Grp LOS F F F E F D F F C F F A Approach Vol, veh/h 1370 1456 2707 3309 Approach Delay, s/veh 216.8 192.4 72.8 98.1 Approach LOS F F E F Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 17.0 35.0 14.0 32.0 11.0 60.5 11.0 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 13.0 28.5 9.0 25.5 7.0 54.0 7.0 53.5 Max Q Clear Time (g_c+I1), s 15.0 30.5 9.7 27.5 9.0 56.0 9.0 56.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 124.3 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 13: College Avenue & Monroe Drive 12/19/2012 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 45 25 60 165 35 235 30 2330 195 145 3080 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 110111130130 Cap, veh/h 265 99 239 266 381 324 102 2859 234 184 3305 32 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.02 0.60 0.60 0.08 0.85 0.85 Sat Flow, veh/h 1082 486 1170 1299 1863 1583 1774 4791 393 1774 5193 51 Grp Volume(v), veh/h 49 0 92 179 38 255 33 1777 968 158 2182 1199 Grp Sat Flow(s),veh/h/ln 1082 0 1656 1299 1863 1583 1774 1695 1793 1774 1695 1854 Q Serve(g_s), s 4.5 0.0 5.5 15.8 1.9 17.9 0.8 52.1 55.5 5.3 74.7 74.7 Cycle Q Clear(g_c), s 6.5 0.0 5.5 21.3 1.9 17.9 0.8 52.1 55.5 5.3 74.7 74.7 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 265 0 339 266 381 324 102 2023 1070 184 2158 1180 V/C Ratio(X) 0.19 0.00 0.27 0.67 0.10 0.79 0.32 0.88 0.90 0.86 1.01 1.02 Avail Cap(c_a), veh/h 283 0 367 289 413 351 168 2023 1070 195 2158 1180 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.13 0.13 0.13 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.5 0.0 39.3 48.2 37.9 44.2 29.5 20.0 20.7 35.4 9.0 9.0 Incr Delay (d2), s/veh 0.3 0.0 0.4 5.4 0.1 10.6 0.2 0.8 2.0 28.4 22.2 30.3 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 1.3 0.0 2.4 5.7 0.9 8.2 0.6 21.5 24.5 6.1 23.6 28.5 Lane Grp Delay (d), s/veh 40.8 0.0 39.7 53.7 38.0 54.8 29.8 20.9 22.7 63.8 31.2 39.3 Lane Grp LOS D DDDDCCCEFF Approach Vol, veh/h 141 472 2778 3539 Approach Delay, s/veh 40.1 53.0 21.6 35.4 Approach LOS DDCD Timer Assigned Phs 4 8 5 2 1 6 Phs Duration (G+Y+Rc), s 30.0 30.0 6.6 76.0 11.3 80.7 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 8.5 23.3 2.8 54.1 7.3 76.7 Green Ext Time (p_c), s 2.2 0.7 0.0 15.9 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 31.2 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Long Term Total Traffic - PM Peak 15: Stanford Road & Horsetooth Road 12/19/2012 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) 100 1585 20 110 1710 125 25 30 135 150 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120120111111 Cap, veh/h 184 2385 30 277 2238 162 227 295 250 236 295 250 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 3579 46 1774 3348 242 1241 1863 1583 1199 1863 1583 Grp Volume(v), veh/h 109 851 894 120 972 1023 27 33 147 163 60 82 Grp Sat Flow(s),veh/h/ln 1774 1770 1855 1774 1770 1820 1241 1863 1583 1199 1863 1583 Q Serve(g_s), s 2.2 16.8 16.9 2.3 44.7 47.1 2.1 1.7 9.5 14.9 3.1 5.1 Cycle Q Clear(g_c), s 2.2 16.8 16.9 2.3 44.7 47.1 5.2 1.7 9.5 16.6 3.1 5.1 Prop In Lane 1.00 0.02 1.00 0.13 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 184 1179 1236 277 1183 1217 227 295 250 236 295 250 V/C Ratio(X) 0.59 0.72 0.72 0.43 0.82 0.84 0.12 0.11 0.59 0.69 0.20 0.33 Avail Cap(c_a), veh/h 342 1179 1236 431 1183 1217 227 295 250 236 295 250 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 22.9 3.0 3.1 7.4 13.5 13.9 42.8 39.9 43.2 47.0 40.5 41.4 Incr Delay (d2), s/veh 2.0 2.6 2.5 1.1 6.5 7.1 1.1 0.8 9.7 15.2 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 3.2 3.7 3.8 0.9 19.9 21.7 0.8 0.9 4.5 5.6 1.6 2.3 Lane Grp Delay (d), s/veh 24.9 5.6 5.5 8.5 20.0 21.0 43.9 40.7 53.0 62.3 42.1 44.8 Lane Grp LOS C AAABCDDDEDD Approach Vol, veh/h 1854 2115 207 305 Approach Delay, s/veh 6.7 19.8 49.8 53.6 Approach LOS A B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 8.2 79.3 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 4.2 18.8 4.3 46.7 11.5 18.6 Green Ext Time (p_c), s 0.2 50.9 0.2 26.3 1.