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Home My WebLink AboutLAKEVIEW ON THE RISE, AFFORDABLE HOUSING - PDP - PDP170014 - REPORTS - RECOMMENDATION/REPORT W/ATTACHMENTS (25)PEDCOR APARTMENTS TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO FEBRUARY 2016 Prepared for: Pedcor Investments One Pedcor Square 770 3rd Avenue SW Carmel, IN 46032 Prepared by: DELICH ASSOCIATES 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 ..-_~/;1/._'_ Project #1591 DELICH Pedcor Apartments TIS, February 2016 ASSOCIATES TABLE OF CONTENTS I. INTRODUCTION ........................................................................................................ 1 II. EXISTING CONDITIONS .......................................................................................... 2 Land Use ......................................................................................................................... 2 Roads .............................................................................................................................. 2 Existing Traffic ................................................................................................................. 2 Existing Operation ........................................................................................................... 6 Pedestrians Facilities ...................................................................................................... 6 Bicycle Facilities .............................................................................................................. 6 Transit Facilities .............................................................................................................. 6 III. PROPOSED DEVELOPMENT ................................................................................. 8 Trip Generation ............................................................................................................... 8 Trip Distribution ............................................................................................................... 8 Background Traffic Projections ....................................................................................... 8 Trip Assignment ............................................................................................................ 13 Signal Warrants ............................................................................................................. 13 Geometry ...................................................................................................................... 13 Operation Analysis ........................................................................................................ 13 Pedestrian Level of Service ........................................................................................... 22 Bicycle Level of Service ................................................................................................ 25 Transit Level of Service ................................................................................................. 25 IV. CONCLUSIONS/RECOMMENDATIONS .............................................................. 26 LIST OF TABLES 1. Current Peak Hour Operation .................................................................................... 7 2. Trip Generation ......................................................................................................... 8 3. Short Range (2020) Background Peak Hour Operation .......................................... 20 4. Long Range (2035) Background Peak Hour Operation ........................................... 21 5. Short Range (2020) Total Peak Hour Operation ..................................................... 23 6. Long Range (2035) Total Peak Hour Operation ...................................................... 24 DELICH Pedcor Apartments TIS, February 2016 ASSOCIATES LIST OF FIGURES 1. Site Location ............................................................................................................. 3 2. Existing Intersection Geometry.................................................................................. 4 3. Recent Peak Hour Traffic .......................................................................................... 5 4. Site Plan .................................................................................................................... 9 5. Trip Distribution ....................................................................................................... 10 6. Short Range (2020) Background Peak Hour Traffic ................................................ 11 7. Long Range (2035) Background Peak Hour Traffic................................................. 12 8. Short Range (2020) Site Generated Peak Hour Traffic ........................................... 14 9. Long Range (2035) Site Generated Peak Hour Traffic ............................................ 15 10. Short Range (2020) Total Peak Hour Traffic ........................................................... 16 11. Long Range (2035) Total Peak Hour Traffic ............................................................ 17 12. Short Range (2020) Geometry ................................................................................ 18 13. Long Range (2035) Geometry ................................................................................. 19 APPENDICES A. Base Assumptions Packet B. Recent Peak Hour Traffic C. Current Peak Hour Operation/Level of Service Descriptions/Fort Collins LOS Standards D. Short Range (2020) Background Peak Hour Operation E. Long Range (2035) Background Peak Hour Operation F. Short Range (2020) Total Peak Hour Operation G. Long Range (2035) Total Peak Hour Operation H. Pedestrian/Bicycle Level of Service DELICH Pedcor Apartments TIS, February 2016 ASSOCIATES Page 1 I. INTRODUCTION This transportation impact study (TIS) addresses the capacity, geometric, and control requirements at and near the proposed Pedcor Apartments. The Pedcor Apartments site is located south of Trilby Road and east of US287 in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the project developer (Pedcor Investments), the project planner (Vignette Studios), and the Fort Collins Traffic Engineering staff. This study generally conforms to the format set forth in the Fort Collins transportation impact study guidelines contained in the “Larimer County Urban Area Street Standards” (LCUASS). Appendix A contains the Transportation Impact Study Base Assumptions form and related attachments for the Pedcor Apartments. The study involved the following steps: • Collect physical, traffic, and development data; • Perform trip generation, trip distribution, and trip assignment; • Determine morning and afternoon peak hour traffic volumes; • Conduct capacity and operational level of service analyses on key intersections; • Analyze signal warrants; • Conduct level of service evaluation of pedestrian, bicycle, and transit modes of transportation. DELICH Pedcor Apartments TIS, February 2016 ASSOCIATES Page 2 II. EXISTING CONDITIONS The location of the Pedcor Apartments site is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. Land Use Land uses in the area are primarily residential and commercial. Land adjacent to the site is flat (<2% grade) from a traffic operations perspective. The center of Fort Collins is to the north of the Pedcor Apartments site. Roads The primary streets near the Pedcor Apartments site are US287 and Trilby Road. The existing geometry at the US287/Trilby and US287/Elderhaus Access intersections is shown in Figure 2. US287 is to the west of the Pedcor Apartments site. US287 is a north-south street designated as a six-lane arterial street on the Fort Collins Master Street Plan. Currently, US287 has a four-lane cross section. At the US287/Trilby intersection, US287 has northbound and southbound left-turn lanes, two through lanes in each direction, and northbound and southbound right-turn lanes. The US287/Trilby intersection has signal control. At the US287/Elderhaus intersection, US287 has a continuous two-way left-turn lane and two through lanes in each direction. The US287/Elderhaus intersection has stop sign control on the Elderhaus Access. The existing speed limit in this area is 55 mph. Trilby Road is to the north of the Pedcor Apartments site. Trilby Road is an east- west street designated as a four-lane arterial street east of US287 and a two-lane arterial street west of US287. Currently, Trilby Road has a two-lane cross section in this area. The existing speed limit in this area is 35 mph. At the US287/Trilby intersection, Trilby Road has eastbound and westbound left-turn lanes and one through lane in each direction. Existing Traffic Figure 3 shows recent morning and afternoon peak hour traffic counts at the US287/Trilby and US287/Elderhaus intersections. Recent morning and afternoon count data at the US287/Trilby intersection was obtained in September 2015. Recent peak hour count data at the US287/Elderhaus intersection was obtained in December 2015. Raw count data is provided in Appendix B. Harmony Trilby 287 Shields Lemay Pedcor Apartments SCALE: 1"=2000' SITE LOCATION Figure 1 DELICH ASSOCIATES Pedcor Apartments TIS, February 2016 Page 3 EXISTING INTERSECTION GEOMETRY Figure 2 DELICH ASSOCIATES Pedcor Apartments TIS, February 2016 Page 4 Trilby US287 Elderhaus - Denotes Lane _ Two-way Continuous Left-turn Lane AM/PM RECENT PEAK HOUR TRAFFIC Figure 3 DELICH ASSOCIATES Pedcor Apartments TIS, February 2016 Page 5 Trilby US287 Elderhaus 138/251 1075/991 74/88 73/246 641/1204 89/188 231/142 354/316 175/137 179/112 247/354 81/125 0/0 1287/1330 0/0 897/1466 0/0 0/1 DELICH Pedcor Apartments TIS, February 2016 ASSOCIATES Page 6 Existing Operation Using the volumes shown in Figure 3, the US287/Trilby and US287/Elderhaus intersections were evaluated and the morning and afternoon peak hour operation is displayed in Table 1. The intersections were evaluated using techniques provided in the 2010 Highway Capacity Manual (2010HCM). A description of level of service for signalized and unsignalized intersections from the 2010 Highway Capacity Manual is provided in Appendix C. Table 4-3 (revised per staff comments regarding type of intersection) showing the Fort Collins Motor Vehicle LOS Standards (Intersections) is also provided in Appendix C. This Pedcor Apartments site is in an area termed “low density mixed-use” on the Fort Collins Structure Plan. At arterial/arterial and arterial/collector or local stop sign controlled intersections, acceptable operation is level of service F on any approach leg. This is considered to be normal in an urban environment. However, the area around the US287/Trilby intersection is in an area termed “Commercial Corridor.” In areas termed “Commercial Corridor,” acceptable overall operation at signalized intersections during the peak hours is defined as level of service D or better, overall. At signalized intersections, acceptable operation of any leg and any movement is level of service E. At arterial/arterial and arterial/collector or local stop sign controlled intersections, there is no measure of acceptable operation. The US287/Trilby and US287/Elderhaus intersections meet the City of Fort Collins Motor Vehicle LOS Standard during the peak hours, except for the eastbound through/right-turn, the eastbound approach, and the northbound left turn at the US287/Trilby intersection during the afternoon peak hour. The calculated delay associated with level of service F operation is provided in Table 1. It is important to note that eastbound and westbound right-turn lanes are warranted with the existing traffic volumes. The right-turn lanes would significantly improve the operation at the US287/Trilby intersection. Pedestrian Facilities There are very few sidewalks in this area of Fort Collins. Most of the existing streets were built under Larimer County standards, which do not require sidewalks. Bicycle Facilities Bicycle lanes exist on Trilby Road and on US287 in the form of the shoulder area. Transit Facilities Currently, this area of Fort Collins is served by the FLEX bus service. DELICH Pedcor Apartments TIS, February 2016 ASSOCIATES Page 7 TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM (delay) US287/Trilby (signal) EB LT D D EB T/RT E F (116.8 secs) EB APPROACH D F (97.3 secs) WB LT C D WB T/RT D E WB APPROACH D E NB LT C F (80.4 secs) NB T D C NB RT C B NB APPROACH D D SB LT C C SB T C D SB RT C C SB APPROACH C D OVERALL D D US287/Elderhaus (stop sign) EB LT/RT A C NB LT A A DELICH Pedcor Apartments TIS, February 2016 ASSOCIATES Page 8 III. PROPOSED DEVELOPMENT The Pedcor Apartments is a proposed residential apartment development consisting of 180 dwelling units. Figure 4 shows the site plan of the Pedcor Apartments site. The short range analysis (Year 2020) includes development of the Pedcor Apartments and an appropriate increase in background traffic, due to normal growth, and other approved developments in the area. The long range future is considered to be 2035. Access to the site in the short range (2020) was analyzed as a full-movement access to/from US287. In the long range (2035) future, it is assumed that there will be a connection to Debra Drive and the access to/from US287 becomes a right-in/right- out/left-in access. