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Home My WebLink AboutNORTH COLLEGE DRIVE THRU - PDP - PDP160014 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY1603 & 1605 NORTH COLLEGE TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO APRIL 2016 Prepared for: Peak to Peak Properties P.O. Box 102291 Denver, CO 80250 Prepared by: DELICH ASSOCIATES 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 ___,,/1/.' __ Project #1605 DELICH 1603 & 1605 North College TIS, April 2016 ASSOCIATES TABLE OF CONTENTS I. INTRODUCTION ........................................................................................................ 1 II. EXISTING CONDITIONS .......................................................................................... 2 Land Use ......................................................................................................................... 2 Roads .............................................................................................................................. 2 Existing Traffic ................................................................................................................. 5 Existing Operation ........................................................................................................... 5 Pedestrians Facilities ...................................................................................................... 5 Bicycle Facilities .............................................................................................................. 9 Transit Facilities .............................................................................................................. 9 III. PROPOSED DEVELOPMENT ............................................................................... 10 Trip Generation ............................................................................................................. 10 Trip Distribution ............................................................................................................. 10 Background Traffic Projections ..................................................................................... 10 Trip Assignment ............................................................................................................ 14 Signal Warrants ............................................................................................................. 14 Geometry ...................................................................................................................... 14 Operation Analysis ........................................................................................................ 14 Pedestrian Level of Service ........................................................................................... 19 Bicycle Level of Service ................................................................................................ 19 Transit Level of Service ................................................................................................. 19 IV. CONCLUSIONS/RECOMMENDATIONS .............................................................. 21 LIST OF TABLES 1. Current Peak Hour Operation .................................................................................... 8 2. Trip Generation ....................................................................................................... 10 3. Short Range (2021) Background Peak Hour Operation .......................................... 18 4. Short Range (2021) Total Peak Hour Operation ..................................................... 20 DELICH 1603 & 1605 North College TIS, April 2016 ASSOCIATES LIST OF FIGURES 1. Site Location ............................................................................................................. 3 2. Existing Intersection Geometry.................................................................................. 4 3. Recent Peak Hour Traffic .......................................................................................... 6 4. Balanced/Adjusted Recent Peak Hour Traffic ........................................................... 7 5. Site Plan .................................................................................................................. 11 6. Trip Distribution ....................................................................................................... 12 7. Short Range (2021) Background Peak Hour Traffic ................................................ 13 8. Site Generated Peak Hour Traffic ........................................................................... 15 9. Short Range (2021) Total Peak Hour Traffic ........................................................... 16 10. Short Range (2021) Geometry ................................................................................ 