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 18.1 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 18: JFK Parkway & Horsetooth Road 12/19/2012 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 205 1065 85 265 1220 100 120 80 280 120 115 125 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120120111120 Cap, veh/h 393 1633 130 454 1693 139 283 339 452 293 281 252 Arrive On Green 0.17 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 3322 264 1774 3313 271 1774 1863 1583 1774 1770 1583 Grp Volume(v), veh/h 223 616 634 288 706 729 130 87 304 130 125 136 Grp Sat Flow(s),veh/h/ln 1774 1770 1816 1774 1770 1815 1774 1863 1583 1774 1770 1583 Q Serve(g_s), s 7.5 2.3 2.3 9.5 0.0 0.0 6.8 4.7 19.8 6.0 7.4 9.2 Cycle Q Clear(g_c), s 7.5 2.3 2.3 9.5 0.0 0.0 6.8 4.7 19.8 6.0 7.4 9.2 Prop In Lane 1.00 0.15 1.00 0.15 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 393 870 893 454 904 927 283 339 452 293 281 252 V/C Ratio(X) 0.57 0.71 0.71 0.63 0.78 0.79 0.46 0.26 0.67 0.44 0.44 0.54 Avail Cap(c_a), veh/h 457 870 893 575 904 927 288 339 452 293 281 252 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 0.45 0.45 0.45 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.0 0.5 0.5 9.4 0.0 0.0 35.0 40.9 36.8 39.6 44.3 45.1 Incr Delay (d2), s/veh 0.1 0.5 0.4 0.7 3.1 3.1 1.2 1.8 7.8 1.1 5.0 8.1 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 %ile Back of Q (50%), veh/ln 2.7 0.4 0.4 3.2 0.8 0.8 3.2 2.4 8.9 0.5 3.8 4.3 Lane Grp Delay (d), s/veh 11.1 1.0 1.0 10.0 3.1 3.1 36.2 42.7 44.6 40.6 49.4 53.2 Lane Grp LOS BAABAADDDDDD Approach Vol, veh/h 1473 1723 521 391 Approach Delay, s/veh 2.5 4.3 42.2 47.8 Approach LOS A A D D Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 13.8 63.2 16.1 65.5 12.7 27.2 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 9.5 4.3 11.5 2.0 8.8 21.8 8.0 9.4 Green Ext Time (p_c), s 0.3 34.2 0.6 38.2 0.0 0.0 0.0 2.2 Intersection Summary HCM 2010 Ctrl Delay 12.6 HCM 2010 LOS B Notes HCM 2010 TWSC Long Term Total Traffic - PM Peak 25: College Avenue & South Right In/Out 12/19/2012 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 7 Intersection Intersection Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 0 95 2580 95 0 3245 Conflicting Peds, #/hr 0 0 0000 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 150 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 Mvmt Flow 0 103 2804 103 0 3527 Number of Lanes 0 1 3103 Major/Minor Major 1 Major 2 Conflicting Flow All 4215 1402 0 0 2804 0 Stage 1 2804 - ---- Stage 2 1411 - ---- Follow-up Headway 3.82 3.92 - - 3.12 - Pot Capacity-1 Maneuver 7 *293 - - *368 - Stage 1 17 - ---- Stage 2 170 - ---- Time blocked-Platoon, % 85 68 - - 68 - Mov Capacity-1 Maneuver 7 *293 - - *368 - Mov Capacity-2 Maneuver 7 - ---- Stage 1 17 - ---- Stage 2 170 - ---- Approach WB NB SB HCM Control Delay, s 23.8 0 0 HCM LOS C - - Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Cap, veh/h - - *293 368 - HCM Control Delay, s - - 23.8 0 - HCM Lane V/C Ratio - - 0.35 - - HCM Lane LOS - - C A - HCM 95th-tile Q, veh - - 1.5 0.0 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Long Term Total Traffic - PM Peak 36: College Avenue & North Right-In/Out 12/19/2012 9/13/2012 Long Term Total Traffic - PM Peak Synchro 8 Report Page 8 Intersection Intersection Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 0 55 2665 40 0 3265 Conflicting Peds, #/hr 0 0 0000 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 0 Median Width 0 24 24 Grade, % 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2222 Mvmt Flow 0 60 2897 43 0 3549 Number of Lanes 0 1 3003 