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. A compilation of trip generation information contained in Trip Generation, 9 th Edition, ITE was used to estimate trips that would be generated by the proposed/expected use at this site. Table 2 shows the weekday daily, morning, and afternoon peak hour trip generation for the Pedcor Apartments. At full development, the Pedcor Apartments will generate the following traffic: 1,214 weekday vehicle trip ends, 92 morning peak hour vehicle trip ends, and 117 afternoon peak hour vehicle trip ends. TABLE 2 Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out 220 Apartment 180 D.U. EQ 1214 EQ 18 EQ 74 EQ 76 EQ 41 Trip Distribution Directional distribution of the generated trips was determined for the Pedcor Apartments site. Figure 5 shows the vehicle trip distribution used for the Pedcor Apartments site. The trip distribution was discussed and agreed to in the scoping exercise. Background Traffic Projections Figures 6 and 7 show the short range (2020) and long range (2035) background morning and afternoon peak hour vehicle traffic projections at the key intersections, respectively. Short range (2020) and long range (2035) background traffic forecasts were developed by factoring the existing traffic by one percent per year. SCALE: 1"=200' SITE PLAN Figure 4 DELICH ASSOCIATES Pedcor Apartments TIS, February 2016 Page 9 Trilby 287 5% 15% 45% 35% SCALE: 1"=500' TRIP DISTRIBUTION Figure 5 DELICH ASSOCIATES Pedcor Apartments TIS, February 2016 Page 10 AM/PM SHORT RANGE (2020) BACKGROUND PEAK HOUR TRAFFIC Figure 6 DELICH ASSOCIATES Pedcor Apartments TIS, February 2016 Page 11 Trilby US287 Elderhaus 145/264 1129/1041 78/92 77/258 673/1264 93/197 243/149 372/332 184/144 188/118 259/372 85/131 0/0 1352/1397 0/0 942/1539 0/0 0/1 LONG RANGE (2035) BACKGROUND PEAK HOUR TRAFFIC Figure 7 DELICH ASSOCIATES Pedcor Apartments TIS, February 2016 Page 12 Trilby US287 Elderhaus 165/300 1290/1190 90/105 90/295 770/1445 105/225 275/170 425/380 210/165 215/135 295/425 95/150 NOM 1545/1595 NOM 1075/1760 NOM NOM AM/PM Rounded to Nearest 5 Vehicles Debra 580/695 5/5 610/680 10/30 25/15 5/5 DELICH Pedcor Apartments TIS, February 2016 ASSOCIATES Page 13 Trip Assignment Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Using the trip distribution shown in Figure 5, Figure 8 shows the assignment of the site generated peak hour traffic in the short range (2020) future. Figure 9 shows the long range (2035) assignment of the site generated peak hour traffic. Figures 10 and 11 show the short range (2020) and long range (2035) total peak hour traffic at the key intersections, respectively. Signal Warrants As a matter of policy, traffic signals are not installed at any location unless warrants are met according to the Manual on Uniform Traffic Control Devices (MUTCD). The US287/Site Access and Trilby/Debra stop sign controlled intersections will not warrant signals in the future, nor do they meet the signal spacing criterion. Geometry The short range (2020) and long range (2035) geometry is shown in Figures 12 and 13, respectively. The eastbound and westbound right-turn lanes are warranted with the existing traffic. Operation Analysis Operation analyses were performed at the key intersections. The operation analyses were conducted for the short range analysis, reflecting a year 2020 condition, and for the long range analysis, reflecting a year 2035 condition. The calculated delay associated with level of service F is provided. Using the short range (2020) background morning and afternoon peak hour traffic volumes, the key intersections operate as indicated in Table 3. The short range (2020) operation analyses were conducted with the existing control and geometry at all intersections. Analyses were also conducted with eastbound and westbound right-turn lanes at the US287/Trilby intersection. As mentioned earlier, these right-turn lanes are warranted with the existing traffic volumes. Calculation forms for these analyses are provided in Appendix D. The US287/Trilby intersection will operate unacceptably with existing geometry and signal timing, particularly in the afternoon peak hour. With eastbound and westbound right-turn lanes on Trilby Road, the US287/Trilby intersection will operate acceptably. Using the long range (2035) background morning and afternoon peak hour traffic volumes, the key intersections operate as indicated in Table 4. Calculation forms for these analyses are provided in Appendix E. AM/PM SHORT RANGE (2020) SITE GENERATED PEAK HOUR TRAFFIC Figure 8 DELICH ASSOCIATES Pedcor Apartments TIS, February 2016 Page 14 Trilby US287 Elderhaus 4/2 33/19 11/6 8/34 1/4 3/11 Site Access 12/49 6/27 48/27 26/14 LONG RANGE (2035) SITE GENERATED PEAK HOUR TRAFFIC Figure 9 DELICH ASSOCIATES Pedcor Apartments TIS, February 2016 Page 15 Trilby US287 Elderhaus 2/1 20/11 5/20 3/14 13/8 2/1 26/14 Debra 3/11 4/16 41/23 11/6 Site Access 26/14 5/22 22/12 AM/PM 6/27 1/2 0/2 AM/PM SHORT RANGE (2020) TOTAL PEAK HOUR TRAFFIC Figure 10 DELICH ASSOCIATES Pedcor Apartments TIS, February 2016 Page 16 Trilby US287 Elderhaus 149/266 1162/1060 89/98 77/258 681/1298 93/197 243/149 372/332 185/148 188/118 259/372 88/142 Site Access 0/0 1352/1397 6/27 0/0 942/1539 12/49 0/0 0/0 0/1 48/27 0/0 26/14 LONG RANGE (2035) TOTAL PEAK HOUR TRAFFIC Figure 11 DELICH ASSOCIATES Pedcor Apartments TIS, February 2016 Page 17 Trilby US287 Elderhaus 170/300 1310/1200 90/105 90/295 775/1465 110/240 275/170 425/385 210/170 230/145 300/425 120/165 AM/PM Rounded to Nearest 5 Vehicles Debra 580/695 10/15 610/680 15/50 70/40 15/10 Site Access NOM 1545/1595 5/25 NOM 1100/1775 5/25 NOM 25/10 SHORT RANGE (2020) GEOMETRY Figure 12 DELICH ASSOCIATES Pedcor Apartments TIS, February 2016 Page 18 Trilby US287 Elderhaus Site Access _ Two-way Continuous Left-turn Lane - Required Lane - Existing Lane LONG RANGE (2035) GEOMETRY Figure 13 DELICH ASSOCIATES Pedcor Apartments TIS, February 2016 Page 19 Trilby US287 Elderhaus Site Access - Denotes Lane DELICH Pedcor Apartments TIS, February 2016 ASSOCIATES Page 20 TABLE 3 Short Range (2020) Background Peak Hour Operation Intersection Movement Level of Service AM PM (delay) US287/Trilby (signal with existing signal timing and existing geometry) EB LT E D EB T/RT E F (125.2 secs) EB APPROACH E F (105.3 secs) WB LT C D WB T/RT D F (151.0 secs) WB APPROACH D F (127.1 secs) NB LT C F (117.0 secs) NB T D C NB RT C C NB APPROACH D D SB LT C C SB T C E SB RT C C SB APPROACH C D OVERALL D E US287/Trilby (signal with adjusted signal timing and EB & WB RT-Lanes) EB LT D E EB T D D EB RT C D EB APPROACH D D WB LT C D WB T D E WB RT C D WB APPROACH D E NB LT B E NB T C C NB RT B B NB APPROACH C D SB LT C C SB T C D SB RT B C SB APPROACH C D OVERALL C D US287/Elderhaus (stop sign) EB LT/RT A C NB LT A A DELICH Pedcor Apartments TIS, February 2016 ASSOCIATES Page 21 TABLE 4 Long Range (2035) Background Peak Hour Operation Intersection Movement Level of Service AM PM US287/Trilby (signal) EB LT D E EB T D D EB RT C C EB APPROACH D E WB LT C D WB T D E WB RT D D WB APPROACH D E NB LT B E NB T C C NB RT C C NB APPROACH C D SB LT C C SB T C D SB RT C D SB APPROACH C D OVERALL C D Trilby/Debra (stop sign) NB LT/RT C C WB LT A A US287/Elderhaus (stop sign) EB RT A C NB LT A A DELICH Pedcor Apartments TIS, February 2016 ASSOCIATES Page 22 Using the traffic volumes shown in Figure 10, the key intersections operate in the short range (2020) total condition as indicated in Table 5. Calculation forms for these analyses are provided in Appendix F. As with the background traffic, the US287/Trilby intersection will operate unacceptably with existing geometry and signal timing, particularly in the afternoon peak hour. With eastbound and westbound right-turn lanes on Trilby Road, the US287/Trilby intersection will operate acceptably. With no connection to Trilby Road in the short range (2020) future, Pedcor Apartments contributes zero (0) traffic to the westbound right-turn volume. The Pedcor Apartments contributes 1 and 4 vehicles to the eastbound right-turn volume in the respective peak hours. The relative impacts to the right-turn movement are 0.5 percent in the morning peak hour and 2.7 percent in the afternoon peak hour. With full-movements at the US287/Elderhaus-Site Access intersection, the delays for the westbound leg (site) will be commensurate with level of service D. Allowing full-movement at this intersection would eliminate U-turns at the US287/Trilby intersection. With a few exceptions, streets and driveways along US287 are full-movement intersections. Using the traffic volumes shown in Figure 11, the key intersections operate in the long range (2035) total condition as indicated in Table 7. Calculation forms for these analyses are provided in Appendix G. Pedestrian Level of Service Appendix H shows a map of the area that is within 1320 feet of the Pedcor Apartments site. The Pedcor Apartments site is located within an area termed as a “other,” which sets the level of service threshold at LOS C for all measured factors. There are four destination areas within 1320 feet of the proposed Pedcor Apartments: 1) the commercial area north of the site; 2) the residential neighborhood to the north (adjacent) to the site; 3) the residential neighborhood east of the site; and 4) the residential neighborhood southwest of the site. Currently, there is a lack of sidewalks and connectivity in the area. The level of service of some of the measured categories cannot be achieved in the short range (2020) future. As this area redevelops and becomes more urban in the future, it is expected that there will be sidewalks along the existing and future streets. The sidewalks that are shown on the site plans go to the edges of the site. As such, they can connect to future sidewalks along the external public street system; however these connections cannot be constructed by/before the short range (2020) future. It is not likely that there would be significant pedestrian interaction between the Pedcor Apartments and the destination areas. Appendix H contains a Pedestrian LOS Worksheet. DELICH Pedcor Apartments TIS, February 2016 ASSOCIATES Page 23 TABLE 5 Short Range (2020) Total Peak Hour Operation Intersection Movement Level of Service AM PM (delay) US287/Trilby (signal with existing signal timing and existing geometry) EB LT D D EB T/RT E F (135.9 secs) EB APPROACH E F (113.4 secs) WB LT C D WB T/RT D F (151.0 secs) WB APPROACH D F (126.0 secs) NB LT C F (126.3 secs) NB T E C NB RT C C NB APPROACH D D SB LT C D SB T C F (62.4 secs) SB RT C C SB APPROACH C E OVERALL D E US287/Trilby (signal with adjusted signal timing and EB & WB RT-Lanes) EB LT D E EB T D D EB RT C D EB APPROACH D D WB LT C D WB T D E WB RT C D WB APPROACH D E NB LT B E NB T C C NB RT B B NB APPROACH C D SB LT C C SB T C E SB RT B C SB APPROACH C D OVERALL C D US287/Elderhaus-Site Access (stop sign) EB LT/T/RT A C WB LT/T/RT D D NB LT A A SB LT B B DELICH Pedcor Apartments TIS, February 2016 ASSOCIATES Page 24 TABLE 6 Long Range (2035) Total Peak Hour Operation Intersection Movement Level of Service AM PM US287/Trilby (signal) EB LT D E EB T D D EB RT C D EB APPROACH D E WB LT C D WB T D E WB RT D D WB APPROACH D E NB LT B E NB T C C NB RT C C NB APPROACH C D SB LT C C SB T C D SB RT C E SB APPROACH C D OVERALL C D Trilby/Debra (stop sign) NB LT/RT C D WB LT A A US287/Elderhaus-Site Access (stop sign) EB RT A C WB RT C C NB LT A A SB LT C D DELICH Pedcor Apartments TIS, February 2016 ASSOCIATES Page 25 Bicycle Level of Service Based upon Fort Collins bicycle LOS criteria, there is one destination area within 1320 feet of the Pedcor Apartments: the commercial area north of the site. The Bicycle LOS Worksheet is provided in Appendix H. The minimum level of service for this site is C. There are bike lanes on Trilby Road and on US287 in the form of the wide shoulders. Therefore, it is concluded that acceptable bicycle level of service can be achieved. Transit