17 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 (2021) Background Peak Hour Operation E. Short Range (2021) Total Peak Hour Operation F. Pedestrian/Bicycle Level of Service DELICH 1603 & 1605 North College TIS, April 2016 ASSOCIATES Page 1 I. INTRODUCTION This intermediate transportation impact study (TIS) addresses the capacity, geometric, and control requirements at and near the proposed 1603 & 1605 North College development. The proposed 1603 & 1605 North College development is located south of Willox Lane and west of (adjacent to) North College Avenue in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the owner/developer (Peak to Peak Properties), the project planner (Ripley Design, Inc.) 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 1603 & 1605 North College development. The study involved the following steps: • Collect physical, traffic, and development data; • Perform trip generation, trip distribution, and trip assignment; • Determine 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 1603 & 1605 North College TIS, April 2016 ASSOCIATES Page 2 II. EXISTING CONDITIONS The location of the 1603 & 1605 North College development 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 commercial and residential. There are residential uses to the west of the site. There are commercial uses to the north, south, and east of the site. The center of Fort Collins lies to the south of the proposed 1603 & 1605 North College site. Land adjacent to the site is flat (<2% grade) from a traffic operations perspective. Roads The primary streets near the 1603 & 1605 North College site are North College Avenue and Willox Lane. The existing geometry at the key intersections is shown in Figure 2. North College Avenue is to the east of (adjacent to) of the proposed 1603 & 1605 North College site. It is a north-south street classified as a four-lane arterial according to the Fort Collins Master Street Plan and an NRB category highway according to CDOT. North College Avenue has recently been improved. Currently, North College Avenue has a four-lane cross section with a raised center median. At the North College/Willox intersection, North College Avenue has northbound and southbound left- turn lanes, two through lanes in each direction, and northbound and southbound right- turn lanes. The North College/Willox intersection has signal control. The posted speed limit in this area of North College Avenue is 40 mph. South of Willox Lane, on the west side of North College Avenue, there is a 12-foot wide lane (10 feet plus 2 foot gutter pan) that is designated as a bike lane. Given this width, it also functions as a right-turn lane for the access to the Conoco/McDonalds site in the southwest quadrant of the North College/Willox intersection. South of the access, the curb/gutter tapers to become a standard bike lane to the south (adjacent to the existing car wash/storage use and beyond). There is an 8-foot sidewalk, parkway, and street light standards in this area. Willox Lane is to the north of the proposed 1603 & 1605 North College site. It is an east-west street classified as a two-lane arterial according to the Fort Collins Master Street Plan. Currently, Willox Lane has a two-lane cross section with a center median lane. At the North College/Willox intersection, Willox Lane has eastbound and westbound left-turn lanes, one through lane in each direction, and eastbound and westbound right-turn lanes. The posted speed limit in this area of Willox Lane is 30 mph. Willox North College Shields Vine Lemay SCALE: 1"=2000' SITE LOCATION Figure 1 DELICH ASSOCIATES 1603 & 1605 North College TIS, April 2016 Page 3 EXISTING INTERSECTION GEOMETRY Figure 2 DELICH ASSOCIATES 1603 & 1605 North College TIS, April 2016 Page 4 Willox Driveway North College - Denotes Lane DELICH 1603 & 1605 North College TIS, April 2016 ASSOCIATES Page 5 Existing Traffic Figure 3 shows recent peak hour traffic counts at the North College/Willox and North College/Driveway intersections. The traffic counts at the North College/Willox intersection were obtained in July 2013 by the City of Fort Collins. Since there is a closure on the west leg of Willox Lane (bridge out), these traffic counts were deemed to be appropriate. The traffic counts at the North College/Driveway intersection were obtained in March 2016. This driveway is located approximately 450 feet south of Willox Lane. Raw traffic count data is provided in Appendix B. Since the counts were done in different years, the counts at the North College/Willox intersection were factored up to reflect a year 2016 condition. The volumes between the two intersections were then balanced. The factored/balanced recent peak hour traffic is shown in Figure 4. Existing Operation The North College/Willox and North College/Driveway intersections were evaluated using techniques provided in the 2010 Highway Capacity Manual. Calculation forms are provided in Appendix C. Using the morning and afternoon peak hour traffic shown in Figure 4, the peak hour operation is shown in Table 1. The current City signal timing was used for the North College/Willox intersection. 