Major/Minor Major 1 Major 2 Conflicting Flow All 4338 1470 0 0 2940 0 Stage 1 2918 - ---- Stage 2 1420 - ---- Follow-up Headway 3.82 3.92 - - 3.12 - Pot Capacity-1 Maneuver *2 *449 - - 41 - Stage 1 *14 - ---- Stage 2 *142 - ---- Time blocked-Platoon, % 85 51 - - 0 - Mov Capacity-1 Maneuver *2 *449 - - 41 - Mov Capacity-2 Maneuver *2 - ---- Stage 1 *14 - ---- Stage 2 *142 - ---- Approach WB NB SB HCM Control Delay, s 14.2 0 0 HCM LOS B - - Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Cap, veh/h - - *449 41 - HCM Control Delay, s - - 14.2 0 - HCM Lane V/C Ratio - - 0.13 - - HCM Lane LOS - - B A - HCM 95th-tile Q, veh - - 0.5 0.0 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 Signalized Intersection Summary Long Term Total Traffic - SAT Peak 1: College Avenue & Swallow Road 12/19/2012 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 80 100 135 80 2585 65 185 2655 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 111111130130 Cap, veh/h 228 213 181 220 237 202 142 2786 70 231 3069 69 Arrive On Green 0.04 0.11 0.11 0.06 0.13 0.13 0.04 0.55 0.55 0.09 0.60 0.60 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 5102 128 1774 5118 114 Grp Volume(v), veh/h 65 136 114 87 109 147 87 1860 1021 201 1905 1046 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1695 1840 1774 1695 1843 Q Serve(g_s), s 3.3 7.3 7.2 4.4 5.7 9.3 2.2 57.0 57.0 7.5 53.6 54.9 Cycle Q Clear(g_c), s 3.3 7.3 7.2 4.4 5.7 9.3 2.2 57.0 57.0 7.5 53.6 54.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.07 1.00 0.06 Lane Grp Cap(c), veh/h 228 213 181 220 237 202 142 1851 1005 231 2033 1105 V/C Ratio(X) 0.28 0.64 0.63 0.40 0.46 0.73 0.61 1.00 1.02 0.87 0.94 0.95 Avail Cap(c_a), veh/h 270 464 394 238 464 394 211 1851 1005 239 2033 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 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.5 44.1 44.1 36.9 42.2 43.8 24.8 23.7 23.7 34.8 19.1 19.4 Incr Delay (d2), s/veh 0.7 3.1 3.5 1.2 1.4 5.0 4.2 22.0 32.5 26.8 9.8 17.0 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 1.5 3.7 3.1 2.1 2.8 4.0 1.4 28.8 34.2 7.1 23.7 28.8 Lane Grp Delay (d), s/veh 39.2 47.3 47.6 38.1 43.6 48.8 29.0 45.7 56.2 61.6 28.9 36.4 Lane Grp LOS DDDDDDCFFECD Approach Vol, veh/h 315 343 2968 3152 Approach Delay, s/veh 45.7 44.4 48.9 33.5 Approach LOS DDDC Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 8.5 18.0 9.9 19.3 7.9 63.0 13.5 68.6 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 9.3 6.4 11.3 4.2 59.0 9.5 55.6 Green Ext Time (p_c), s 0.0 2.1 0.0 2.0 0.1 0.0 0.0 3.4 Intersection Summary HCM 2010 Ctrl Delay 41.3 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary Long Term Total Traffic - SAT Peak 2: College Avenue & Foothills PKWY 12/19/2012 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 25 15 20 260 15 150 35 2580 100 335 2535 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 111111131230 Cap, veh/h 113 65 55 324 400 340 48 2534 789 417 3184 38 Arrive On Green 0.04 0.04 0.04 0.13 0.21 0.00 0.05 1.00 0.00 0.24 1.00 1.00 Sat Flow, veh/h 1392 1863 1583 1774 1863 1583 1774 5085 1583 3442 5180 62 Grp Volume(v), veh/h 27 16 22 283 16 0 38 2804 0 364 1800 988 Grp Sat Flow(s),veh/h/ln 1392 1863 1583 1774 1863 1583 1774 1695 1583 1721 1695 1852 Q Serve(g_s), s 2.1 0.9 1.5 14.0 0.8 0.0 2.4 55.5 0.0 11.3 0.0 0.0 Cycle Q Clear(g_c), s 2.1 0.9 1.5 14.0 0.8 0.0 2.4 55.5 0.0 11.3 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 113 65 55 324 400 340 48 2534 789 417 2084 1138 V/C Ratio(X) 0.24 0.25 0.40 0.87 0.04 0.00 0.79 1.11 0.00 0.87 0.86 0.87 Avail Cap(c_a), veh/h 215 201 171 324 535 455 96 2534 789 463 2084 1138 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 52.3 52.6 45.3 34.7 0.0 52.4 0.2 0.0 41.4 0.0 0.0 Incr Delay (d2), s/veh 1.1 1.9 4.5 22.1 0.0 0.0 24.3 54.5 0.0 15.6 5.1 9.0 