Level of Service Currently, this area of Fort Collins is served by the FLEX bus service. DELICH Pedcor Apartments TIS, February 2016 ASSOCIATES Page 26 IV. CONCLUSIONS/RECOMMENDATIONS This study assessed the impacts of the Pedcor Apartments development on the short range (2020) and long range (2035) street system in the vicinity of the proposed development. As a result of this analysis, the following is concluded: • The development of the Pedcor Apartments site is feasible from a traffic engineering standpoint. At full development, the Pedcor Apartments will generate the following traffic: 1,214 weekday vehicle trip ends, 92 morning peak hour vehicle trip ends, and 117 afternoon peak hour vehicle trip ends. • Currently, the US287/Trilby and US287/Elderhaus intersections operate at acceptable levels of service during the peak hours, except for the eastbound and westbound approaches at the US287/Trilby intersection during the afternoon peak hour. It is important to note that eastbound and westbound right-turn lanes are warranted with the existing traffic volumes. • The US287/Site Access and Trilby/Debra stop sign controlled intersections will not warrant signals in the future, nor do they meet the signal spacing criterion. • The short range (2020) and long range (2035) geometry is shown in Figures 12 and 13, respectively. • In the short range (2020) future, given development of the Pedcor Apartments and an increase in background traffic, the US287/Trilby intersection will operate unacceptably with existing geometry and signal timing, particularly in the afternoon peak hour. With eastbound and westbound right-turn lanes on Trilby Road, the US287/Trilby intersection with operate acceptably. The US287/Elderhaus-Site Access intersection meets the operational criteria as a full-movement intersection. • In the long range (2035) future, given development of the Pedcor Apartments and an increase in background traffic, the key intersections will operate acceptably with recommended/required geometry. • Acceptable level of service is achieved for bicycle, and transit modes based upon the measures in the multi-modal transportation guidelines. In the short range (2020) future, some pedestrian level of service categories cannot be achieved due to a lack of sidewalks and street connections. As this area redevelops and becomes more urban in the future, it is expected that there will be sidewalks along the existing and future streets. APPENDIX A Chapter 4 - Attachments Attachment A Transportation Impact Study Base Assumptions Project Information Project Name Peb~DR {jp-,4 erAAGV \" S Project Location (p740 '5. ~c..t...Gr:G" 4VG"NOC;- TIS Assumptions Type of Study Full: YGS Intermediate: A.-b Study Area Boundaries North: COLLGr;~/712{L./6Y South: Sr!"'t; East: • e. OLe.. GGr;![.. t.oA}{Z !,fAAJ64 OWest:Co('L~C&: ~tlr'G' Study Years Short Range: 202.-6 Long Range: zo ~c;:,- Future Traffic Growth Rate J :?/JGAf. cC~OT') I Study Intersections 1. All access drives 5. 2. c.o(..(.£r;t9"/-re,t..Glf' 6. 3·tot~~~6f~~B,4~ 7. 4. 8. Time Period for Study ( AM: 7:00-9~: 4:00-6:~ I Sat Noon:,{,[) Trip Generation Rates Pe.e. (rg- Trip Adjustment Factors Passby: IJ/A I Market: Captive 4//4 Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions AI/A Committed Roadway Improvements Nor /J-wAf2-.G' of-'- t4v9 Other Traffic Studies I Areas Requiring Special Study Swo(l'r ICI4AJGe - f-iJ'-(....-~ve#lT,.;rJlJo HC.C.~ LOA.JG £AAJ<ZG" - Ac ~ Date: D8CG't1 BG~ I 7, 2e) t 0 - Traffic Engineer: VGC-(C/J- kSOCIA--'rG"S Local Entity Engineer: _ Isq I -B A r- Page 4-34 Larimer County Urban Area Street Standards - Repealed and Reenacted April 1, 2007 Adopted by Larimer County, City of Loveland, City of Fort Collins =~ .:¥. E E 111--------------- , , I! " i : , ~rTT-rTTV1 . '. -'. , , I , i - - __ _ ;;:EXI5TINCUEES - .lAl'PIiOXIMATElOCATION) '. , .~- ··1 I I SUMMARY REQ. PARKING CURRENT ROW I : ~-I PIIOPOSED NOW ~W I I ~"'-!l ~I N, I " il §i V, 25' BUILDING SETBACKS \ \ ~' APPROXIMATE 300' RUffER ZONE. to BE VERIFIED WITH FINAL SURVEYS AND ECOLOGICAL CHARICTERIZATION STUDY \ \~~ . I, APPROX. EDGE OF BENSON RESERVOIR '~i 1 BEDROOM 2 BEDROOM 3 BEDROOM 60 104 36 @1.5 = 90 @1.75=182 @2.0 = 72 TOTAL 200 344 GROSS SITEAREA GROSS DENSITY NET DENSITY PARKING PROVIDED 20AC 10.0 DUlAC +- 11.11 DUlAC 345 OPEN SPACES 24 GARAGE SPACES o~ 11 to 'GO SCAUI' ••SO· ~ 1 ~.:..••'•..•'l._.,."""'*"''''·C,lf>i">lco F'080" 183, fori CoIUns, CoIcK.odotlOS22-IM' '1O.-412.9IUT "O.-4!H.072&f """",."I&o>elleStudios.com V') --.c:0 - :::: U t:: 0 a-c ~ u.Ot/. c 'l .00 ..J C'tI V'> U --r!21'P &ir4Jt5fArIO() (TG'.:> 914 ) )//Af2~&T ~M2(~&V(S - 200 :D.L). DAIL l( - fgCR J 3 3~ T& AM 13"~ -IOZ 'TG IN - 2~ z: 20 (JU'( ~8o~ ;0 8Z. PM t;'(Q - IZ5 1& /AJ- /;6::{ ~ {3 3 OUT - ~~3~4~ ~ :::::::::: - : : : - - - - - ~",-" - - - I ~ I I - : - ': : : : : - - - : : : : : : : ~ ~ ~ ~ - = : - : : : : ~ ~ ~ ~ ~ ~ ~ ~ : ~ ~ : : ~ ~ ~ ~ ~ : --•• .- •• -.:----- - : - - t. ,.' R thl'~" "FO, SOUf-> H • ~GEI~VENUE'tUS .287) :ss CON'FR0LPLAN FrEREPoRT FOR ~J)En\ILs. ' , -I S. COLLEGE AVe'i - MAJOR ARTERIAL § , b,O ,;~,~ •••.••.. "'.<1.; -- -- ,,-11111111 -- ..' ." ,~, . " L 11111111 "r-~ .~' d) ~ "I TH COLLEGE NUEACCESS ACCESS APPROXIMATE RIGHT-IN/ RIGHT-OUT ACCESS LOCATION PERMITTED PUBLIC STREETS MOVEMENT LEGEND TRAFFIC SIGNAL .EX!.SI!.!iG ~ § ( MEOIAM 111111111 CIRCUlATOR RAISED """ APPENDIX B DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 9/29/2015 Observer: City of Fort Collins Day: Tuesday Jurisdiction: Fort Collins R = right turn Intersection: US287/Trilby S = straight L = left turn Time Northbound: US287 Southbound: US287 Total Eastbound: Trilby Westbound: Trilby Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 48 282 26 356 26 138 14 178 534 59 112 51 222 16 61 43 120 342 876 7:45 28 307 24 359 20 190 11 221 580 68 103 46 217 27 80 42 149 366 946 8:00 33 239 18 290 23 162 23 208 498 47 77 43 167 26 60 48 134 301 799 8:15 29 247 6 282 20 151 25 196 478 57 62 35 154 12 46 46 104 258 736 7:30-8:30 138 1075 74 1287 89 641 73 803 2090 231 354 175 760 81 247 179 507 1267 3357 PHF 0.72 0.88 0.71 0.9 0.86 0.84 0.73 0.91 0.85 0.79 0.86 0.86 0.75 0.77 0.93 0.85 0.89 4:30 52 238 11 301 35 246 47 328 629 30 71 33 134 26 96 32 154 288 917 4:45 63 226 32 321 61 329 59 449 770 24 76 29 129 32 79 28 139 268 1038 5:00 67 239 18 324 44 290 61 395 719 45 87 35 167 34 93 32 159 326 1045 5:15 69 288 27 384 48 339 79 466 850 43 82 40 165 33 86 20 139 304 1154 4:30-5:30 251 991 88 1330 188 1204 246 1638 2968 142 316 137 595 125 354 112 591 1186 4154 PHF 0.91 0.86 0.69 0.87 0.77 0.89 0.78 0.88 0.79 0.91 0.86 0.89 0.92 0.92 0.88 0.93 0.9 APPENDIX C HCM 2010 Signalized Intersection Summary Recent AM 3: US287 & Trilby Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates recent am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 231 354 175 81 247 179 138 1075 74 89 641 73 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 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 260 398 179 91 278 173 155 1208 5 100 720 4 Adj No. of Lanes 110110121121 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222 Cap, veh/h 311 427 192 199 323 201 345 1351 604 199 1303 583 Arrive On Green 0.11 0.35 0.34 0.06 0.30 0.29 0.07 0.38 0.38 0.06 0.37 0.37 Sat Flow, veh/h 1774 1218 548 1774 1075 669 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 260 0 577 91 0 451 155 1208 5 100 720 4 Grp Sat Flow(s),veh/h/ln 1774 0 1766 1774 0 1745 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 10.8 0.0 34.7 3.8 0.0 26.9 5.8 35.2 0.2 3.8 17.7 0.2 Cycle Q Clear(g_c), s 10.8 0.0 34.7 3.8 0.0 26.9 5.8 35.2 0.2 3.8 17.7 0.2 Prop In Lane 1.00 0.31 1.00 0.38 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 311 0 619 199 0 523 345 1351 604 199 1303 583 V/C Ratio(X) 0.84 0.00 0.93 0.46 0.00 0.86 0.45 0.89 0.01 0.50 0.55 0.01 Avail Cap(c_a), veh/h 311 0 626 223 0 555 345 1351 604 223 1303 583 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.1 0.0 34.6 28.2 0.0 36.5 20.5 31.9 21.1 25.6 27.6 22.0 Incr Delay (d2), s/veh 17.6 0.0 20.9 1.6 0.0 12.6 0.9 9.4 0.0 2.0 1.7 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 BackOfQ(50%),veh/ln 6.7 0.0 20.4 1.9 0.0 14.7 2.9 18.9 0.1 1.9 8.9 0.1 LnGrp Delay(d),s/veh 43.7 0.0 55.6 29.8 0.0 49.1 21.4 41.3 21.1 27.6 29.3 22.0 LnGrp LOS D E C DCDCCCC Approach Vol, veh/h 837 542 1368 824 Approach Delay, s/veh 51.9 45.9 39.0 29.0 Approach LOS DDDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.5 47.5 9.5 43.5 11.0 46.0 15.0 38.0 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 7.0 37.5 7.0 38.0 7.0 37.5 11.0 34.0 Max Q Clear Time (g_c+I1), s 5.8 37.2 5.8 36.7 7.8 19.7 12.8 28.9 Green Ext Time (p_c), s 0.0 0.2 0.0 0.8 0.0 11.2 0.0 2.8 Intersection Summary HCM 2010 Ctrl Delay 40.8 HCM 2010 LOS D Timing Report, Sorted By Phase Recent AM 3: US287 & Trilby Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates recent am.syn Phase Number 12345678 Movement SBL NBTL WBL EBTL NBL SBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 44 11 44 11 44 15 40 Maximum Split (%) 10.0% 40.0% 10.0% 40.0% 10.0% 40.0% 13.6% 36.4% Minimum Split (s) 11 23.5 11 33 11 23.5 11 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s) 11121112 Minimum Initial (s) 4 15 4 7 4 15 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 71 82 16 27 71 82 16 31 End Time (s) 82 16 27 71 82 16 31 71 Yield/Force Off (s) 78 9.5 23 65 78 9.5 27 65 Yield/Force Off 170(s) 78 109.5 23 45 78 109.5 27 44 Local Start Time (s) 55 66 0 11 55 66 0 15 Local Yield (s) 62 103.5 7 49 62 103.5 11 49 Local Yield 170(s) 62 93.5 7 29 62 93.5 11 28 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 100 Offset: 16 (15%), Referenced to phase 2:NBTL and 6:SBTL, Start of Red Splits and Phases: 3: US287 & Trilby HCM 2010 Signalized Intersection Summary Recent PM 3: US287 & Trilby City Signal Timing Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates recent pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 142 316 137 125 354 12 251 991 88 188 1204 246 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 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 158 351 138 139 393 13 279 1101 34 209 1338 132 Adj No. of Lanes 110110121121 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222 Cap, veh/h 250 320 126 206 436 14 287 1550 694 313 1460 653 Arrive On Green 0.09 0.25 0.24 0.08 0.24 0.23 0.12 0.44 0.44 0.09 0.41 0.41 Sat Flow, veh/h 1774 1274 501 1774 1793 59 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 158 0 489 139 0 406 279 1101 34 209 1338 132 Grp Sat Flow(s),veh/h/ln 1774 0 1774 1774 0 1852 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 7.8 0.0 30.1 6.9 0.0 25.5 13.4 30.5 1.5 8.0 42.8 6.4 Cycle Q Clear(g_c), s 7.8 0.0 30.1 6.9 0.0 25.5 13.4 30.5 1.5 8.0 42.8 6.4 Prop In Lane 1.00 0.28 1.00 0.03 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 250 0 446 206 0 450 287 1550 694 313 1460 653 V/C Ratio(X) 0.63 0.00 1.10 0.68 0.00 0.90 0.97 0.71 0.05 0.67 0.92 0.20 Avail Cap(c_a), veh/h 267 0 446 237 0 463 287 1550 694 314 1460 653 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.5 0.0 45.1 33.2 0.0 44.0 35.0 27.5 19.4 22.2 33.3 22.6 Incr Delay (d2), s/veh 4.3 0.0 71.7 6.1 0.0 20.3 45.4 2.8 0.1 5.3 10.5 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 BackOfQ(50%),veh/ln 4.1 0.0 23.6 3.7 0.0 15.6 12.8 15.4 0.7 4.3 23.0 2.9 LnGrp Delay(d),s/veh 36.8 0.0 116.8 39.3 0.0 64.3 80.4 30.3 19.5 27.5 43.8 23.3 LnGrp LOS D F D E F C B C D C Approach Vol, veh/h 647 545 1414 1679 Approach Delay, s/veh 97.3 57.9 39.9 40.2 Approach LOS F E D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.9 58.1 12.9 35.1 17.0 55.0 13.8 34.2 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 10.0 49.5 11.0 29.0 13.0 46.5 11.0 29.0 Max Q Clear Time (g_c+I1), s 10.0 32.5 8.9 32.1 15.4 44.8 9.8 27.5 Green Ext Time (p_c), s 0.0 13.5 0.1 0.0 0.0 1.5 0.0 0.7 Intersection Summary HCM 2010 Ctrl Delay 51.0 HCM 2010 LOS D Timing Report, Sorted By Phase Recent PM 3: US287 & Trilby City Signal Timing Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates recent pm.syn Phase Number 12345678 Movement SBL NBTL WBL EBTL NBL SBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 14 56 15 35 17 53 15 35 Maximum Split (%) 11.7% 46.7% 12.5% 29.2% 14.2% 44.2% 12.5% 29.2% Minimum Split (s) 11 23.5 11 33 11 23.5 11 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s) 11121112 Minimum Initial (s) 4 15 4 7 4 15 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 67.5 81.5 17.5 32.5 67.5 84.5 17.5 32.5 End Time (s) 81.5 17.5 32.5 67.5 84.5 17.5 32.5 67.5 Yield/Force Off (s) 77.5 11 28.5 61.5 80.5 11 28.5 61.5 Yield/Force Off 170(s) 77.5 1 28.5 41.5 80.5 1 28.5 40.5 Local Start Time (s) 56.5 70.5 6.5 21.5 56.5 73.5 6.5 21.5 Local Yield (s) 66.5 0 17.5 50.5 69.5 0 17.5 50.5 Local Yield 170(s) 66.5 110 17.5 30.5 69.5 110 17.5 29.