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) are also provided in Appendix C. This site is in an area termed “Community Commercial District” on the Fort Collins Structure Plan. The North College/Willox intersection is assumed to be 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. 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 acceptable level of service indicated. The North College/Willox and North College/Driveway intersections will meet the City of Fort Collins Motor Vehicle LOS Standard during in the morning and afternoon peak hours. Pedestrian Facilities There are sidewalks along the east side of North College Avenue and along Willox Lane, east of North College Avenue. There are sidewalks along the south side of Willox Lane, west of North College Avenue, and along both sides of North College Avenue. This area of North College Avenue has been under construction with the North College Improvements. AM/PM RECENT PEAK HOUR TRAFFIC Figure 3 DELICH ASSOCIATES 1603 & 1605 North College TIS, April 2016 Page 6 47/107 323/781 53/154 93/65 640/582 96/107 67/108 89/124 97/79 67/232 65/154 65/114 473/1005 4/13 926/814 6/15 Willox Driveway North College AM/PM FACTORED/BALANCED RECENT PEAK HOUR TRAFFIC Figure 4 DELICH ASSOCIATES 1603 & 1605 North College TIS, April 2016 Page 7 52/103 361/753 60/149 96/67 748/632 99/110 69/111 92/128 114/86 69/239 67/159 76/123 4/13 926/814 Willox Driveway 473/1005 North College 6/15 DELICH 1603 & 1605 North College TIS, April 2016 ASSOCIATES Page 8 TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM North College/Willox (signal) EB LT C C EB T D C EB RT A A EB APPROACH C C WB LT C C WB T C D WB RT A C WB APPROACH C C NB LT A A NB T A B NB RT A B NB APPROACH A B SB LT A A SB T A B SB RT A A SB APPROACH A B OVERALL B B North College/Driveway (RT-in/RT-out) EB RT B B DELICH 1603 & 1605 North College TIS, April 2016 ASSOCIATES Page 9 Bicycle Facilities Bicycle lanes exist along North College Avenue and Willox Lane within the study area. Transit Facilities Currently, this area of Fort Collins is served by Transfort routes 8 and 81. DELICH 1603 & 1605 North College TIS, April 2016 ASSOCIATES Page 10 III. PROPOSED DEVELOPMENT The 1603 & 1605 North College development is a proposed fast-food restaurant development. Figure 5 shows a site plan of the 1603 & 1605 North College development. Access to the 1603 & 1605 North College site will be via an existing right- in/right-out access to/from North College Avenue. The short range analysis (Year 2021) includes development of the 1603 & 1605 North College site and an appropriate increase in background traffic, due to normal growth, and other approved or expected developments in the area. 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 1603 & 1605 North College project. Land Use Code 934 – Fast-Food Restaurant with Drive-through was used for the trip generation calculation. Table 2 shows the daily and peak hour trip generation for 1603 & 1605 North College project. Full development of the 1603 & 1605 North College site resulted in 1240 daily weekday trip ends, 113 morning peak hour trip ends, and 82 afternoon peak hour 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 934 Fast-Food Restaurant 2.5 KSF 496.12 1240 23.16 58 22.20 55 16.98 43 15.67 39 Trip Distribution Trip distribution for the 1603 & 1605 North College development was based on existing/future travel patterns, land uses in the area, consideration of trip attractions/ productions in the area, and engineering judgment. Figure 6 shows the trip distribution for the short range (2021) analysis future. The trip distribution was agreed to by City of Fort Collins staff in the scoping emails. Background Traffic Projections Figure 7 shows the short range (2021) background peak hour traffic projections. Background traffic projections for the short range were obtained by reviewing the North Front Range Regional Transportation Plan, and engineering judgment. Based upon these sources, it was determined that the traffic volumes would increase by approximately 1.0 percent per year. SCALE: 1"=30' SITE PLAN Figure 5 DELICH ASSOCIATES 1603 & 1605 North College TIS, April 2016 Page 11 Willox North College 10% 20% 50% 20% SCALE: 1"=600' TRIP DISTRIBUTION Figure 6 DELICH ASSOCIATES 1603 & 1605 North College TIS, April 2016 Page 12 AM/PM SHORT RANGE (2021) BACKGROUND PEAK HOUR TRAFFIC Figure 7 DELICH ASSOCIATES 1603 & 1605 North College TIS, April 2016 Page 13 55/108 380/791 62/156 100/70 785/662 104/115 72/117 96/134 119/90 72/250 70/166 80/130 497/1055 4/13 972/855 6/15 Willox Driveway North College DELICH 1603 & 1605 North College TIS, April 2016 ASSOCIATES Page 14 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 6, Figure 8 shows the assignment of the site generated peak hour vehicle traffic. Passby factors were applied according to The Trip Generation Handbook, ITE and distributed based upon the existing directional split on North College Avenue. The passby and assigned site traffic is reflected in Figure 8. The site generated vehicle traffic was combined with the background traffic to determine the total forecasted vehicle traffic at the key intersections. Figure 9 shows the short range (2021) total peak hour vehicle traffic at the key intersections. 