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 0.8 0.5 0.7 2.0 0.4 0.0 1.4 12.9 0.0 5.4 1.5 2.9 Lane Grp Delay (d), s/veh 54.0 54.2 57.1 67.5 34.7 0.0 76.7 54.7 0.0 56.9 5.1 9.0 Lane Grp LOS D D E E C E F E A A Approach Vol, veh/h 65 299 2842 3152 Approach Delay, s/veh 55.1 65.7 55.0 12.3 Approach LOS E E D B Timer Assigned Phs 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 9.9 20.0 29.9 7.0 62.0 19.5 74.5 Change Period (Y+Rc), s 6.0 6.0 6.0 4.0 6.5 6.0 6.0 Max Green Setting (Gmax), s 12.0 14.0 32.0 6.0 55.5 15.0 66.0 Max Q Clear Time (g_c+I1), s 4.1 16.0 2.8 4.4 57.5 13.3 2.0 Green Ext Time (p_c), s 0.1 0.0 0.3 0.0 0.0 0.2 51.7 Intersection Summary HCM 2010 Ctrl Delay 34.3 HCM 2010 LOS C 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 12/19/2012 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) 255 955 140 245 680 130 225 2110 165 160 2280 285 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120221131131 Cap, veh/h 162 836 122 200 866 388 178 2194 683 165 2152 670 Arrive On Green 0.09 0.27 0.27 0.08 0.33 0.33 0.07 0.43 0.43 0.12 0.85 0.85 Sat Flow, veh/h 1774 3099 453 3442 3539 1583 1774 5085 1583 1774 5085 1583 Grp Volume(v), veh/h 277 592 598 266 739 141 245 2293 179 174 2478 310 Grp Sat Flow(s),veh/h/ln 1774 1770 1783 1721 1770 1583 1774 1695 1583 1774 1695 1583 Q Serve(g_s), s 11.0 32.5 32.5 7.0 23.5 8.2 8.0 52.0 8.7 7.0 51.0 6.0 Cycle Q Clear(g_c), s 11.0 32.5 32.5 7.0 23.5 8.2 8.0 52.0 8.7 7.0 51.0 6.0 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 162 477 481 200 866 388 178 2194 683 165 2152 670 V/C Ratio(X) 1.71 1.24 1.24 1.33 0.85 0.36 1.38 1.04 0.26 1.05 1.15 0.46 Avail Cap(c_a), veh/h 162 477 481 200 866 388 178 2194 683 165 2152 670 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 0.77 0.77 0.77 1.00 1.00 1.00 0.32 0.32 0.32 Uniform Delay (d), s/veh 54.8 44.0 44.0 55.6 38.6 33.5 34.5 34.3 22.0 28.4 9.2 5.8 Incr Delay (d2), s/veh 344.5 125.1 126.1 172.7 6.5 0.4 202.2 32.2 0.9 54.9 70.1 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 %ile Back of Q (50%), veh/ln 20.5 31.2 31.5 7.8 10.9 3.2 12.8 28.7 3.6 5.1 19.7 1.6 Lane Grp Delay (d), s/veh 399.3 169.1 170.1 228.3 45.1 33.9 236.7 66.4 22.9 83.3 79.3 6.5 Lane Grp LOS FFFFDCFFCFFA Approach Vol, veh/h 1467 1146 2717 2962 Approach Delay, s/veh 213.0 86.2 78.9 72.0 Approach LOS F F E E Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 15.0 39.0 12.0 36.0 12.0 58.5 11.0 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 32.5 7.0 29.5 8.0 52.0 7.0 50.5 Max Q Clear Time (g_c+I1), s 13.0 34.5 9.0 25.5 10.0 54.0 9.0 53.0 Green Ext Time (p_c), s 0.0 0.0 0.0 3.5 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 101.2 HCM 2010 LOS F Notes HCM 2010 Signalized Intersection Summary Long Term Total Traffic - SAT Peak 13: College Avenue & Monroe Drive 12/19/2012 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 65 30 70 240 25 235 40 2385 165 225 2525 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 110111130130 Cap, veh/h 303 117 270 289 435 369 116 2554 173 252 3136 49 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.05 1.00 1.00 0.07 0.41 0.41 Sat Flow, veh/h 1093 502 1156 1279 1863 1583 1774 4865 330 1774 5158 80 Grp Volume(v), veh/h 71 0 109 261 27 255 43 1792 979 245 1800 988 Grp Sat Flow(s),veh/h/ln 1093 0 1659 1279 1863 1583 1774 1695 1805 1774 1695 1849 Q Serve(g_s), s 6.5 0.0 6.5 21.5 1.4 17.7 1.3 0.0 63.0 12.5 58.6 59.2 Cycle Q Clear(g_c), s 7.8 0.0 6.5 28.0 1.4 17.7 1.3 0.0 63.0 12.5 58.6 59.2 Prop In Lane 1.00 0.70 1.00 1.00 1.00 0.18 1.00 0.04 Lane Grp Cap(c), veh/h 303 0 387 289 435 369 116 1780 947 252 2061 1124 V/C Ratio(X) 0.23 0.00 0.28 0.90 0.06 0.69 0.37 1.01 1.03 0.97 0.87 0.88 Avail Cap(c_a), veh/h 303 0 387 289 435 369 160 1780 947 252 2061 1124 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 38.8 0.0 