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 100 Offset: 11 (9%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Splits and Phases: 3: US287 & Trilby HCM 2010 TWSC Recent AM 6: US287 & Elderhaus Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates recent am.syn Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 0 0 1287 897 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 200 - - 200 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 1430 997 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1712 498 997 0 - 0 Stage 1 997 - - - - - Stage 2 715 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 81 518 690 - - - Stage 1 318 - - - - - Stage 2 446 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 81 518 690 - - - Mov Cap-2 Maneuver 81 - - - - - Stage 1 318 - - - - - Stage 2 446 - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 690 ---- HCM Lane V/C Ratio ----- HCM Control Delay (s) 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 ---- Lanes and Geometrics Recent AM 6: US287 & Elderhaus Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates recent am.syn Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 200 200 Storage Lanes 1 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 1863 0 1863 3539 3539 1863 Flt Permitted Satd. Flow (perm) 1863 0 1863 3539 3539 1863 Link Speed (mph) 30 55 55 Link Distance (ft) 373 542 1401 Travel Time (s) 8.5 6.7 17.4 Intersection Summary Area Type: Other HCM 2010 TWSC Recent PM 6: US287 & Elderhaus Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates recent pm.syn Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 1 0 1330 1466 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 200 - - 200 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1 0 1478 1629 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2368 814 1629 0 - 0 Stage 1 1629 - - - - - Stage 2 739 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 29 321 395 - - - Stage 1 146 - - - - - Stage 2 433 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 29 321 395 - - - Mov Cap-2 Maneuver 29 - - - - - Stage 1 146 - - - - - Stage 2 433 - - - - - Approach EB NB SB HCM Control Delay, s 16.3 0 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 395 - 321 - - HCM Lane V/C Ratio - - 0.003 - - HCM Control Delay (s) 0 - 16.3 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes and Geometrics Recent PM 6: US287 & Elderhaus Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates recent pm.syn Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 200 200 Storage Lanes 1 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Ped Bike Factor Frt 0.865 Flt Protected Satd. Flow (prot) 1611 0 1863 3539 3539 1863 Flt Permitted Satd. Flow (perm) 1611 0 1863 3539 3539 1863 Link Speed (mph) 30 55 55 Link Distance (ft) 373 542 1401 Travel Time (s) 8.5 6.7 17.4 Intersection Summary Area Type: Other UNSIGNALIZED INTERSECTIONS Level-of-Service Average Total Delay sec/veh A < 10 B > 10 and < 15 C > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 50 SIGNALIZED INTERSECTIONS Level-of-Service Average Total Delay sec/veh A < 10 B > 10 and < 20 C > 20 and < 35 D > 35 and < 55 E > 55 and < 80 F > 80 Table 4-3 Fort Collins (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Intersection type Land Use (from structure plan) Commercial corridors Other corridors within: Mixed use districts Low density mixed use residential All other areas Signalized intersections (overall) D E* D D Any Leg E E D E Any Movement E E D E Stop sign control (arterial/arterial, arterial/collector or local- any approach leg) N/A F** F** E Stop sign control (collector/local--any approach leg) N/A C C C * mitigating measures required ** considered normal in an urban environment APPENDIX D HCM 2010 Signalized Intersection Summary Short Bkgrd AM 3: US287 & Trilby City Signal Timing Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates sb am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 243 372 184 85 259 188 145 1129 78 93 673 77 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 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 273 418 189 96 291 184 163 1269 8 104 756 7 Adj No. of Lanes 110110121121 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222 Cap, veh/h 301 431 195 187 327 207 327 1322 591 184 1281 573 Arrive On Green 0.11 0.35 0.35 0.06 0.31 0.30 0.07 0.37 0.37 0.06 0.36 0.36 Sat Flow, veh/h 1774 1216 550 1774 1068 675 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 273 0 607 96 0 475 163 1269 8 104 756 7 Grp Sat Flow(s),veh/h/ln 1774 0 1766 1774 0 1744 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 11.3 0.0 37.2 4.0 0.0 28.6 6.3 38.5 0.3 4.0 19.1 0.3 Cycle Q Clear(g_c), s 11.3 0.0 37.2 4.0 0.0 28.6 6.3 38.5 0.3 4.0 19.1 0.3 Prop In Lane 1.00 0.31 1.00 0.39 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 301 0 626 187 0 534 327 1322 591 184 1281 573 V/C Ratio(X) 0.91 0.00 0.97 0.51 0.00 0.89 0.50 0.96 0.01 0.57 0.59 0.01 Avail Cap(c_a), veh/h 301 0 626 208 0 555 327 1322 591 205 1281 573 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.3 0.0 35.1 28.3 0.0 36.6 21.4 33.6 21.7 26.5 28.5 22.5 Incr Delay (d2), s/veh 29.1 0.0 28.4 2.2 0.0 15.9 1.2 16.8 0.0 2.9 2.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.0 0.0 23.0 2.1 0.0 16.1 3.1 22.0 0.2 2.1 9.6 0.1 LnGrp Delay(d),s/veh 55.3 0.0 63.4 30.5 0.0 52.5 22.6 50.5 21.7 29.4 30.5 22.5 LnGrp LOS E E C DCDCCCC Approach Vol, veh/h 880 571 1440 867 Approach Delay, s/veh 60.9 48.8 47.2 30.3 Approach LOS E D D C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.7 46.6 9.7 44.0 11.0 45.3 15.0 38.7 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 7.0 37.5 7.0 38.0 7.0 37.5 11.0 34.0 Max Q Clear Time (g_c+I1), s 6.0 40.5 6.0 39.2 8.3 21.1 13.3 30.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 11.1 0.0 2.1 Intersection Summary HCM 2010 Ctrl Delay 46.7 HCM 2010 LOS D Timing Report, Sorted By Phase Short Bkgrd AM 3: US287 & Trilby City Signal Timing Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates sb am.syn Phase Number 12345678 Movement SBL NBTL WBL EBTL NBL SBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 44 11 44 11 44 15 40 Maximum Split (%) 10.0% 40.0% 10.0% 40.0% 10.0% 40.0% 13.6% 36.4% Minimum Split (s) 11 23.5 11 33 11 23.5 11 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s) 11121112 Minimum Initial (s) 4 15 4 7 4 15 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 71 82 16 27 71 82 16 31 End Time (s) 82 16 27 71 82 16 31 71 Yield/Force Off (s) 78 9.5 23 65 78 9.5 27 65 Yield/Force Off 170(s) 78 109.5 23 45 78 109.5 27 44 Local Start Time (s) 55 66 0 11 55 66 0 15 Local Yield (s) 62 103.5 7 49 62 103.5 11 49 Local Yield 170(s) 62 93.5 7 29 62 93.5 11 28 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 16 (15%), Referenced to phase 2:NBTL and 6:SBTL, Start of Red Splits and Phases: 3: US287 & Trilby HCM 2010 Signalized Intersection Summary Short Bkgrd PM 3: US287 & Trilby City Signal Timing Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates sb pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 149 332 144 131 372 118 264 1041 92 197 1264 258 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 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 166 369 146 146 413 120 293 1157 38 219 1404 146 Adj No. of Lanes 110110121121 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222 Cap, veh/h 225 328 130 210 347 101 270 1515 678 293 1426 638 Arrive On Green 0.09 0.26 0.25 0.08 0.25 0.24 0.12 0.43 0.43 0.09 0.40 0.40 Sat Flow, veh/h 1774 1271 503 1774 1388 403 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 166 0 515 146 0 533 293 1157 38 219 1404 146 Grp Sat Flow(s),veh/h/ln 1774 0 1774 1774 0 1792 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 8.1 0.0 31.0 7.2 0.0 30.0 14.0 33.3 1.7 8.5 47.1 7.3 Cycle Q Clear(g_c), s 8.1 0.0 31.0 7.2 0.0 30.0 14.0 33.3 1.7 8.5 47.1 7.3 Prop In Lane 1.00 0.28 1.00 0.23 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 225 0 458 210 0 448 270 1515 678 293 1426 638 V/C Ratio(X) 0.74 0.00 1.12 0.70 0.00 1.19 1.08 0.76 0.06 0.75 0.98 0.23 Avail Cap(c_a), veh/h 237 0 458 237 0 448 270 1515 678 293 1426 638 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.3 0.0 44.6 32.7 0.0 45.1 38.3 29.2 20.1 24.3 35.4 23.6 Incr Delay (d2), s/veh 11.0 0.0 80.6 7.3 0.0 105.8 78.7 3.7 0.2 10.2 20.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 0.0 25.4 3.9 0.0 28.0 14.9 17.0 0.8 5.0 27.0 3.3 LnGrp Delay(d),s/veh 43.3 0.0 125.2 40.0 0.0 151.0 117.0 32.9 20.3 34.5 55.8 24.4 LnGrp LOS D F D F F C C C E C Approach Vol, veh/h 681 679 1488 1769 Approach Delay, s/veh 105.3 127.1 49.1 50.6 Approach LOS F F D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 56.9 13.2 36.0 17.0 53.9 14.1 35.0 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 10.0 49.5 11.0 29.0 13.0 46.5 11.0 29.0 Max Q Clear Time (g_c+I1), s 10.5 35.3 9.2 33.0 16.0 49.1 10.1 32.0 Green Ext Time (p_c), s 0.0 12.0 0.1 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 69.4 HCM 2010 LOS E Timing Report, Sorted By Phase Short Bkgrd PM 3: US287 & Trilby City Signal Timing Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates sb pm.syn Phase Number 12345678 Movement SBL NBTL WBL EBTL NBL SBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 14 56 15 35 17 53 15 35 Maximum Split (%) 11.7% 46.7% 12.5% 29.2% 14.2% 44.2% 12.5% 29.2% Minimum Split (s) 11 23.5 11 33 11 23.5 11 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s) 11121112 Minimum Initial (s) 4 15 4 7 4 15 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 67.5 81.5 17.5 32.5 67.5 84.5 17.5 32.5 End Time (s) 81.5 17.5 32.5 67.5 84.5 17.5 32.5 67.5 Yield/Force Off (s) 77.5 11 28.5 61.5 80.5 11 28.5 61.5 Yield/Force Off 170(s) 77.5 1 28.5 41.5 80.5 1 28.5 40.5 Local Start Time (s) 56.5 70.5 6.5 21.5 56.5 73.5 6.5 21.5 Local Yield (s) 66.5 0 17.5 50.5 69.5 0 17.5 50.5 Local Yield 170(s) 66.5 110 17.5 30.5 69.5 110 17.5 29.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 11 (9%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Splits and Phases: 3: US287 & Trilby HCM 2010 Signalized Intersection Summary Short Bkgrd AM 3: US287 & Trilby City Signal Timing with EB & WB RT Lanes Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates sb am with eb & wb rt lanes.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 243 372 184 85 259 188 145 1129 78 93 673 77 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 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 273 418 37 96 291 53 163 1269 16 104 756 15 Adj No. of Lanes 111111121121 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222 Cap, veh/h 346 506 416 237 424 346 395 1616 723 232 1560 698 Arrive On Green 0.11 0.27 0.26 0.06 0.23 0.22 0.07 0.46 0.46 0.06 0.44 0.44 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 273 418 37 96 291 53 163 1269 16 104 756 15 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 12.0 23.2 1.9 4.5 15.7 3.0 5.3 33.4 0.6 3.4 16.7 0.6 Cycle Q Clear(g_c), s 12.0 23.2 1.9 4.5 15.7 3.0 5.3 33.4 0.6 3.4 16.7 0.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 346 506 416 237 424 346 395 1616 723 232 1560 698 V/C Ratio(X) 0.79 0.83 0.09 0.40 0.69 0.15 0.41 0.79 0.02 0.45 0.48 0.02 Avail Cap(c_a), veh/h 346 660 547 252 593 489 395 1616 723 260 1560 698 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 30.1 37.6 30.6 30.8 38.9 34.8 15.7 25.3 16.4 20.8 21.9 17.4 Incr Delay (d2), s/veh 11.6 6.6 0.1 1.1 2.0 0.2 0.7 3.9 0.1 1.4 1.1 0.1 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 BackOfQ(50%),veh/ln 3.4 12.8 0.9 2.2 8.3 1.3 2.7 17.1 0.3 1.8 8.4 0.3 LnGrp Delay(d),s/veh 41.7 44.2 30.7 31.9 40.9 35.0 16.4 29.2 16.5 22.1 23.0 17.4 LnGrp LOS DDCCDCBCBCCB Approach Vol, veh/h 728 440 1448 875 Approach Delay, s/veh 42.6 38.2 27.6 22.8 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.2 55.7 10.1 34.9 11.0 54.0 15.0 30.0 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 7.0 37.5 7.0 38.0 7.0 37.5 11.0 34.0 Max Q Clear Time (g_c+I1), s 5.4 35.4 6.5 25.2 7.3 18.7 14.0 17.7 Green Ext Time (p_c), s 0.0 1.8 0.0 3.7 0.0 12.3 0.0 4.2 Intersection Summary HCM 2010 Ctrl Delay 30.9 HCM 2010 LOS C Timing Report, Sorted By Phase Short Bkgrd AM 3: US287 & Trilby City Signal Timing with EB & WB RT Lanes Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates sb am with eb & wb rt lanes.syn Phase Number 12345678 Movement SBL NBTL WBL EBTL NBL SBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 44 11 44 11 44 15 40 Maximum Split (%) 10.0% 40.0% 10.0% 40.0% 10.0% 40.0% 13.6% 36.4% Minimum Split (s) 11 23.5 11 33 11 23.5 11 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s) 11121112 Minimum Initial (s) 4 15 4 7 4 15 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 71 82 16 27 71 82 16 31 End Time (s) 82 16 27 71 82 16 31 71 Yield/Force Off (s) 78 9.5 23 65 78 9.5 27 65 Yield/Force Off 170(s) 78 109.5 23 45 78 109.5 27 44 Local Start Time (s) 55 66 0 11 55 66 0 15 Local Yield (s) 62 103.5 7 49 62 103.5 11 49 Local Yield 170(s) 62 93.5 7 29 62 93.5 11 28 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 16 (15%), Referenced to phase 2:NBTL and 6:SBTL, Start of Red Splits and Phases: 3: US287 & Trilby HCM 2010 Signalized Intersection Summary Short Bkgrd PM 3: US287 & Trilby Adjusted Signal Timing with EB & WB RT Lanes Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates sb pm with eb & wb rt lanes.