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. The North College/Willox intersection is currently signalized. The North College/Site Access intersection will not meet peak hour signal warrants, nor do the two intersections meet signal spacing criteria. Geometry Figure 10 shows a schematic of the short range (2021) geometry. A southbound right-turn deceleration lane is shown to be warranted at the North College/Site Access intersection. The right-turn lane is required based upon the CDOT State Highway Access Code and LCUASS criteria. The CDOT criterion requires a right-turn lane at more than 50 vehicles per hour (right-turns). This is exceeded by 26 and 5 vehicles in the respective peak hours. Utilizing Figure 8-4 (LCUASS), the threshold requiring a right-turn lane is exceeded by 35 and 12 vehicles in the respective peak hours. Based upon the recent street improvements on North College Avenue, it is not known whether this right-turn lane will be required. That decision rests with the City of Fort Collins and CDOT. Operation Analysis Operation analyses were performed at the North College/Willox and North College/Site Access intersections. The operation analyses were conducted for the short range analysis, reflecting a year 2021 condition. The current City signal timing was used for the North College/Willox intersection. The following analyses reflect the warranted right-turn deceleration lane at the North College/Driveway intersection. Using the short range (2021) background peak hour traffic volumes, the North College/Willox and North College/Driveway intersections operate as indicated in Table 3. The key intersections operate acceptably with existing control, geometry, and signal timing in the morning and afternoon peak hours. Calculation forms for these analyses are provided in Appendix D. AM/PM SITE GENERATED PEAK HOUR TRAFFIC Figure 8 DELICH ASSOCIATES 1603 & 1605 North College TIS, April 2016 Page 15 3/2 5/4 6/4 6/5 3/2 6/5 54/32 73/43 -18/-9 55/39 Willox Site Access North College 40/22 AM/PM SHORT RANGE (2021) TOTAL PEAK HOUR TRAFFIC Figure 9 DELICH ASSOCIATES 1603 & 1605 North College TIS, April 2016 Page 16 58/110 385/795 68/160 100/70 791/667 104/115 72/117 96/134 122/92 72/250 70/166 86/135 551/1087 77/56 954/846 61/54 Willox Site Access North College 40/22 SHORT RANGE (2021) GEOMETRY Figure 10 DELICH ASSOCIATES 1603 & 1605 North College TIS, April 2016 Page 17 Willox Site Access North College - Required Lane - Existing Lane DELICH 1603 & 1605 North College TIS, April 2016 ASSOCIATES Page 18 TABLE 3 Short Range (2021) Background Peak Hour Operation Intersection Movement Level of Service AM PM North College/Willox (signal) EB LT C C EB T D C EB RT A A EB APPROACH C C WB LT C C WB T C D WB RT A C WB APPROACH C C NB LT A A NB T A B NB RT A B NB APPROACH A B SB LT A A SB T B B SB RT A A SB APPROACH A B OVERALL B B North College/Driveway (RT-in/RT-out) EB RT B B DELICH 1603 & 1605 North College TIS, April 2016 ASSOCIATES Page 19 Using the traffic volumes shown in Figure 9, the North College/Willox and North College/Site Access intersections operate in the short range (2021) total condition as indicated in Table 4. Calculation forms for these analyses are provided in Appendix E. The key intersections operate similar to the background operation with existing geometry, control, and signal timing in the morning and afternoon peak hours. The increase in delay at the North College/Site Access intersection without the warranted auxiliary right-turn lane will not be significant. Pedestrian Level of Service Appendix F shows a map of the area that is within 1320 feet of the 1603 & 1605 North College development. There are four pedestrian destinations within 1320 feet of the 1603 & 1605 North College development. These are: 1) the commercial area to the north of the site; 2) the commercial area to the east and northeast of the site; 3) the commercial uses to the south of the site; and 4) the residential neighborhood to the west of the site. The 1603 & 1605 North College site is located within an area termed as “activity center,” which sets the level of service threshold at LOS B for all measured categories, except for street crossing which is LOS C. The Pedestrian LOS Worksheet is provided in Appendix F. Pedestrian level of service is achieved for all areas except 4) the residential neighborhood to the west of