37.7 50.5 35.8 42.0 26.4 0.0 0.0 46.0 31.3 31.5 Incr Delay (d2), s/veh 0.4 0.0 0.4 29.1 0.1 5.4 0.2 8.2 19.1 48.6 5.5 9.9 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 1.9 0.0 2.8 10.5 0.7 7.7 0.7 2.0 5.0 8.2 27.7 32.0 Lane Grp Delay (d), s/veh 39.2 0.0 38.1 79.6 35.8 47.4 26.6 8.2 19.1 94.6 36.8 41.3 Lane Grp LOS D D E D D C F F F D D Approach Vol, veh/h 180 543 2814 3033 Approach Delay, s/veh 38.6 62.3 12.2 42.9 Approach LOS D E B D Timer Assigned Phs 4 8 5 2 1 6 Phs Duration (G+Y+Rc), s 34.0 34.0 7.0 69.0 17.0 79.0 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 9.8 30.0 3.3 2.0 14.5 60.6 Green Ext Time (p_c), s 2.6 0.0 0.0 60.6 0.0 9.9 Intersection Summary HCM 2010 Ctrl Delay 31.3 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Long Term Total Traffic - SAT Peak 15: Stanford Road & Horsetooth Road 12/19/2012 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) 110 1310 15 55 1275 145 10 25 55 130 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120120111111 Cap, veh/h 267 2423 27 360 2137 242 248 310 264 263 310 264 Arrive On Green 0.08 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 3585 40 1774 3205 363 1268 1863 1583 1305 1863 1583 Grp Volume(v), veh/h 120 703 737 60 761 783 11 27 60 141 43 76 Grp Sat Flow(s),veh/h/ln 1774 1770 1856 1774 1770 1799 1268 1863 1583 1305 1863 1583 Q Serve(g_s), s 2.5 0.0 0.0 1.2 29.4 30.1 0.9 1.4 3.8 12.0 2.3 4.9 Cycle Q Clear(g_c), s 2.5 0.0 0.0 1.2 29.4 30.1 3.2 1.4 3.8 13.4 2.3 4.9 Prop In Lane 1.00 0.02 1.00 0.20 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 267 1196 1254 360 1180 1199 248 310 264 263 310 264 V/C Ratio(X) 0.45 0.59 0.59 0.17 0.65 0.65 0.04 0.09 0.23 0.54 0.14 0.29 Avail Cap(c_a), veh/h 320 1196 1254 459 1180 1199 248 310 264 263 310 264 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) 0.74 0.74 0.74 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.0 0.0 0.0 5.6 11.4 11.5 42.9 41.2 42.2 46.9 41.6 42.7 Incr Delay (d2), s/veh 0.9 1.6 1.5 0.2 2.7 2.8 0.3 0.6 2.0 7.6 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 1.3 0.5 0.5 0.5 12.7 13.1 0.3 0.7 1.7 4.6 1.2 2.2 Lane Grp Delay (d), s/veh 11.9 1.6 1.5 5.8 14.1 14.3 43.3 41.8 44.2 54.5 42.5 45.4 Lane Grp LOS BAAABBDDDDDD Approach Vol, veh/h 1560 1604 98 260 Approach Delay, s/veh 2.3 13.9 43.4 49.9 Approach LOS A B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 8.5 84.6 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 4.5 2.0 3.2 31.4 5.8 15.4 Green Ext Time (p_c), s 0.1 52.5 0.0 37.2 1.1 0.5 Intersection Summary HCM 2010 Ctrl Delay 12.3 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 - SAT Peak 18: JFK Parkway & Horsetooth Road 12/19/2012 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 235 965 120 225 930 125 100 80 255 135 90 130 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 120120111120 Cap, veh/h 461 1651 204 461 1647 221 266 299 392 298 285 255 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 3171 393 1774 3136 422 1774 1863 1583 1774 1770 1583 Grp Volume(v), veh/h 255 585 594 245 570 577 109 87 277 147 98 141 Grp Sat Flow(s),veh/h/ln 1774 1770 1793 1774 1770 1788 1774 1863 1583 1774 1770 1583 Q Serve(g_s), s 8.8 0.0 0.0 8.1 0.0 0.0 6.1 5.0 19.3 8.0 5.9 9.9 Cycle Q Clear(g_c), s 8.8 0.0 0.0 8.1 0.0 0.0 6.1 5.0 19.3 8.0 5.9 9.9 Prop In Lane 1.00 0.22 1.00 0.24 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 461 922 934 461 929 939 266 299 392 298 285 255 V/C Ratio(X) 0.55 0.63 0.64 0.53 0.61 0.61 0.41 0.29 0.71 0.49 0.34 0.55 Avail Cap(c_a), veh/h 461 922 934 570 929 939 267 299 392 298 285 255 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 0.71 0.71 0.71 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.2 0.0 0.0 9.6 0.0 0.0 39.0 44.7 41.5 39.7 45.0 46.7 Incr Delay (d2), s/veh 0.1 0.3 0.3 0.7 2.2 2.2 1.0 2.4 10.3 1.3 