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 149 332 144 131 372 118 264 1041 92 197 1264 258 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 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 166 369 29 146 413 10 293 1157 43 219 1404 147 Adj No. of Lanes 111111121121 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222 Cap, veh/h 203 450 369 231 450 369 320 1638 733 316 1461 654 Arrive On Green 0.07 0.24 0.23 0.07 0.24 0.23 0.14 0.46 0.46 0.09 0.41 0.41 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 166 369 29 146 413 10 293 1157 43 219 1404 147 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 8.0 22.5 1.7 7.4 25.9 0.6 14.8 31.3 1.8 8.4 46.3 7.2 Cycle Q Clear(g_c), s 8.0 22.5 1.7 7.4 25.9 0.6 14.8 31.3 1.8 8.4 46.3 7.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 203 450 369 231 450 369 320 1638 733 316 1461 654 V/C Ratio(X) 0.82 0.82 0.08 0.63 0.92 0.03 0.92 0.71 0.06 0.69 0.96 0.22 Avail Cap(c_a), veh/h 203 450 369 231 450 369 320 1638 733 316 1461 654 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 36.3 43.1 35.9 33.8 44.4 35.5 36.7 25.7 17.8 21.9 34.3 22.8 Incr Delay (d2), s/veh 22.6 11.5 0.1 5.4 23.8 0.0 29.6 2.6 0.2 6.3 15.9 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 13.0 0.8 4.0 16.3 0.3 12.2 15.9 0.8 4.6 25.9 3.3 LnGrp Delay(d),s/veh 58.9 54.6 36.0 39.2 68.2 35.5 66.3 28.3 18.0 28.2 50.2 23.6 LnGrp LOS E D D D E D E C B C D C Approach Vol, veh/h 564 569 1493 1770 Approach Delay, s/veh 54.9 60.2 35.5 45.3 Approach LOS D E D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 61.0 11.0 34.0 20.0 55.0 11.0 34.0 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 10.0 54.5 7.0 28.0 16.0 48.5 7.0 28.0 Max Q Clear Time (g_c+I1), s 10.4 33.3 9.4 24.5 16.8 48.3 10.0 27.9 Green Ext Time (p_c), s 0.0 16.8 0.0 1.6 0.0 0.2 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 45.1 HCM 2010 LOS D Timing Report, Sorted By Phase Short Bkgrd PM 3: US287 & Trilby Adjusted Signal Timing with EB & WB RT Lanes Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates sb pm with eb & wb rt lanes.syn Phase Number 12345678 Movement SBL NBTL WBL EBTL NBL SBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 14 61 11 34 20 55 11 34 Maximum Split (%) 11.7% 50.8% 9.2% 28.3% 16.7% 45.8% 9.2% 28.3% Minimum Split (s) 11 23.5 11 33 11 23.5 11 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s) 11121112 Minimum Initial (s) 4 15 4 7 4 15 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 62.5 76.5 17.5 28.5 62.5 82.5 17.5 28.5 End Time (s) 76.5 17.5 28.5 62.5 82.5 17.5 28.5 62.5 Yield/Force Off (s) 72.5 11 24.5 56.5 78.5 11 24.5 56.5 Yield/Force Off 170(s) 72.5 1 24.5 36.5 78.5 1 24.5 35.5 Local Start Time (s) 51.5 65.5 6.5 17.5 51.5 71.5 6.5 17.5 Local Yield (s) 61.5 0 13.5 45.5 67.5 0 13.5 45.5 Local Yield 170(s) 61.5 110 13.5 25.5 67.5 110 13.5 24.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 11 (9%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Splits and Phases: 3: US287 & Trilby HCM 2010 TWSC Short Bkgrd AM 6: US287 & Elderhaus City Signal Timing Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates sb am.syn Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 0 0 1352 942 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 200 - - 200 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 1502 1047 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1798 523 1047 0 - 0 Stage 1 1047 - - - - - Stage 2 751 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 71 499 660 - - - Stage 1 299 - - - - - Stage 2 427 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 71 499 660 - - - Mov Cap-2 Maneuver 71 - - - - - Stage 1 299 - - - - - Stage 2 427 - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 660 ---- HCM Lane V/C Ratio ----- HCM Control Delay (s) 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 ---- Lanes and Geometrics Short Bkgrd AM 6: US287 & Elderhaus City Signal Timing Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates sb am.syn Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 200 200 Storage Lanes 1 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 1863 0 1863 3539 3539 1863 Flt Permitted Satd. Flow (perm) 1863 0 1863 3539 3539 1863 Link Speed (mph) 30 55 55 Link Distance (ft) 373 542 1401 Travel Time (s) 8.5 6.7 17.4 Intersection Summary Area Type: Other HCM 2010 TWSC Short Bkgrd PM 6: US287 & Elderhaus City Signal Timing Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates sb pm.syn Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 1 0 1397 1539 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 200 - - 200 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1 0 1552 1710 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2486 855 1710 0 - 0 Stage 1 1710 - - - - - Stage 2 776 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 24 302 367 - - - Stage 1 131 - - - - - Stage 2 414 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 24 302 367 - - - Mov Cap-2 Maneuver 24 - - - - - Stage 1 131 - - - - - Stage 2 414 - - - - - Approach EB NB SB HCM Control Delay, s 17 0 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 367 - 302 - - HCM Lane V/C Ratio - - 0.004 - - HCM Control Delay (s) 0 - 17 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes and Geometrics Short Bkgrd PM 6: US287 & Elderhaus City Signal Timing Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates sb pm.syn Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 200 200 Storage Lanes 1 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Ped Bike Factor Frt 0.865 Flt Protected Satd. Flow (prot) 1611 0 1863 3539 3539 1863 Flt Permitted Satd. Flow (perm) 1611 0 1863 3539 3539 1863 Link Speed (mph) 30 55 55 Link Distance (ft) 373 542 1401 Travel Time (s) 8.5 6.7 17.4 Intersection Summary Area Type: Other APPENDIX E HCM 2010 Signalized Intersection Summary Long Bkgrd AM 3: US287 & Trilby Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates lb am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 275 425 210 95 295 215 165 1290 90 105 770 90 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 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 289 447 57 100 311 66 174 1358 89 111 811 82 Adj No. of Lanes 111111130130 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222 Cap, veh/h 381 545 449 247 400 325 388 2092 137 250 1913 192 Arrive On Green 0.15 0.29 0.28 0.07 0.21 0.21 0.08 0.43 0.43 0.06 0.41 0.41 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 4877 320 1774 4697 473 Grp Volume(v), veh/h 289 447 57 100 311 66 174 944 503 111 584 309 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1695 1806 1774 1695 1779 Q Serve(g_s), s 13.3 24.6 2.9 4.7 17.3 3.8 5.9 24.2 24.2 3.9 13.6 13.7 Cycle Q Clear(g_c), s 13.3 24.6 2.9 4.7 17.3 3.8 5.9 24.2 24.2 3.9 13.6 13.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.18 1.00 0.27 Lane Grp Cap(c), veh/h 381 545 449 247 400 325 388 1454 775 250 1381 725 V/C Ratio(X) 0.76 0.82 0.13 0.41 0.78 0.20 0.45 0.65 0.65 0.44 0.42 0.43 Avail Cap(c_a), veh/h 381 627 518 256 491 403 483 1454 775 271 1381 725 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 27.8 36.2 29.3 31.4 40.7 36.2 16.5 24.9 24.9 19.7 23.4 23.4 Incr Delay (d2), s/veh 8.6 7.6 0.1 1.1 6.3 0.3 0.8 2.3 4.2 1.2 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 %ile BackOfQ(50%),veh/ln 7.4 13.8 1.3 2.4 9.6 1.7 2.9 11.7 12.9 2.0 6.5 7.1 LnGrp Delay(d),s/veh 36.4 43.8 29.4 32.4 47.1 36.5 17.3 27.1 29.0 20.9 24.3 25.2 LnGrp LOS DDCCDDBCCCCC Approach Vol, veh/h 793 477 1621 1004 Approach Delay, s/veh 40.1 42.5 26.7 24.2 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.7 52.7 10.4 37.2 12.1 50.3 19.0 28.6 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 7.0 39.5 7.0 36.0 14.0 32.5 15.0 28.0 Max Q Clear Time (g_c+I1), s 5.9 26.2 6.7 26.6 7.9 15.7 15.3 19.3 Green Ext Time (p_c), s 0.0 10.0 0.0 3.4 0.2 12.1 0.0 3.3 Intersection Summary HCM 2010 Ctrl Delay 30.7 HCM 2010 LOS C Timing Report, Sorted By Phase Long Bkgrd AM 3: US287 & Trilby Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates lb am.syn Phase Number 12345678 Movement SBL NBTL WBL EBTL NBL SBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 46 11 42 18 39 19 34 Maximum Split (%) 10.0% 41.8% 10.0% 38.2% 16.4% 35.5% 17.3% 30.9% Minimum Split (s) 11 23.5 11 33 11 23.5 11 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s) 11121112 Minimum Initial (s) 4 15 4 7 4 15 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 59.5 70.5 6.5 17.5 59.5 77.5 6.5 25.5 End Time (s) 70.5 6.5 17.5 59.5 77.5 6.5 25.5 59.5 Yield/Force Off (s) 66.5 0 13.5 53.5 73.5 0 21.5 53.5 Yield/Force Off 170(s) 66.5 100 13.5 33.5 73.5 100 21.5 32.5 Local Start Time (s) 59.5 70.5 6.5 17.5 59.5 77.5 6.5 25.5 Local Yield (s) 66.5 0 13.5 53.5 73.5 0 21.5 53.5 Local Yield 170(s) 66.5 100 13.5 33.5 73.5 100 21.5 32.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Splits and Phases: 3: US287 & Trilby HCM 2010 Signalized Intersection Summary Long Bkgrd PM 3: US287 & Trilby Pedcor Apartments 1/17/2016 Synchro 9 Light Report Delich Associates lb pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 170 380 165 150 425 135 300 1190 105 225 1445 295 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 179 400 50 158 447 51 316 1253 103 237 1521 284 Adj No. of Lanes 111111130130 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222 Cap, veh/h 205 481 396 230 466 383 340 2072 170 339 1670 311 Arrive On Green 0.08 0.26 0.25 0.07 0.25 0.24 0.15 0.43 0.43 0.11 0.39 0.39 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 4790 394 1774 4309 802 Grp Volume(v), veh/h 179 400 50 158 447 51 316 887 469 237 1195 610 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1695 1793 1774 1695 1721 Q Serve(g_s), s 9.0 24.3 2.9 8.0 28.4 3.0 16.1 24.1 24.1 9.4 40.0 40.3 Cycle Q Clear(g_c), s 9.0 24.3 2.9 8.0 28.4 3.0 16.1 24.1 24.1 9.4 40.0 40.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.22 1.00 0.47 Lane Grp Cap(c), veh/h 205 481 396 230 466 383 340 1466 776 339 1314 667 V/C Ratio(X) 0.87 0.83 0.13 0.69 0.96 0.13 0.93 0.60 0.60 0.70 0.91 0.91 Avail Cap(c_a), veh/h 205 481 396 230 466 383 340 1466 776 389 1314 667 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 34.3 42.0 34.9 33.5 44.4 35.7 35.8 26.2 26.2 21.4 34.8 34.9 Incr Delay (d2), s/veh 31.4 11.7 0.1 8.2 31.5 0.2 31.6 1.9 3.5 4.6 10.9 19.2 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 BackOfQ(50%),veh/ln 6.2 14.1 1.3 4.4 18.7 1.3 13.2 11.7 12.7 5.0 20.6 22.7 LnGrp Delay(d),s/veh 65.7 53.8 35.0 41.7 75.9 35.8 67.3 28.0 29.7 26.0 45.7 54.0 LnGrp LOS E D C D E D E CCCDD Approach Vol, veh/h 629 656 1672 2042 Approach Delay, s/veh 55.7 64.6 35.9 45.9 Approach LOS E E D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.6 57.4 11.0 36.0 21.0 52.0 12.0 35.0 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 15.0 47.5 7.0 30.0 17.0 45.5 8.0 29.0 Max Q Clear Time (g_c+I1), s 11.4 26.1 10.0 26.3 18.1 42.3 11.0 30.4 Green Ext Time (p_c), s 0.2 18.2 0.0 1.9 0.0 3.1 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 46.2 HCM 2010 LOS D Timing Report, Sorted By Phase Long Bkgrd PM 3: US287 & Trilby Pedcor Apartments 1/17/2016 Synchro 9 Light Report Delich Associates lb pm.syn Phase Number 12345678 Movement SBL NBTL WBL EBTL NBL SBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 19 54 11 36 21 52 12 35 Maximum Split (%) 15.8% 45.0% 9.2% 30.0% 17.5% 43.3% 10.0% 29.2% Minimum Split (s) 11 23.5 11 33 11 23.5 11 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s) 11121112 Minimum Initial (s) 4 15 4 7 4 15 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 64.5 83.5 17.5 28.5 64.5 85.5 17.5 29.5 End Time (s) 83.5 17.5 28.5 64.5 85.5 17.5 29.5 64.5 Yield/Force Off (s) 79.5 11 24.5 58.5 81.5 11 25.5 58.5 Yield/Force Off 170(s) 79.5 1 24.5 38.5 81.5 1 25.5 37.5 Local Start Time (s) 53.5 72.5 6.5 17.5 53.5 74.5 6.5 18.5 Local Yield (s) 68.5 0 13.5 47.5 70.5 0 14.5 47.5 Local Yield 170(s) 68.5 110 13.5 27.5 70.5 110 14.5 26.