the site. This mobile home park was constructed without sidewalks. If this parcel redevelops, it is assumed that a new development would construct sidewalks. Bicycle Level of Service Appendix F shows a map of the area that is within 1320 feet of the 1603 & 1605 North College development. There are three bicycle destinations within 1320 feet of the 1603 & 1605 North College development. These are: 1) the commercial area to the north of the site; 2) the commercial area to the east and northeast of the site; and 3) the commercial uses to the south of the site. The Bicycle LOS Worksheet is provided in Appendix F. The minimum level of service for this site is C. This site is connected to bike lanes on North College Avenue and Willox Lane. Therefore, it is concluded that level of service C can be achieved. Transit Level of Service This area of Fort Collins is served by Transfort Routes 8 and 81. DELICH 1603 & 1605 North College TIS, April 2016 ASSOCIATES Page 20 TABLE 4 Short Range (2021) Total Peak Hour Operation Intersection Movement Level of Service AM PM North College/Willox (signal) EB LT C C EB T D C EB RT A A EB APPROACH C C WB LT C C WB T C D WB RT A C WB APPROACH C C NB LT A A NB T A B NB RT A B NB APPROACH A B SB LT A A SB T B B SB RT A A SB APPROACH B B OVERALL B B North College/Site Access (RT-in/RT-out) EB RT B B DELICH 1603 & 1605 North College TIS, April 2016 ASSOCIATES Page 21 IV. CONCLUSIONS/RECOMMENDATIONS This study assessed the impacts of the 1603 & 1605 North College development on the short range (2021) street system in the vicinity of the proposed development. As a result of this analysis, the following is concluded:  The development of the 1603 & 1605 North College site is feasible from a traffic engineering standpoint. At full development, the 1603 & 1605 North College site will generate approximately 1240 daily weekday trip ends, 113 morning peak hour trip ends, and 82 afternoon peak hour trip ends.  Current operation at the North College/Willox and North College/Driveway intersections is acceptable with existing control, geometry, and signal timing.  Figure 10 shows a schematic of the short range (2021) geometry. It is important to note that a southbound right-turn deceleration lane at the North College/Site Access intersection is warranted with the short range (2021) total traffic volumes. Requirement of this auxiliary lane rests with the City of Fort Collins and CDOT.  In the short range (2021) future, given development of the 1603 & 1605 North College site and an increase in background traffic, the North College/Willox and North College/Site Access intersections will meet the City of Fort Collins Motor Vehicle LOS Standard, the warranted auxiliary lane. The increase in delay at the North College/Site Access intersection without the warranted auxiliary right-turn lane will not be significant.  Acceptable level of service is achieved for bicycle, and transit modes based upon the measures in the multi-modal transportation guidelines. Pedestrian level of service is achieved for all areas except for the residential neighborhood to the west of the site. This mobile home park was constructed without sidewalks. APPENDIX A -------------:---------------------- .--- -..- Chapter 4 - Attachments Attachment A Transportation Impact Study Base Assumptions Project Information Project Name I (pori/toO 5 N cO R'rt.t tOL.t-.Gc.t; /J-vG/JU& Project Location We-S'f (!)P N. to{..(J~C;& '8r:Jvrtf o P- t-U{L L.O~ TIS Assumptions ~oY... Type of Study Full: AJo InterD1ediat~k~~~d. " I~ "y '''<' Study Area Boundaries North: '5'16 AcCGss{Wu.t.-a;<:'? South: '5 IT& keG s East: IJ. t2.0cc Ga& West}J. CoL{.t;;c,G' Study Years Short Range: e.DZ( Long Range: ~) A Future Traffic Gro""th Rate J '?/fSAQ.. CC tp OT ~ItG -ro~ <:~. -o70;l'~g,tt~. ') Study Intersections 1. All access drives(.{)o~~ 5. 2. /J.C(Ju.~~/t.J,(..i..O¥·~ 6. ....• J. 7. 4. 18. Time Period for Study AM: 7:00-9:~: 4:UU-O:u~ I Sat Noon: u» Trip Generation Rates ;4.TT foe 6f-&b Trip Adjustment Factors Passby: t+,4.;(J b-1>(;~k '/2.. --=tr"G, ICaptive Market: IV/A Overall Trip Distribution SEE AIT ACHED SKETCH Mode Split Assumptions AI/A Committed Roadway Improvements '-h", 'f/? (!",; <tiC;; Ave "'VB" ~),() (.<1 r-rAc~ :: \ V\')w:,l;. \-'",(U. Q~ AL «-:/";:; Other Traffic Studies JJ~T /J-WA f!.GT 0 P. IJ.-AJ P Areas Requiring Special Study \V(A \,-I-NL WH("'r'~<:"~ l)'~\ \AI~\v,lQ CD 0\ (Qv\.l\~ J -( ~Le..)S \ Date: [tie euAR l' 2:1 Z-O I to Traffic Engineer: 1)6;L(Co tJ- . }jgSOC 114 yGS Local Entity Engineer: __ -+U=->,..:.J~· ..L".. """""'~J\----"-~.;>-E.-/'____7-"---<--=--~=='---'7.,-\z,_I1"_, -"16",, __ ; "'---./ }fs>05 BAt:' Page 4-34 Larimer County Urban Area S~t Standards - RepaalM and Reenacted April 1. 