3.3 8.3 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 3.0 0.1 0.1 2.9 0.6 0.6 2.8 2.6 8.9 3.9 3.0 4.7 Lane Grp Delay (d), s/veh 10.4 0.3 0.3 10.3 2.2 2.2 40.0 47.1 51.7 41.0 48.3 55.0 Lane Grp LOS BAABAADDDDDE Approach Vol, veh/h 1434 1392 473 386 Approach Delay, s/veh 2.1 3.6 48.2 48.0 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 10.8 2.0 10.1 2.0 8.1 21.3 10.0 7.9 Green Ext Time (p_c), s 0.0 29.3 0.4 31.5 0.0 0.0 0.0 2.3 Intersection Summary HCM 2010 Ctrl Delay 13.4 HCM 2010 LOS B Notes HCM 2010 TWSC Long Term Total Traffic - SAT Peak 25: College Avenue & South Right In/Out 12/19/2012 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 7 Intersection Intersection Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 0 120 2610 125 0 2815 Conflicting Peds, #/hr 0 0 0000 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 150 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 Mvmt Flow 0 130 2837 136 0 3060 Number of Lanes 0 1 3103 Major/Minor Major 1 Major 2 Conflicting Flow All 4061 1418 0 0 2837 0 Stage 1 2837 - ---- Stage 2 1224 - ---- Follow-up Headway 3.82 3.92 - - 3.12 - Pot Capacity-1 Maneuver 24 *293 - - *368 - Stage 1 16 - ---- Stage 2 216 - ---- Time blocked-Platoon, % 85 68 - - 68 - Mov Capacity-1 Maneuver 24 *293 - - *368 - Mov Capacity-2 Maneuver 24 - ---- Stage 1 16 - ---- Stage 2 216 - ---- Approach WB NB SB HCM Control Delay, s 26.8 0 0 HCM LOS D - - Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Cap, veh/h - - *293 368 - HCM Control Delay, s - - 26.8 0 - HCM Lane V/C Ratio - - 0.45 - - HCM Lane LOS - - D A - HCM 95th-tile Q, veh - - 2.2 0.0 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Long Term Total Traffic - SAT Peak 36: College Avenue & North Right-In/Out 12/19/2012 9/13/2012 Long Term Total Traffic - SAT Peak Synchro 8 Report Page 8 Intersection Intersection Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 0 70 2715 55 0 2905 Conflicting Peds, #/hr 0 0 0000 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 0 0 0 0 Median Width 0 24 24 Grade, % 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2222 Mvmt Flow 0 76 2951 60 0 3158 Number of Lanes 0 1 3003 Major/Minor Major 1 Major 2 Conflicting Flow All 4244 1505 0 0 3011 0 Stage 1 2981 - ---- Stage 2 1263 - ---- Follow-up Headway 3.82 3.92 - - 3.12 - Pot Capacity-1 Maneuver *3 *449 - - 37 - Stage 1 *13 - ---- Stage 2 *233 - ---- Time blocked-Platoon, % 75 51 - - 0 - Mov Capacity-1 Maneuver *3 *449 - - 37 - Mov Capacity-2 Maneuver *3 - ---- Stage 1 *13 - ---- Stage 2 *233 - ---- Approach WB NB SB HCM Control Delay, s 14.6 0 0 HCM LOS B - - Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Cap, veh/h - - *449 37 - HCM Control Delay, s - - 14.6 0 - HCM Lane V/C Ratio - - 0.17 - - HCM Lane LOS - - B A - HCM 95th-tile Q, veh - - 0.6 0.0 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 Signalized Intersection Summary Long Term Total Traffic Alt Geo - PM Peak 4: College Avenue & Horsetooth Road 12/19/2012 9/13/2012 Long Term Total Traffic Alt Geo - 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) 190 965 105 205 980 155 215 2140 135 175 2570 300 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 220221231231 Cap, veh/h 160 867 94 183 999 447 160 2433 757 183 2467 768 Arrive On Green 0.05 0.27 0.27 0.11 0.56 0.56 0.05 0.48 0.48 0.11 0.97 0.97 Sat Flow, veh/h 3442 3221 350 3442 3539 1583 3442 5085 1583 3442 5085 1583 Grp Volume(v), veh/h 207 576 587 223 1065 168 234 2326 147 190 2793 326 Grp Sat Flow(s),veh/h/ln 1721 1770 1801 1721 1770 1583 1721 1695 1583 1721 1695 1583 Q Serve(g_s), s 7.0 40.5 40.5 8.0 42.5 8.8 7.0 66.2 8.0 8.0 73.0 1.6 Cycle Q Clear(g_c), s 7.0 40.5 40.5 8.0 42.5 8.8 7.0 66.2 8.0 8.0 73.0 1.6 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 160 476 485 183 999 447 160 2433 757 183 2467 