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 100 Offset: 11 (9%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Splits and Phases: 3: US287 & Trilby HCM 2010 TWSC Long Bkgrd AM 9: Debra & Trilby Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates lb am.syn Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 610 10 5 580 25 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 642 11 5 611 26 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 653 0 963 326 Stage 1 - - - - 647 - Stage 2 - - - - 316 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 930 - 253 670 Stage 1 - - - - 483 - Stage 2 - - - - 712 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 930 - 252 670 Mov Cap-2 Maneuver - - - - 252 - Stage 1 - - - - 483 - Stage 2 - - - - 708 - Approach EB WB NB HCM Control Delay, s 0 0.1 19.4 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 281 - - 930 - HCM Lane V/C Ratio 0.112 - - 0.006 - HCM Control Delay (s) 19.4 - - 8.9 - HCM Lane LOS C - - A - HCM 95th %tile Q(veh) 0.4 - - 0 - Lanes and Geometrics Long Bkgrd AM 9: Debra & Trilby Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates lb am.syn Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 100 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Ped Bike Factor Frt 0.997 0.978 Flt Protected 0.950 0.960 Satd. Flow (prot) 3529 0 1770 3539 1749 0 Flt Permitted 0.950 0.960 Satd. Flow (perm) 3529 0 1770 3539 1749 0 Link Speed (mph) 30 35 30 Link Distance (ft) 406 522 232 Travel Time (s) 9.2 10.2 5.3 Intersection Summary Area Type: Other HCM 2010 TWSC Long Bkgrd PM 9: Debra & Trilby Pedcor Apartments 1/17/2016 Synchro 9 Light Report Delich Associates lb pm.syn Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 680 30 5 695 15 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 716 32 5 732 16 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 747 0 1108 374 Stage 1 - - - - 732 - Stage 2 - - - - 376 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 857 - 204 623 Stage 1 - - - - 437 - Stage 2 - - - - 664 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 857 - 203 623 Mov Cap-2 Maneuver - - - - 203 - Stage 1 - - - - 437 - Stage 2 - - - - 660 - Approach EB WB NB HCM Control Delay, s 0 0.1 21.1 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 244 - - 857 - HCM Lane V/C Ratio 0.086 - - 0.006 - HCM Control Delay (s) 21.1 - - 9.2 - HCM Lane LOS C - - A - HCM 95th %tile Q(veh) 0.3 - - 0 - Lanes and Geometrics Long Bkgrd PM 9: Debra & Trilby Pedcor Apartments 1/17/2016 Synchro 9 Light Report Delich Associates lb pm.syn Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 100 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Ped Bike Factor Frt 0.994 0.968 Flt Protected 0.950 0.963 Satd. Flow (prot) 3518 0 1770 3539 1736 0 Flt Permitted 0.950 0.963 Satd. Flow (perm) 3518 0 1770 3539 1736 0 Link Speed (mph) 30 35 30 Link Distance (ft) 406 522 232 Travel Time (s) 9.2 10.2 5.3 Intersection Summary Area Type: Other HCM 2010 TWSC Long Bkgrd AM 6: US287 & Elderhaus Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates lb am.syn Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 0 0 1545 1075 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 200 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 1626 1132 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1783 566 1132 0 - 0 Stage 1 1132 - - - - - Stage 2 651 - - - - - Critical Hdwy 5.74 7.14 5.34 - - - Critical Hdwy Stg 1 6.64 - - - - - Critical Hdwy Stg 2 6.04 - - - - - Follow-up Hdwy 3.82 3.92 3.12 - - - Pot Cap-1 Maneuver 122 400 338 - - - Stage 1 201 - - - - - Stage 2 438 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 122 400 338 - - - Mov Cap-2 Maneuver 201 - - - - - Stage 1 201 - - - - - Stage 2 438 - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 338 ---- HCM Lane V/C Ratio ----- HCM Control Delay (s) 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 ---- Lanes and Geometrics Long Bkgrd AM 6: US287 & Elderhaus Pedcor Apartments 1/14/2016 Synchro 9 Light Report Delich Associates lb am.syn Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 200 200 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 0.91 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 0 1863 1863 5085 5085 0 Flt Permitted Satd. Flow (perm) 0 1863 1863 5085 5085 0 Link Speed (mph) 30 55 55 Link Distance (ft) 373 542 1401 Travel Time (s) 8.5 6.7 17.4 Intersection Summary Area Type: Other HCM 2010 TWSC Long Bkgrd PM 6: US287 & Elderhaus Pedcor Apartments 1/17/2016 Synchro 9 Light Report Delich Associates lb pm.syn Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 1 0 1595 1760 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 200 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1 0 1679 1853 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2525 926 1853 0 - 0 Stage 1 1853 - - - - - Stage 2 672 - - - - - Critical Hdwy 5.74 7.14 5.34 - - - Critical Hdwy Stg 1 6.64 - - - - - Critical Hdwy Stg 2 6.04 - - - - - Follow-up Hdwy 3.82 3.92 3.12 - - - Pot Cap-1 Maneuver 48 232 148 - - - Stage 1 71 - - - - - Stage 2 427 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 48 232 148 - - - Mov Cap-2 Maneuver 48 - - - - - Stage 1 71 - - - - - Stage 2 427 - - - - - Approach EB NB SB HCM Control Delay, s 20.6 0 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 148 - 232 - - HCM Lane V/C Ratio - - 0.005 - - HCM Control Delay (s) 0 - 20.6 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes and Geometrics Long Bkgrd PM 6: US287 & Elderhaus Pedcor Apartments 1/17/2016 Synchro 9 Light Report Delich Associates lb pm.syn Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 200 200 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 0.91 Ped Bike Factor Frt 0.865 Flt Protected Satd. Flow (prot) 0 1611 1863 5085 5085 0 Flt Permitted Satd. Flow (perm) 0 1611 1863 5085 5085 0 Link Speed (mph) 30 55 55 Link Distance (ft) 373 542 1401 Travel Time (s) 8.5 6.7 17.4 Intersection Summary Area Type: Other APPENDIX F HCM 2010 Signalized Intersection Summary Short Total AM 3: US287 & Trilby City Signal Timing Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates st am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 243 372 185 88 259 188 149 1162 89 93 681 77 Future Volume (veh/h) 243 372 185 88 259 188 149 1162 89 93 681 77 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 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 273 418 190 99 291 184 167 1306 20 104 765 7 Adj No. of Lanes 110110121121 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222 Cap, veh/h 303 430 196 188 328 208 323 1318 589 176 1277 571 Arrive On Green 0.11 0.35 0.35 0.06 0.31 0.30 0.07 0.37 0.37 0.06 0.36 0.36 Sat Flow, veh/h 1774 1214 552 1774 1068 675 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 273 0 608 99 0 475 167 1306 20 104 765 7 Grp Sat Flow(s),veh/h/ln 1774 0 1765 1774 0 1744 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 11.3 0.0 37.3 4.1 0.0 28.5 6.4 40.4 0.9 4.0 19.4 0.3 Cycle Q Clear(g_c), s 11.3 0.0 37.3 4.1 0.0 28.5 6.4 40.4 0.9 4.0 19.4 0.3 Prop In Lane 1.00 0.31 1.00 0.39 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 303 0 626 188 0 536 323 1318 589 176 1277 571 V/C Ratio(X) 0.90 0.00 0.97 0.53 0.00 0.89 0.52 0.99 0.03 0.59 0.60 0.01 Avail Cap(c_a), veh/h 303 0 626 207 0 555 323 1318 589 197 1277 571 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.2 0.0 35.1 28.3 0.0 36.4 21.6 34.3 21.9 26.7 28.7 22.6 Incr Delay (d2), s/veh 28.1 0.0 28.8 2.3 0.0 15.5 1.4 22.8 0.1 3.8 2.1 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 BackOfQ(50%),veh/ln 7.9 0.0 23.1 2.1 0.0 16.0 3.2 23.8 0.4 2.1 9.8 0.1 LnGrp Delay(d),s/veh 54.3 0.0 63.9 30.5 0.0 52.0 23.1 57.1 22.1 30.5 30.8 22.6 LnGrp LOS D E C D C E CCCC Approach Vol, veh/h 881 574 1493 876 Approach Delay, s/veh 60.9 48.3 52.9 30.7 Approach LOS E D D C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.7 46.5 9.8 44.0 11.0 45.2 15.0 38.8 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 7.0 37.5 7.0 38.0 7.0 37.5 11.0 34.0 Max Q Clear Time (g_c+I1), s 6.0 42.4 6.1 39.3 8.4 21.4 13.3 30.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 11.2 0.0 2.1 Intersection Summary HCM 2010 Ctrl Delay 48.9 HCM 2010 LOS D Timing Report, Sorted By Phase Short Total AM 3: US287 & Trilby City Signal Timing Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates st am.syn Phase Number 12345678 Movement SBL NBTL WBL EBTL NBL SBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 44 11 44 11 44 15 40 Maximum Split (%) 10.0% 40.0% 10.0% 40.0% 10.0% 40.0% 13.6% 36.4% Minimum Split (s) 11 23.5 11 33 11 23.5 11 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s) 11121112 Minimum Initial (s) 4 15 4 7 4 15 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 71 82 16 27 71 82 16 31 End Time (s) 82 16 27 71 82 16 31 71 Yield/Force Off (s) 78 9.5 23 65 78 9.5 27 65 Yield/Force Off 170(s) 78 109.5 23 45 78 109.5 27 44 Local Start Time (s) 55 66 0 11 55 66 0 15 Local Yield (s) 62 103.5 7 49 62 103.5 11 49 Local Yield 170(s) 62 93.5 7 29 62 93.5 11 28 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 16 (15%), Referenced to phase 2:NBTL and 6:SBTL, Start of Red Splits and Phases: 3: US287 & Trilby HCM 2010 Signalized Intersection Summary Short Total PM 3: US287 & Trilby City Signal Timing Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates st pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 149 332 148 142 372 118 266 1060 98 197 1298 258 Future Volume (veh/h) 149 332 148 142 372 118 266 1060 98 197 1298 258 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 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 166 369 148 158 413 120 296 1178 45 219 1442 149 Adj No. of Lanes 110110121121 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222 Cap, veh/h 225 321 129 219 347 101 267 1515 678 287 1426 638 Arrive On Green 0.09 0.25 0.24 0.09 0.25 0.24 0.12 0.43 0.43 0.09 0.40 0.40 Sat Flow, veh/h 1774 1266 508 1774 1388 403 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 166 0 517 158 0 533 296 1178 45 219 1442 149 Grp Sat Flow(s),veh/h/ln 1774 0 1773 1774 0 1792 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 8.1 0.0 30.4 7.7 0.0 30.0 14.0 34.2 2.0 8.5 48.4 7.4 Cycle Q Clear(g_c), s 8.1 0.0 30.4 7.7 0.0 30.0 14.0 34.2 2.0 8.5 48.4 7.4 Prop In Lane 1.00 0.29 1.00 0.23 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 225 0 449 219 0 448 267 1515 678 287 1426 638 V/C Ratio(X) 0.74 0.00 1.15 0.72 0.00 1.19 1.11 0.78 0.07 0.76 1.01 0.23 Avail Cap(c_a), veh/h 237 0 449 237 0 448 267 1515 678 287 1426 638 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.3 0.0 44.9 32.5 0.0 45.1 38.9 29.4 20.2 24.7 35.8 23.6 Incr Delay (d2), s/veh 11.0 0.0 90.9 9.4 0.0 105.8 87.4 4.0 0.2 11.4 26.5 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 %ile BackOfQ(50%),veh/ln 4.6 0.0 26.2 4.3 0.0 28.0 15.3 17.5 0.9 5.0 28.8 3.4 LnGrp Delay(d),s/veh 43.3 0.0 135.9 41.9 0.0 151.0 126.3 33.4 20.4 36.0 62.4 24.5 LnGrp LOS D F D F F C C D F C Approach Vol, veh/h 683 691 1519 1810 Approach Delay, s/veh 113.4 126.0 51.1 56.1 Approach LOS F F D E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 56.9 13.7 35.4 17.0 53.9 14.1 35.0 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 10.0 49.5 11.0 29.0 13.0 46.5 11.0 29.0 Max Q Clear Time (g_c+I1), s 10.5 36.2 9.7 32.4 16.0 50.4 10.1 32.0 Green Ext Time (p_c), s 0.0 11.4 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 73.1 HCM 2010 LOS E Timing Report, Sorted By Phase Short Total PM 3: US287 & Trilby City Signal Timing Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates st pm.syn Phase Number 12345678 Movement SBL NBTL WBL EBTL NBL SBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 14 56 15 35 17 53 15 35 Maximum Split (%) 11.7% 46.7% 12.5% 29.2% 14.2% 44.2% 12.5% 29.2% Minimum Split (s) 11 23.5 11 33 11 23.5 11 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s) 11121112 Minimum Initial (s) 4 15 4 7 4 15 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 67.5 81.5 17.5 32.5 67.5 84.5 17.5 32.5 End Time (s) 81.5 17.5 32.5 67.5 84.5 17.5 32.5 67.5 Yield/Force Off (s) 77.5 11 28.5 61.5 80.5 11 28.5 61.5 Yield/Force Off 170(s) 77.5 1 28.5 41.5 80.5 1 28.5 40.5 Local Start Time (s) 56.5 70.5 6.5 21.5 56.5 73.5 6.5 21.5 Local Yield (s) 66.5 0 17.5 50.5 69.5 0 17.5 50.5 Local Yield 170(s) 66.5 110 17.5 30.5 69.5 110 17.5 29.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 11 (9%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Splits and Phases: 3: US287 & Trilby HCM 2010 Signalized Intersection Summary Short Total AM 3: US287 & Trilby City Signal Timing with EB & WB RT Lanes Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates st am with eb & wb rt lanes.