2007 Adopted by Larimer County, CIty of Loveland, City of Fort Collins ~).j \.C;;?! <JJ \ ,0 ~) I U -I -I UJ (!) UJ -I -I 0- UN I I- ..S> g§ Z ~ Ci UJ Z oS Al..L ACC6SS TwRU A~JAC&Vf ?f<o~ser? 1603-1605 SITE PLAN 12-17-15 _I ~_~ , ~l'" ~r "- , ~W''''';i~'; ",' i'i'.'I1,"/L'li. ,''''~'C'''i "",,.'", "''1' c' '" "",",~";'" ,. "",!t,i.'" ;', - '~ ~ '" I I" ,---,-,,-40'ROW ,-,-"'''''---------,,---,v SIte RAAJ Depending on the ultimate user, these 5 parking spaces may go away for increased stacking distance. r----140'ROW ----I ~ ...:.::..t - ·w .-. 0::> Zz >-w ;- ~~ IW <.9 <.9 ~ ~ - I....W .I w.....I f-O «0 f-"-'" (j) ~~ u<!J wZ ~12 U-OlU « WCll zU- :JO I-fQ III «« WCll III ,~,-, /i2tP ~~r ):::'oot::;,e59IAOeA~T ~O~& C)"64- DAfLCf (4 Q6. (~) - 1240 Tg A IV1, 110 (Z? 1&) ~ ~f3 I) 113 Tti tJur (Z2.26) - 55 \)0 IN {(".9~- 4~ 7 (321& OUT{I~.01)~ 31 j . P~<3S ~ 6f - 14M - 497 PM- buy 13~~D UPOAJ bl~C'(O~AL S'PLlT IRIP "'bt"OTj2. l f5Ull Oil) tv. ~(.,Gr;.g- 101/ <r '> ~0't W 1£...\1-~-----+------ t NORTH COLLEGE AVENUE, CONIFER TO WILLOX PLAN Ji;l I~ ~" "'~'):i'AL!"''''',.,*,.' __ '''''''-'''- ~---' .. 31VV1 XOT71M •• N -, , ~ .. ..,.- -.~ :.- .I ....~ .'..,.._J,i;-...:._.:_,' .:+. •..~ , L ,,"-~i e .~Vl~ "'", .. 1 j ·1' ~g Il)~ Ii a~~ ~~<"~ii iI I <! ! !~ . I ; I l '\ L __ .j 1 II 1 i -_._--- ..I•' ~ .t Figure 3C 71rASSOCIATES .:»J '--DELICH APPENDIX B DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 7/16/2013 Observer: City of Fort Collins Day: Tuesday Jurisdiction: Fort Collins R = right turn Intersection: College/Willox S = straight L = left turn Time Northbound: College Southbound: College Total Eastbound: Willox Westbound: Willox 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 10 66 15 91 19 212 26 257 348 19 26 11 56 10 20 18 48 104 452 7:45 14 79 14 107 24 176 32 232 339 19 22 44 85 16 18 17 51 136 475 8:00 14 84 14 112 30 135 18 183 295 19 23 28 70 18 16 16 50 120 415 8:15 9 94 10 113 23 117 17 157 270 10 18 14 42 21 11 16 48 90 360 7:30-8:30 47 323 53 423 96 640 93 829 1252 67 89 97 253 65 65 67 197 450 1702 PHF 0.84 0.86 0.88 0.94 0.8 0.75 0.73 0.81 0.88 0.86 0.55 0.74 0.77 0.81 0.93 0.97 0.9 4:30 19 167 20 206 19 131 18 168 374 21 28 24 73 24 46 49 119 192 566 4:45 27 198 42 267 31 175 12 218 485 18 26 21 65 32 35 50 117 182 667 5:00 33 224 54 311 26 131 17 174 485 36 37 21 94 28 34 63 125 219 704 5:15 28 192 38 258 31 145 18 194 452 33 33 13 79 30 39 70 139 218 670 4:30-5:30 107 781 154 1042 107 582 65 754 1796 108 124 79 311 114 154 232 500 811 2607 PHF 0.81 0.87 0.71 0.84 0.86 0.83 0.9 0.86 0.75 0.84 0.82 0.83 0.89 0.84 0.83 0.9 0.93 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 3/2/2016 Observer: Sue Day: Wednesday Jurisdiction: Fort Collins R = right turn Intersection: College/Westside Driveway (S. of Willox) S = straight L = left turn Time Northbound: College Southbound: College Total Eastbound: Driveway Westbound: 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 0 123 123 228 0 228 351 0 2 2 0 2 353 7:45 0 121 121 276 1 277 398 0 0 0 0 0 398 8:00 0 92 92 220 2 222 314 0 1 1 0 1 315 8:15 0 137 137 202 1 203 340 0 3 3 0 3 343 7:30-8:30 0 473 0 473 0 926 4 930 1403 0 0 6 6 0 0 0 0 6 1409 PHF n/a 0.86 n/a 0.86 n/a 0.84 0.5 0.84 n/a n/a 0.5 0.5 n/a n/a n/a n/a 0.89 4:30 0 223 223 196 3 199 422 0 5 5 0 5 427 4:45 0 262 262 227 3 230 492 0 2 2 0 2 494 5:00 0 260 260 197 6 203 463 0 5 5 0 5 468 5:15 0 260 260 194 1 195 455 0 3 3 0 3 458 4:30-5:30 0 1005 0 1005 0 814 13 827 1832 0 0 15 15 0 0 0 0 15 1847 PHF n/a 0.96 n/a 0.96 n/a 0.9 0.54 0.9 n/a n/a 0.75 0.75 n/a n/a n/a n/a 0.93 APPENDIX C HCM 2010 Signalized Intersection Summary Recent AM 3: College Avenue & Willox Lane 3/31/2016 HCM 2010 Signalized Intersection Summary recent am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 92 114 76 67 69 52 361 60 99 748 96 Future Volume (veh/h) 69 92 114 76 67 69 52 361 60 99 748 96 Number 7 4 14 3 8 18 1 6 16 5 2 12 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 1937 Adj Flow Rate, veh/h 78 103 0 85 75 0 58 406 0 111 840 30 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 293 186 158 274 194 165 463 2025 906 698 2060 959 Arrive On Green 0.06 0.10 0.00 0.07 0.10 0.00 0.05 0.57 0.00 0.06 0.58 0.58 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3539 1583 1774 3539 1647 Grp Volume(v), veh/h 78 103 0 85 75 0 58 406 0 111 840 30 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1770 1583 1774 1770 1647 Q Serve(g_s), s 3.1 4.2 0.0 3.3 3.0 0.0 1.0 4.4 0.0 2.0 10.4 0.6 Cycle Q Clear(g_c), s 3.1 4.2 0.0 3.3 3.0 0.0 1.0 4.4 0.0 2.0 10.4 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 293 186 158 274 194 165 463 2025 906 698 2060 959 V/C Ratio(X) 0.27 0.55 0.00 0.31 0.39 0.00 0.13 0.20 0.00 0.16 0.41 0.03 Avail Cap(c_a), veh/h 355 466 396 328 466 396 554 2025 906 771 2060 959 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.2 34.3 0.0 29.1 33.4 0.0 6.6 8.3 0.0 6.0 9.2 7.1 Incr Delay (d2), s/veh 0.5 2.6 0.0 0.6 1.3 0.0 0.1 0.2 0.0 0.1 0.6 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 1.5 2.3 0.0 1.7 1.6 0.0 0.5 2.2 0.0 1.0 5.2 0.3 LnGrp Delay(d),s/veh 29.7 36.9 