768 V/C Ratio(X) 1.29 1.21 1.21 1.22 1.07 0.38 1.46 0.96 0.19 1.04 1.13 0.42 Avail Cap(c_a), veh/h 160 476 485 183 999 447 160 2433 757 183 2467 768 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 0.63 0.63 0.63 1.00 1.00 1.00 0.28 0.28 0.28 Uniform Delay (d), s/veh 71.8 55.0 55.0 67.3 32.8 25.4 71.8 37.7 22.6 67.3 2.2 1.2 Incr Delay (d2), s/veh 170.3 112.6 112.9 125.4 42.3 0.3 238.8 10.5 0.6 45.5 61.2 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 %ile Back of Q (50%), veh/ln 6.9 33.4 34.1 6.6 22.2 3.1 8.5 30.8 3.3 4.6 15.0 0.5 Lane Grp Delay (d), s/veh 242.1 167.6 167.9 192.7 75.0 25.7 310.5 48.2 23.1 112.7 63.5 1.7 Lane Grp LOS FFFFFCFDCFFA Approach Vol, veh/h 1370 1456 2707 3309 Approach Delay, s/veh 179.0 87.4 69.6 60.2 Approach LOS F F E E Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 11.0 47.0 13.0 49.0 11.0 78.5 12.0 79.5 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 7.0 40.5 8.0 42.5 7.0 72.0 8.0 72.5 Max Q Clear Time (g_c+I1), s 9.0 42.5 10.0 44.5 9.0 68.2 10.0 75.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 3.8 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 86.0 HCM 2010 LOS F Notes HCM 2010 Signalized Intersection Summary Long Term Total Traffic Alt Geo- SAT Peak 4: College Avenue & Horsetooth Road 12/19/2012 9/13/2012 Long Term Total Traffic Alt Geo- 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) 255 955 140 245 680 130 225 2110 165 160 2280 285 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 220221231231 Cap, veh/h 327 752 110 252 805 360 183 2467 768 183 2467 768 Arrive On Green 0.09 0.24 0.24 0.10 0.30 0.00 0.05 0.49 0.00 0.11 0.97 0.00 Sat Flow, veh/h 3442 3099 453 3442 3539 1583 3442 5085 1583 3442 5085 1583 Grp Volume(v), veh/h 277 592 598 266 739 0 245 2293 0 174 2478 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1783 1721 1770 1583 1721 1695 1583 1721 1695 1583 Q Serve(g_s), s 11.9 36.5 36.5 11.0 30.4 0.0 8.0 63.6 0.0 7.6 73.0 0.0 Cycle Q Clear(g_c), s 11.9 36.5 36.5 11.0 30.4 0.0 8.0 63.6 0.0 7.6 73.0 0.0 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 327 429 432 252 805 360 183 2467 768 183 2467 768 V/C Ratio(X) 0.85 1.38 1.38 1.06 0.92 0.00 1.34 0.93 0.00 0.95 1.00 0.00 Avail Cap(c_a), veh/h 412 429 432 252 805 360 183 2467 768 183 2467 768 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 0.80 0.80 0.00 1.00 1.00 0.00 0.42 0.42 0.00 Uniform Delay (d), s/veh 67.0 57.0 57.0 67.9 51.2 0.0 71.3 36.3 0.0 67.1 2.2 0.0 Incr Delay (d2), s/veh 12.6 185.0 186.1 66.6 13.0 0.0 184.7 7.7 0.0 31.0 12.9 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 6.0 38.9 39.3 7.2 15.0 0.0 8.3 29.2 0.0 4.0 3.9 0.0 Lane Grp Delay (d), s/veh 79.7 242.0 243.1 134.6 64.1 0.0 256.0 44.1 0.0 98.1 15.1 0.0 Lane Grp LOS E F F F E F D F F Approach Vol, veh/h 1467 1005 2538 2652 Approach Delay, s/veh 211.8 82.8 64.5 20.6 Approach LOS F F E C Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 18.3 43.0 16.0 40.7 12.0 79.5 12.0 79.5 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 18.0 36.5 11.0 30.5 8.0 73.0 8.0 72.5 Max Q Clear Time (g_c+I1), s 13.9 38.5 13.0 32.4 10.0 65.6 9.6 75.0 Green Ext Time (p_c), s 0.4 0.0 0.0 0.0 0.0 7.3 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 79.9 HCM 2010 LOS E Notes Foothills Mall Redevelopment Traffic Impact Analysis Appendix E APPENDIX E PEDESTRIAN IMPROVEMENT PLAN PDP Submittal A104 CONNECTIVITY PEDESTRIAN EXHIBIT DEC 28, 2012 LEGEND * MALL/CINEMA ENTRANCE PEDESTRIAN ROUTE TRANSPORTATION NODE * PROPOSED HARD SURFACE MULTI USE MAX BRT TRANSIT HUB BUS STOP EXISTING CROSSWALK * * BIKE RACK LOCATIONS BUS STOP BUS STOP E. SWALLOW RD. S. COLLEGE AVE. STANFORD RD. E. MONROE DRIVE REMINGTON ST. MATHEWS ST. J.F.K. PARKWAY E. MONROE DRIVE * PROPOSED PROPOSED PROPOSED 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 