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 243 372 185 88 259 188 149 1162 89 93 681 77 Future Volume (veh/h) 243 372 185 88 259 188 149 1162 89 93 681 77 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 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 273 418 39 99 291 54 167 1306 28 104 765 14 Adj No. of Lanes 111111121121 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222 Cap, veh/h 348 507 416 240 426 348 391 1611 721 222 1555 695 Arrive On Green 0.11 0.27 0.26 0.07 0.23 0.22 0.07 0.46 0.46 0.06 0.44 0.44 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 273 418 39 99 291 54 167 1306 28 104 765 14 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 12.0 23.2 2.0 4.6 15.7 3.0 5.5 35.1 1.1 3.5 17.0 0.6 Cycle Q Clear(g_c), s 12.0 23.2 2.0 4.6 15.7 3.0 5.5 35.1 1.1 3.5 17.0 0.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 348 507 416 240 426 348 391 1611 721 222 1555 695 V/C Ratio(X) 0.78 0.83 0.09 0.41 0.68 0.16 0.43 0.81 0.04 0.47 0.49 0.02 Avail Cap(c_a), veh/h 348 660 547 252 593 489 391 1611 721 250 1555 695 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 30.0 37.6 30.6 30.7 38.8 34.7 16.0 25.9 16.6 21.6 22.1 17.4 Incr Delay (d2), s/veh 11.2 6.6 0.1 1.1 1.9 0.2 0.7 4.5 0.1 1.5 1.1 0.1 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 BackOfQ(50%),veh/ln 3.3 12.8 0.9 2.3 8.3 1.3 2.7 18.1 0.5 1.8 8.5 0.3 LnGrp Delay(d),s/veh 41.2 44.2 30.7 31.8 40.7 34.9 16.7 30.4 16.7 23.1 23.2 17.5 LnGrp LOS DDCCDCBCBCCB Approach Vol, veh/h 730 444 1501 883 Approach Delay, s/veh 42.3 38.0 28.6 23.1 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.3 55.6 10.3 34.9 11.0 53.8 15.0 30.2 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 7.0 37.5 7.0 38.0 7.0 37.5 11.0 34.0 Max Q Clear Time (g_c+I1), s 5.5 37.1 6.6 25.2 7.5 19.0 14.0 17.7 Green Ext Time (p_c), s 0.0 0.4 0.0 3.7 0.0 12.4 0.0 4.2 Intersection Summary HCM 2010 Ctrl Delay 31.2 HCM 2010 LOS C Timing Report, Sorted By Phase Short Total AM 3: US287 & Trilby City Signal Timing with EB & WB RT Lanes Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates st am with eb & wb rt lanes.syn Phase Number 12345678 Movement SBL NBTL WBL EBTL NBL SBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 44 11 44 11 44 15 40 Maximum Split (%) 10.0% 40.0% 10.0% 40.0% 10.0% 40.0% 13.6% 36.4% Minimum Split (s) 11 23.5 11 33 11 23.5 11 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s) 11121112 Minimum Initial (s) 4 15 4 7 4 15 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 71 82 16 27 71 82 16 31 End Time (s) 82 16 27 71 82 16 31 71 Yield/Force Off (s) 78 9.5 23 65 78 9.5 27 65 Yield/Force Off 170(s) 78 109.5 23 45 78 109.5 27 44 Local Start Time (s) 55 66 0 11 55 66 0 15 Local Yield (s) 62 103.5 7 49 62 103.5 11 49 Local Yield 170(s) 62 93.5 7 29 62 93.5 11 28 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 16 (15%), Referenced to phase 2:NBTL and 6:SBTL, Start of Red Splits and Phases: 3: US287 & Trilby HCM 2010 Signalized Intersection Summary Short Total PM 3: US287 & Trilby Adjusted Signal Timing with EB & WB RT Lanes Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates st pm with eb & wb rt lanes.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 149 332 148 142 372 118 266 1060 98 197 1298 258 Future Volume (veh/h) 149 332 148 142 372 118 266 1060 98 197 1298 258 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 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 166 369 30 158 413 10 296 1178 50 219 1442 150 Adj No. of Lanes 111111121121 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222 Cap, veh/h 203 450 369 231 450 369 314 1638 733 311 1461 654 Arrive On Green 0.07 0.24 0.23 0.07 0.24 0.23 0.14 0.46 0.46 0.09 0.41 0.41 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 166 369 30 158 413 10 296 1178 50 219 1442 150 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 8.0 22.5 1.8 8.0 25.9 0.6 15.5 32.2 2.1 8.4 48.5 7.4 Cycle Q Clear(g_c), s 8.0 22.5 1.8 8.0 25.9 0.6 15.5 32.2 2.1 8.4 48.5 7.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 203 450 369 231 450 369 314 1638 733 311 1461 654 V/C Ratio(X) 0.82 0.82 0.08 0.68 0.92 0.03 0.94 0.72 0.07 0.70 0.99 0.23 Avail Cap(c_a), veh/h 203 450 369 231 450 369 314 1638 733 311 1461 654 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 36.3 43.1 36.0 34.3 44.4 35.5 38.3 26.0 17.9 22.3 34.9 22.9 Incr Delay (d2), s/veh 22.6 11.5 0.1 8.0 23.8 0.0 35.7 2.8 0.2 7.1 20.7 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 13.0 0.8 1.7 16.3 0.3 12.8 16.3 1.0 4.7 27.8 3.4 LnGrp Delay(d),s/veh 58.9 54.6 36.1 42.3 68.2 35.5 74.0 28.7 18.1 29.4 55.6 23.7 LnGrp LOS E D D D E D E C B C E C Approach Vol, veh/h 565 581 1524 1811 Approach Delay, s/veh 54.9 60.6 37.2 49.8 Approach LOS D E D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 61.0 11.0 34.0 20.0 55.0 11.0 34.0 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 10.0 54.5 7.0 28.0 16.0 48.5 7.0 28.0 Max Q Clear Time (g_c+I1), s 10.4 34.2 10.0 24.5 17.5 50.5 10.0 27.9 Green Ext Time (p_c), s 0.0 16.5 0.0 1.6 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 47.5 HCM 2010 LOS D Timing Report, Sorted By Phase Short Total PM 3: US287 & Trilby Adjusted Signal Timing with EB & WB RT Lanes Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates st pm with eb & wb rt lanes.syn Phase Number 12345678 Movement SBL NBTL WBL EBTL NBL SBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 14 61 11 34 20 55 11 34 Maximum Split (%) 11.7% 50.8% 9.2% 28.3% 16.7% 45.8% 9.2% 28.3% Minimum Split (s) 11 23.5 11 33 11 23.5 11 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s) 11121112 Minimum Initial (s) 4 15 4 7 4 15 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 62.5 76.5 17.5 28.5 62.5 82.5 17.5 28.5 End Time (s) 76.5 17.5 28.5 62.5 82.5 17.5 28.5 62.5 Yield/Force Off (s) 72.5 11 24.5 56.5 78.5 11 24.5 56.5 Yield/Force Off 170(s) 72.5 1 24.5 36.5 78.5 1 24.5 35.5 Local Start Time (s) 51.5 65.5 6.5 17.5 51.5 71.5 6.5 17.5 Local Yield (s) 61.5 0 13.5 45.5 67.5 0 13.5 45.5 Local Yield 170(s) 61.5 110 13.5 25.5 67.5 110 13.5 24.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 11 (9%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Splits and Phases: 3: US287 & Trilby HCM 2010 TWSC Short Total AM 6: US287 & Elderhaus/Site Access City Signal Timing Pedcor Apartments 2/29/2016 Synchro 9 Light Report Delich Associates st am.syn Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 0 0 0 26 0 48 0 1352 6 12 942 0 Future Vol, veh/h 0 0 0 26 0 48 0 1352 6 12 942 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 200 - 200 200 - 200 Veh in Median Storage, # - 2 - - 2 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 89 90 89 89 89 90 90 89 89 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 29 0 54 0 1502 7 13 1047 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1825 2576 523 2052 2576 751 1047 0 0 1502 0 0 Stage 1 1074 1074 - 1502 1502 - - - - - - - Stage 2 751 1502 - 550 1074 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 48 25 499 32 25 353 660 - - 442 - - Stage 1 235 294 - 127 183 - - - - - - - Stage 2 369 183 - 487 294 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 40 24 499 31 24 353 660 - - 442 - - Mov Cap-2 Maneuver 178 138 - 117 145 - - - - - - - Stage 1 235 285 - 127 183 - - - - - - - Stage 2 313 183 - 473 285 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 33.6 0 0.2 HCM LOS A D Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 660 - - - 207 442 - - HCM Lane V/C Ratio ---- 0.402 0.031 - - HCM Control Delay (s) 0 - - 0 33.6 13.4 - - HCM Lane LOS A - - A D B - - HCM 95th %tile Q(veh) 0 - - - 1.8 0.1 - - Lanes and Geometrics Short Total AM 6: US287 & Elderhaus/Site Access City Signal Timing Pedcor Apartments 2/29/2016 Synchro 9 Light Report Delich Associates st am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 200 200 200 200 Storage Lanes 0 0 0 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Ped Bike Factor Frt 0.912 0.850 Flt Protected 0.983 0.950 Satd. Flow (prot) 0 1863 0 0 1670 0 1863 3539 1583 1770 3539 1863 Flt Permitted 0.983 0.950 Satd. Flow (perm) 0 1863 0 0 1670 0 1863 3539 1583 1770 3539 1863 Link Speed (mph) 30 30 55 55 Link Distance (ft) 373 347 542 1401 Travel Time (s) 8.5 7.9 6.7 17.4 Intersection Summary Area Type: Other HCM 2010 TWSC Short Total PM 6: US287 & Elderhaus/Site Access City Signal Timing Pedcor Apartments 2/29/2016 Synchro 9 Light Report Delich Associates st pm.syn Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 0 0 1 14 0 27 0 1397 27 49 1539 0 Future Vol, veh/h 0 0 1 14 0 27 0 1397 27 49 1539 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 200 - 200 200 - 200 Veh in Median Storage, # - 2 - - 2 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 1 16 0 30 0 1552 30 54 1710 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2595 3371 855 2516 3371 776 1710 0 0 1552 0 0 Stage 1 1819 1819 - 1552 1552 - - - - - - - Stage 2 776 1552 - 964 1819 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 12 8 302 ~ 14 8 340 367 - - 423 - - Stage 1 80 127 - 119 173 - - - - - - - Stage 2 356 173 - 274 127 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 10 7 302 ~ 13 7 340 367 - - 423 - - Mov Cap-2 Maneuver 72 75 - 100 86 - - - - - - - Stage 1 80 111 - 119 173 - - - - - - - Stage 2 325 173 - 238 111 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 17 30.3 0 0.5 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 367 - - 302 187 423 - - HCM Lane V/C Ratio - - - 0.004 0.244 0.129 - - HCM Control Delay (s) 0 - - 17 30.3 14.8 - - HCM Lane LOS A - - C D B - - HCM 95th %tile Q(veh) 0 - - 0 0.9 0.4 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Lanes and Geometrics Short Total PM 6: US287 & Elderhaus/Site Access City Signal Timing Pedcor Apartments 2/29/2016 Synchro 9 Light Report Delich Associates st pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 200 200 200 200 Storage Lanes 0 0 0 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Ped Bike Factor Frt 0.865 0.912 0.850 Flt Protected 0.983 0.950 Satd. Flow (prot) 0 1611 0 0 1670 0 1863 3539 1583 1770 3539 1863 Flt Permitted 0.983 0.950 Satd. Flow (perm) 0 1611 0 0 1670 0 1863 3539 1583 1770 3539 1863 Link Speed (mph) 30 30 55 55 Link Distance (ft) 373 337 542 1401 Travel Time (s) 8.5 7.7 6.7 17.4 Intersection Summary Area Type: Other APPENDIX G HCM 2010 Signalized Intersection Summary Long Total AM 3: US287 & Trilby Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates lt am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 275 425 210 120 300 230 170 1310 90 110 775 90 Future Volume (veh/h) 275 425 210 120 300 230 170 1310 90 110 775 90 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 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 289 447 57 126 316 82 179 1379 89 116 816 82 Adj No. of Lanes 111111130130 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222 Cap, veh/h 379 540 444 253 404 329 387 2072 134 249 1893 189 Arrive On Green 0.15 0.29 0.28 0.07 0.22 0.21 0.08 0.42 0.42 0.06 0.40 0.40 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 4882 315 1774 4700 470 Grp Volume(v), veh/h 289 447 57 126 316 82 179 958 510 116 588 310 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1695 1807 1774 1695 1780 Q Serve(g_s), s 13.3 24.7 3.0 6.0 17.6 4.8 6.2 24.9 24.9 4.1 13.8 13.9 Cycle Q Clear(g_c), s 13.3 24.7 3.0 6.0 17.6 4.8 6.2 24.9 24.9 4.1 13.8 13.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 0.26 Lane Grp Cap(c), veh/h 379 540 444 253 404 329 387 1439 767 249 1365 717 V/C Ratio(X) 0.76 0.83 0.13 0.50 0.78 0.25 0.46 0.67 0.67 0.47 0.43 0.43 Avail Cap(c_a), veh/h 379 627 518 253 491 403 478 1439 767 266 1365 717 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 27.6 36.5 29.5 31.3 40.6 36.4 16.8 25.4 25.4 20.2 23.7 23.8 Incr Delay (d2), s/veh 8.8 8.0 0.1 1.5 6.6 0.4 0.9 2.4 4.5 1.4 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 %ile BackOfQ(50%),veh/ln 7.4 13.9 1.3 3.0 9.8 2.1 3.1 12.1 13.3 2.1 6.6 7.2 LnGrp Delay(d),s/veh 36.4 44.6 29.7 32.9 47.2 36.8 17.6 27.8 29.9 21.6 24.7 25.7 LnGrp LOS DDCCDDBCCCCC Approach Vol, veh/h 793 524 1647 1014 Approach Delay, s/veh 40.5 42.1 27.4 24.7 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.0 52.2 11.0 36.9 12.3 49.8 19.0 28.9 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 7.0 39.5 7.0 36.0 14.0 32.5 15.0 28.0 Max Q Clear Time (g_c+I1), s 6.1 26.9 8.0 26.7 8.2 15.9 15.3 19.6 Green Ext Time (p_c), s 0.0 9.7 0.0 3.5 0.2 12.1 0.0 3.3 Intersection Summary HCM 2010 Ctrl Delay 31.2 HCM 2010 LOS C Timing Report, Sorted By Phase Long Total AM 3: US287 & Trilby Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates lt am.syn Phase Number 12345678 Movement SBL NBTL WBL EBTL NBL SBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 46 11 42 18 39 19 34 Maximum Split (%) 10.0% 41.8% 10.0% 38.2% 16.4% 35.5% 17.3% 30.9% Minimum Split (s) 11 23.5 11 33 11 23.5 11 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s) 11121112 Minimum Initial (s) 4 15 4 7 4 15 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 59.5 70.5 6.5 17.5 59.5 77.5 6.5 25.5 End Time (s) 70.5 6.5 17.5 59.5 77.5 6.5 25.5 59.5 Yield/Force Off (s) 66.5 0 13.5 53.5 73.5 0 21.5 53.5 Yield/Force Off 170(s) 66.5 100 13.5 33.5 73.5 100 21.5 32.5 Local Start Time (s) 59.5 70.5 6.5 17.5 59.5 77.5 6.5 25.5 Local Yield (s) 66.5 0 13.5 53.5 73.5 0 21.5 53.5 Local Yield 170(s) 66.5 100 13.5 33.5 73.5 100 21.5 32.