0.0 29.8 34.7 0.0 6.7 8.5 0.0 6.1 9.8 7.2 LnGrp LOS C D C C A A A A A Approach Vol, veh/h 181 160 464 981 Approach Delay, s/veh 33.8 32.1 8.3 9.3 Approach LOS C C A A Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.9 51.6 8.6 13.0 7.7 50.8 8.2 13.3 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 27.0 7.0 19.0 7.0 27.0 7.0 19.0 Max Q Clear Time (g_c+I1), s 3.0 12.4 5.3 6.2 4.0 6.4 5.1 5.0 Green Ext Time (p_c), s 0.0 4.6 0.0 0.4 0.1 5.1 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 13.5 HCM 2010 LOS B Notes Timing Report, Sorted By Phase Recent AM 3: College Avenue & Willox Lane 3/31/2016 Timing Report, Sorted By Phase recent am.syn Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 33 11 25 11 33 11 25 Maximum Split (%) 13.8% 41.3% 13.8% 31.3% 13.8% 41.3% 13.8% 31.3% Minimum Split (s) 9.5 25 9.5 25 9.5 25 9.5 25 Yellow Time (s) 3 4.5 3 3.5 3 4.5 3 3.5 All-Red Time (s) 1 1.5 1 2.5 1 1.5 1 2.5 Minimum Initial (s) 4 10 4 7 4 10 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7 7 Flash Dont Walk (s) 12 12 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 58.5 69.5 22.5 33.5 58.5 69.5 22.5 33.5 End Time (s) 69.5 22.5 33.5 58.5 69.5 22.5 33.5 58.5 Yield/Force Off (s) 65.5 16.5 29.5 52.5 65.5 16.5 29.5 52.5 Yield/Force Off 170(s) 65.5 4.5 29.5 52.5 65.5 4.5 29.5 52.5 Local Start Time (s) 42 53 6 17 42 53 6 17 Local Yield (s) 49 0 13 36 49 0 13 36 Local Yield 170(s) 49 68 13 36 49 68 13 36 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 70 Offset: 16.5 (21%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 3: College Avenue & Willox Lane HCM 2010 Signalized Intersection Summary Recent PM 3: College Avenue & Willox Lane 3/31/2016 HCM 2010 Signalized Intersection Summary recent pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 111 128 86 123 159 239 103 753 149 110 632 67 Future Volume (veh/h) 111 128 86 123 159 239 103 753 149 110 632 67 Number 7 4 14 3 8 18 1 6 16 5 2 12 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 1937 Adj Flow Rate, veh/h 119 138 0 132 171 28 111 810 71 118 680 0 Adj No. of Lanes 111111121121 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222 Cap, veh/h 301 251 213 327 251 213 503 1816 812 436 1826 850 Arrive On Green 0.09 0.13 0.00 0.09 0.13 0.13 0.06 0.51 0.51 0.06 0.52 0.00 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3539 1583 1774 3539 1647 Grp Volume(v), veh/h 119 138 0 132 171 28 111 810 71 118 680 0 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1770 1583 1774 1770 1647 Q Serve(g_s), s 4.5 5.5 0.0 5.0 7.0 1.2 2.3 11.6 1.8 2.4 9.2 0.0 Cycle Q Clear(g_c), s 4.5 5.5 0.0 5.0 7.0 1.2 2.3 11.6 1.8 2.4 9.2 0.0 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 301 251 213 327 251 213 503 1816 812 436 1826 850 V/C Ratio(X) 0.40 0.55 0.00 0.40 0.68 0.13 0.22 0.45 0.09 0.27 0.37 0.00 Avail Cap(c_a), veh/h 301 466 396 327 466 396 571 1816 812 543 1826 850 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.3 32.4 0.0 26.4 33.0 30.5 8.3 12.3 9.9 8.7 11.6 0.0 Incr Delay (d2), s/veh 0.8 1.9 0.0 0.8 3.3 0.3 0.2 0.8 0.2 0.3 0.6 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 2.3 3.0 0.0 2.5 3.8 0.6 1.1 5.8 0.8 1.2 4.6 0.0 LnGrp Delay(d),s/veh 27.1 34.2 0.0 27.2 36.2 30.8 8.5 13.1 10.1 9.0 12.2 0.0 LnGrp LOS C C C D C ABBAB Approach Vol, veh/h 257 331 992 798 Approach Delay, s/veh 30.9 32.2 12.4 11.7 Approach LOS C C B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.0 46.3 10.0 15.8 8.2 46.1 10.0 15.8 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 28.0 6.0 19.0 9.0 26.0 6.0 19.0 Max Q Clear Time (g_c+I1), s 4.3 11.2 7.0 7.5 4.4 13.6 6.5 9.0 Green Ext Time (p_c), s 0.1 6.0 0.0 0.8 0.1 5.2 0.0 0.8 Intersection Summary HCM 2010 Ctrl Delay 16.9 HCM 2010 LOS B Notes Timing Report, Sorted By Phase Recent PM 3: College Avenue & Willox Lane 3/31/2016 Timing Report, Sorted By Phase recent pm.syn Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 34 10 25 13 32 10 25 Maximum Split (%) 13.8% 42.5% 12.5% 31.3% 16.3% 40.0% 12.5% 31.3% Minimum Split (s) 9.5 30 9.5 25 9.5 30 9.5 25 Yellow Time (s) 3 4.5 3 3.5 3 4.5 3 3.5 All-Red Time (s) 1 1.5 1 2.5 1 1.5 1 2.5 Minimum Initial (s) 4 10 4 7 4 10 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7 7 Flash Dont Walk (s) 12 12 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 57.5 68.5 22.5 32.5 57.5 70.5 22.5 32.5 End Time (s) 68.5 22.5 32.5 57.5 70.5 22.5 32.5 57.5 Yield/Force Off (s) 64.5 16.5 28.5 51.5 66.5 16.5 28.5 51.5 Yield/Force Off 170(s) 64.5 4.5 28.5 51.5 66.5 4.5 28.5 51.5 Local Start Time (s) 41 52 6 16 41 54 6 16 Local Yield (s) 48 0 12 35 50 0 12 35 Local Yield 170(s) 48 68 12 35 50 68 12 35 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 75 Offset: 16.5 (21%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 3: College Avenue & Willox Lane HCM 2010 TWSC Recent AM 6: College Avenue & Driveway 4/8/2016 HCM 2010 TWSC recent am.syn Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 