12 13 14 15 16 17 1 3 2 5 6 7 8 9 10 17 16 4 15 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 17 1 3 2 5 6 7 8 9 10 17 16 4 15 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 40(20) 25(30) 2990(2535) 245(335) 30(35) 2565(2580) 75(100) 55(70) 3265(2905) 2655(2715) 40(55) 95(120) 3255(2815) 2580(2610) 95(125) 75(70) 55(40) 150(130) 25(10) 30(25) 135(55) 205(235) 1065(965) 85(120) 125(130) 115(90) 120(135) 120(100) 80(80) 280(255) 60(35) 5(5) 40(20) 35(30) 5(5) 20(30) 15(25) 5(5) 5(5) 125(90) 15(10) 75(80) 15(20) 180(175) 40(30) 220(250) 30(25) 40(40) 40(55) 145(140) 85(115) 185(175) 40(50) 70(90) 15(20) 160(180) 15(25) 210(165) 15(15) 25(35) 10(35) 20(25) 5(10) 15(40) 170(150) 10(20) 45(60) 205(205) 5(10) 60(35) 10(25) 20(35) 125(145) 1710(1275) 110(55) 100(110) 1585(1310) 20(15) 100(120) 1220(930) 265(225) 300(285) 2570(2280) 175(160) 215(225) 2140(2110) 135(165) 45(65) 25(30) 60(70) 30(40) 3080(2525) 145(225) 30(40) 2230(2385) 195(165) 155(130) 980(680) 205(245) 190(255) 965(955) 105(140) 235(235) 35(25) 165(240) 35(20) 340(250) 20(25) 25(15) 320(305) 45(60) 15(20) 145(175) 35(50) 10(15) 5(5) 25(35) 30(40) 5(5) 175(215) 30(40) 140(190) 130(180) 45(50) 45(60) 345(245) 35(45) 310(265) 70(90) 5(10) 300(170) 95(85) 15(25) 275(215) 70(75) 175(215) 130(160) 15(15) 60(35) 145(200) 90(130) 15(25) 155(185) 85(75) 150(200) 110(140) 35(25) 40(20) 25(30) 2265(1935) 245(335) 30(35) 1980(2005) 75(100) 55(70) 2530(2295) 2075(2135) 40(55) 95(120) 2515(2210) 1985(2025) 95(125) 75(70) 55(40) 150(130) 25(10) 30(25) 135(55) 205(235) 805(735) 85(120) 125(130) 115(90) 120(135) 120(100) 80(80) 280(255) 60(35) 5(5) 40(20) 35(30) 5(5) 20(30) 15(25) 5(5) 5(5) 125(90) 15(10) 75(80) 15(20) 180(175) 40(30) 220(250) 30(25) 40(40) 40(55) 145(140) 85(115) 185(175) 40(50) 70(90) 15(20) 160(180) 15(25) 210(165) 15(15) 25(35) 10(35) 20(25) 5(10) 15(40) 170(150) 10(20) 45(60) 205(205) 5(10) 60(35) 10(25) 20(35) 125(145) 1290(975) 110(55) 100(110) 1200(1000) 20(15) 100(125) 915(700) 265(225) 300(285) 1975(1775) 175(160) 215(225) 1655(1655) 135(165) 45(65) 25(30) 60(70) 30(40) 2350(1950) 145(225) 30(40) 1790(1845) 195(165) 155(130) 750(530) 205(245) 190(255) 755(760) 105(140) 235(235) 35(25) 165(240) 35(20) 340(250) 20(25) 25(15) 320(305) 45(60) 15(20) 145(175) 35(50) 10(15) 5(5) 25(35) 30(40) 5(5) 175(215) 30(40) 140(190) 130(180) 45(50) 45(60) 345(245) 35(45) 310(265) 70(90) 5(10) 300(170) 95(85) 15(25) 275(215) 70(75) 175(215) 130(160) 15(15) 60(35) 145(200) 90(130) 15(25) 155(185) 85(75) 150(200) 110(140) 35(25) 210(258) 10(14) 136(186) 242(331) 267(335) 71(97) 135(166) 10(12) 152(188) 10(14) 210(258) 136(186) 199(273) 96(131) 234(321) 30(41) 55(68) 378(518) 349(431) 38(52) 95(117) 346(445) 243(314) 91(124) 32(40) 10(12) 75(92) 10(14) 126(173) 43(59) 10(12) 75(91) 20(24) 75(91) 10(14) 20(28) 10(14) 10(14) 50(62) 35(43) 13(17) 102(126) 18(24) 128(176) 12(15) 15(18) 38(52) 50(65) 83(114) 50(64) 37(46) 70(86) 13(17) 63(86) 15(21) 72(89) 12(15) 25(31) 10(14) 10(14) 13(17) 97(122) 10(12) 40(55) 101(136) 22(28) 10(12) 17(22) 83(114) 68(93) 53(72) 75(92) 68(93) 22(28) 10(12) 120(148) 232(286) 10(12) 10(14) 67(83) 30(37) 50(69) 139(190) 13(17) 142(175) 35(48) 10(12) 25(31) 30(37) 172(212) 30(41) 138(190) 128(176) 22(28) 25(31) 12(15) 10(12) 60(75) 25(35) 72(89) 10(14) 50(68) 53(72) 93(128) 23(31) 25(35) 35(48) 10(12) 25(31) 40(55) 172(212) 130(160) 12(15) 144(197) 71(97) 15(21) 125(154) 39(40) 146(200) 96(131) Intersection Level of Service = Stop Sign = All-Way Stop = Traffic Signal LEGEND X/X x/x STOP ALL WAY 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) 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) Intersection Level of Service = Stop Sign = All-Way Stop = Traffic Signal LEGEND X/X x/x 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