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Splits and Phases: 3: US287 & Trilby HCM 2010 Signalized Intersection Summary Long Total PM 3: US287 & Trilby Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates lt pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 170 385 170 165 425 145 300 1200 105 240 1465 295 Future Volume (veh/h) 170 385 170 165 425 145 300 1200 105 240 1465 295 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 179 405 54 174 447 55 316 1263 103 253 1542 285 Adj No. of Lanes 111111130130 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222 Cap, veh/h 205 481 396 227 466 383 338 2048 167 344 1673 308 Arrive On Green 0.08 0.26 0.25 0.07 0.25 0.24 0.15 0.43 0.43 0.11 0.39 0.39 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 4793 391 1774 4318 795 Grp Volume(v), veh/h 179 405 54 174 447 55 316 893 473 253 1210 617 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1695 1794 1774 1695 1722 Q Serve(g_s), s 9.0 24.7 3.2 8.0 28.4 3.3 16.2 24.6 24.6 10.0 40.8 41.1 Cycle Q Clear(g_c), s 9.0 24.7 3.2 8.0 28.4 3.3 16.2 24.6 24.6 10.0 40.8 41.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.22 1.00 0.46 Lane Grp Cap(c), veh/h 205 481 396 227 466 383 338 1449 766 344 1314 667 V/C Ratio(X) 0.87 0.84 0.14 0.77 0.96 0.14 0.94 0.62 0.62 0.74 0.92 0.93 Avail Cap(c_a), veh/h 205 481 396 227 466 383 338 1449 766 385 1314 667 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 34.3 42.2 34.9 36.0 44.4 35.7 36.2 26.7 26.7 22.0 35.0 35.1 Incr Delay (d2), s/veh 31.4 12.7 0.2 14.6 31.5 0.2 32.8 2.0 3.7 6.4 11.9 20.7 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 BackOfQ(50%),veh/ln 6.2 14.4 1.4 2.8 18.7 1.5 13.4 11.9 13.0 5.5 21.2 23.4 LnGrp Delay(d),s/veh 65.7 54.9 35.1 50.6 75.9 35.9 69.0 28.7 30.4 28.4 46.9 55.7 LnGrp LOS E D D D E D E CCCDE Approach Vol, veh/h 638 676 1682 2080 Approach Delay, s/veh 56.2 66.2 36.8 47.3 Approach LOS E E D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.2 56.8 11.0 36.0 21.0 52.0 12.0 35.0 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 15.0 47.5 7.0 30.0 17.0 45.5 8.0 29.0 Max Q Clear Time (g_c+I1), s 12.0 26.6 10.0 26.7 18.2 43.1 11.0 30.4 Green Ext Time (p_c), s 0.2 18.0 0.0 1.7 0.0 2.3 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 47.4 HCM 2010 LOS D Timing Report, Sorted By Phase Long Total PM 3: US287 & Trilby Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates lt pm.syn Phase Number 12345678 Movement SBL NBTL WBL EBTL NBL SBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 19 54 11 36 21 52 12 35 Maximum Split (%) 15.8% 45.0% 9.2% 30.0% 17.5% 43.3% 10.0% 29.2% Minimum Split (s) 11 23.5 11 33 11 23.5 11 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s) 11121112 Minimum Initial (s) 4 15 4 7 4 15 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 64.5 83.5 17.5 28.5 64.5 85.5 17.5 29.5 End Time (s) 83.5 17.5 28.5 64.5 85.5 17.5 29.5 64.5 Yield/Force Off (s) 79.5 11 24.5 58.5 81.5 11 25.5 58.5 Yield/Force Off 170(s) 79.5 1 24.5 38.5 81.5 1 25.5 37.5 Local Start Time (s) 53.5 72.5 6.5 17.5 53.5 74.5 6.5 18.5 Local Yield (s) 68.5 0 13.5 47.5 70.5 0 14.5 47.5 Local Yield 170(s) 68.5 110 13.5 27.5 70.5 110 14.5 26.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 100 Offset: 11 (9%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Splits and Phases: 3: US287 & Trilby HCM 2010 TWSC Long Total AM 9: Debra & Trilby Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates lt am.syn Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Traffic Vol, veh/h 610 15 10 580 70 15 Future Vol, veh/h 610 15 10 580 70 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 642 16 11 611 74 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 658 0 976 329 Stage 1 - - - - 650 - Stage 2 - - - - 326 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 926 - 248 667 Stage 1 - - - - 481 - Stage 2 - - - - 704 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 926 - 245 667 Mov Cap-2 Maneuver - - - - 245 - Stage 1 - - - - 481 - Stage 2 - - - - 696 - Approach EB WB NB HCM Control Delay, s 0 0.2 24.2 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 276 - - 926 - HCM Lane V/C Ratio 0.324 - - 0.011 - HCM Control Delay (s) 24.2 - - 8.9 - HCM Lane LOS C - - A - HCM 95th %tile Q(veh) 1.4 - - 0 - Lanes and Geometrics Long Total AM 9: Debra & Trilby Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates lt am.syn Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 100 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Ped Bike Factor Frt 0.996 0.976 Flt Protected 0.950 0.961 Satd. Flow (prot) 3525 0 1770 3539 1747 0 Flt Permitted 0.950 0.961 Satd. Flow (perm) 3525 0 1770 3539 1747 0 Link Speed (mph) 30 35 30 Link Distance (ft) 406 522 232 Travel Time (s) 9.2 10.2 5.3 Intersection Summary Area Type: Other HCM 2010 TWSC Long Total PM 9: Debra & Trilby Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates lt pm.syn Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Traffic Vol, veh/h 680 50 15 695 40 10 Future Vol, veh/h 680 50 15 695 40 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 716 53 16 732 42 11 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 768 0 1139 384 Stage 1 - - - - 742 - Stage 2 - - - - 397 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 842 - 195 614 Stage 1 - - - - 432 - Stage 2 - - - - 648 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 842 - 191 614 Mov Cap-2 Maneuver - - - - 191 - Stage 1 - - - - 432 - Stage 2 - - - - 636 - Approach EB WB NB HCM Control Delay, s 0 0.2 26.2 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 222 - - 842 - HCM Lane V/C Ratio 0.237 - - 0.019 - HCM Control Delay (s) 26.2 - - 9.4 - HCM Lane LOS D - - A - HCM 95th %tile Q(veh) 0.9 - - 0.1 - Lanes and Geometrics Long Total PM 9: Debra & Trilby Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates lt pm.syn Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Ped Bike Factor Frt 0.990 0.972 Flt Protected 0.950 0.962 Satd. Flow (prot) 3504 0 1770 3539 1742 0 Flt Permitted 0.950 0.962 Satd. Flow (perm) 3504 0 1770 3539 1742 0 Link Speed (mph) 30 35 30 Link Distance (ft) 406 522 232 Travel Time (s) 9.2 10.2 5.3 Intersection Summary Area Type: Other HCM 2010 TWSC Long Total AM 6: US287 & Elderhaus/Site Access Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates lt am.syn Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 0 0 0 0 0 25 0 1545 5 5 1100 0 Future Vol, veh/h 0 0 0 0 0 25 0 1545 5 5 1100 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 200 - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 26 0 1626 5 5 1158 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1819 2800 579 2103 2797 816 1158 0 0 1632 0 0 Stage 1 1168 1168 - 1629 1629 - - - - - - - Stage 2 651 1632 - 474 1168 - - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.34 - - 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 - - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 - - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 3.12 - - 3.12 - - Pot Cap-1 Maneuver 82 18 393 55 18 275 328 - - 192 - - Stage 1 152 266 - 72 159 - - - - - - - Stage 2 386 158 - 494 266 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 73 18 393 54 18 275 328 - - 192 - - Mov Cap-2 Maneuver 73 18 - 54 18 - - - - - - - Stage 1 152 259 - 72 159 - - - - - - - Stage 2 349 158 - 481 259 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 19.5 0 0.1 HCM LOS A C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 328 - - - 275 192 - - HCM Lane V/C Ratio ---- 0.096 0.027 - - HCM Control Delay (s) 0 - - 0 19.5 24.3 - - HCM Lane LOS A - - A C C - - HCM 95th %tile Q(veh) 0 - - - 0.3 0.1 - - Lanes and Geometrics Long Total AM 6: US287 & Elderhaus/Site Access Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates lt am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 200 200 200 200 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 1.00 0.91 0.91 Ped Bike Factor Frt 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 0 1863 0 0 1611 1863 5085 0 1770 5085 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 1863 0 0 1611 1863 5085 0 1770 5085 0 Link Speed (mph) 30 30 55 55 Link Distance (ft) 373 337 542 1401 Travel Time (s) 8.5 7.7 6.7 17.4 Intersection Summary Area Type: Other HCM 2010 TWSC Long Total PM 6: US287 & Elderhaus/Site Access Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates lt pm.syn Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 0 0 1 0 0 10 0 1595 25 25 1775 0 Future Vol, veh/h 0 0 1 0 0 10 0 1595 25 25 1775 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 200 - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 1 0 0 11 0 1679 26 26 1868 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2593 3626 934 2492 3613 853 1868 0 0 1705 0 0 Stage 1 1921 1921 - 1692 1692 - - - - - - - Stage 2 672 1705 - 800 1921 - - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.34 - - 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 - - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 - - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 3.12 - - 3.12 - - Pot Cap-1 Maneuver 27 5 230 31 5 260 146 - - 176 - - Stage 1 44 113 - 64 147 - - - - - - - Stage 2 375 145 - 313 113 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 23 4 230 27 4 260 146 - - 176 - - Mov Cap-2 Maneuver 23 4 - 27 4 - - - - - - - Stage 1 44 96 - 64 147 - - - - - - - Stage 2 360 145 - 266 96 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 20.7 19.4 0 0.4 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 146 - - 230 260 176 - - HCM Lane V/C Ratio - - - 0.005 0.04 0.15 - - HCM Control Delay (s) 0 - - 20.7 19.4 29 - - HCM Lane LOS A - - C C D - - HCM 95th %tile Q(veh) 0 - - 0 0.1 0.5 - - Lanes and Geometrics Long Total PM 6: US287 & Elderhaus/Site Access Pedcor Apartments 2/24/2016 Synchro 9 Light Report Delich Associates lt pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 200 200 200 200 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 1.00 0.91 0.91 Ped Bike Factor Frt 0.865 0.865 0.998 Flt Protected 0.950 Satd. Flow (prot) 0 0 1611 0 0 1611 1863 5075 0 1770 5085 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 1611 0 0 1611 1863 5075 0 1770 5085 0 Link Speed (mph) 30 30 55 55 Link Distance (ft) 373 337 542 1401 Travel Time (s) 8.5 7.7 6.7 17.4 Intersection Summary Area Type: Other APPENDIX H Trilby 287 Debra Stoney Brook SCALE: 1"=500' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES Pedcor Apartments TIS, February 2016 Pedestrian LOS Worksheet Project Location Classification: Other Description of Applicable Destination Area Within 1320’ Destination Area Classification Level of Service (minimum based on project location classification) Directness Continuity Street Crossings Visual Interest & Amenities Security Commercial area to the north of the site Residential Minimum C C C C C 1 Actual A D A C C Proposed A D A C C Residential neighborhood to the north of the site Residential Minimum C C C C C 2 Actual B D A B C Proposed B D A B C Residential neighborhood to the east of the site Residential Minimum C C C C C 3 Actual F E A B C Proposed F E A B C Residential neighborhood to the southwest of the site Residential Minimum C C C C C 4 Actual F E F C C Proposed F E F C C Minimum 5 Actual Proposed Minimum 6 Actual Proposed Minimum 7 Actual Proposed Minimum 8 Actual Proposed Minimum 9 Actual Proposed Minimum 10 Actual Proposed Trilby 287 Debra Stoney Brook SCALE: 1"=500' BICYCLE INFLUENCE AREA DELICH ASSOCIATES Pedcor Apartments TIS, February 2016 Bicycle LOS Worksheet Level of Service – Connectivity Minimum Actual Proposed Base Connectivity: C B B Specific connections to priority sites: Description of Applicable Destination Area Within 1320’ Destination Area Classification Commercial area to the 1 north of the site Commercial C A A 2 3 4 ~ 0- Z -<z V)' UQ.. C:::J -Q.Q) c .V') .••.- Q) ••• fr;Uf- B~ u2 8 ~ACAO FJLE DRAWN=-. CHrCl:(O: ttH ISSU( DATE; IIXlHII DAlE CONCEPT PLAN St'fEnNQ 1 OF