0 6 0 473 926 4 Future Vol, veh/h 0 6 0 473 926 4 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 - - - - 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 7 0 526 1029 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1294 517 1033 0 - 0 Stage 1 1031 - - - - - Stage 2 263 - - - - - 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 154 503 668 - - - Stage 1 305 - - - - - Stage 2 757 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 154 503 668 - - - Mov Cap-2 Maneuver 154 - - - - - Stage 1 305 - - - - - Stage 2 757 - - - - - Approach EB NB SB HCM Control Delay, s 12.3 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 668 - 503 - - HCM Lane V/C Ratio - - 0.013 - - HCM Control Delay (s) 0 - 12.3 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes and Geometrics Recent AM 6: College Avenue & Driveway 4/8/2016 Lanes and Geometrics 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 0 100 0 Storage Lanes 0 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 Ped Bike Factor Frt 0.865 0.999 Flt Protected Satd. Flow (prot) 0 1611 0 3539 3536 0 Flt Permitted Satd. Flow (perm) 0 1611 0 3539 3536 0 Link Speed (mph) 30 30 30 Link Distance (ft) 243 458 451 Travel Time (s) 5.5 10.4 10.3 Intersection Summary Area Type: Other HCM 2010 TWSC Short Bkgrd PM 6: College Avenue & Driveway 4/8/2016 HCM 2010 TWSC recent pm.syn Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 0 15 0 1055 855 13 Future Vol, veh/h 0 15 0 1055 855 13 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 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 16 0 1134 919 14 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1493 467 933 0 - 0 Stage 1 926 - - - - - Stage 2 567 - - - - - 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 114 542 729 - - - Stage 1 346 - - - - - Stage 2 531 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 114 542 729 - - - Mov Cap-2 Maneuver 114 - - - - - Stage 1 346 - - - - - Stage 2 531 - - - - - Approach EB NB SB HCM Control Delay, s 11.8 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 729 - 542 - - HCM Lane V/C Ratio - - 0.03 - - HCM Control Delay (s) 0 - 11.8 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.1 - - Lanes and Geometrics Short Bkgrd PM 6: College Avenue & Driveway 4/8/2016 Lanes and Geometrics 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 0 100 0 Storage Lanes 0 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 Ped Bike Factor Frt 0.865 0.998 Flt Protected Satd. Flow (prot) 0 1611 0 3539 3532 0 Flt Permitted Satd. Flow (perm) 0 1611 0 3539 3532 0 Link Speed (mph) 30 30 30 Link Distance (ft) 243 458 451 Travel Time (s) 5.5 10.4 10.3 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: College Avenue & Willox Lane 3/31/2016 HCM 2010 Signalized Intersection Summary sb am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 96 119 80 70 72 55 380 62 104 785 100 Future Volume (veh/h) 72 96 119 80 70 72 55 380 62 104 785 100 Number 7 4 14 3 8 18 1 6 16 5 2 12 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 1937 Adj Flow Rate, veh/h 81 108 0 90 79 0 62 427 0 117 882 31 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 295 186 158 276 196 167 445 2006 897 683 2045 951 Arrive On Green 0.07 0.10 0.00 0.07 0.11 0.00 0.05 0.57 0.00 0.06 0.58 0.58 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3539 1583 1774 3539 1647 Grp Volume(v), veh/h 81 108 0 90 79 0 62 427 0 117 882 31 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1770 1583 1774 1770 1647 Q Serve(g_s), s 3.2 4.4 0.0 3.5 3.2 0.0 1.1 4.8 0.0 2.1 11.2 0.6 Cycle Q Clear(g_c), s 3.2 4.4 0.0 3.5 3.2 0.0 1.1 4.8 0.0 2.1 11.2 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 295 186 158 276 196 167 445 2006 897 683 2045 951 V/C Ratio(X) 0.27 0.58 0.00 0.33 0.40 0.00 0.14 0.21 0.00 0.17 0.43 0.03 Avail Cap(c_a), veh/h 354 466 396 324 466 396 534 2006 897 753 2045 951 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.2 34.4 0.0 29.0 33.4 0.0 6.8 8.5 0.0 6.1 9.5 7.3 Incr Delay (d2), s/veh 0.5 2.9 0.0 0.7 1.3 0.0 0.1 0.2 0.0 0.1 0.7 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 1.6 2.4 0.0 1.8 1.7 0.0 0.6 2.4 0.0 1.0 5.6 0.3 LnGrp Delay(d),s/veh 29.7 37.3 0.0 29.7 34.7 0.0 7.0 8.8 0.0 6.2 10.2 7.3 LnGrp LOS C D C C A A A B A Approach Vol, veh/h 189 169 489 1030 Approach Delay, s/veh 34.0 32.0 8.6 9.6 Approach LOS C C A A Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.0 51.2 8.8 13.0 7.9 50.3 8.4 13.4 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 27.0 7.0 19.0 7.0 27.0 7.0 19.0 Max Q Clear Time (g_c+I1), s 3.1 13.2 5.5 6.4 4.1 6.8 5.2 5.2 Green Ext Time (p_c), s 0.0 4.7 0.0 0.4 0.1 5.4 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 13.8 HCM 2010 LOS B Notes Timing Report, Sorted By Phase Short Bkgrd AM 3: College Avenue & Willox Lane 3/31/2016 Timing Report, Sorted By Phase sb am.syn Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 33 11 25 11 33 11 25 Maximum Split (%) 13.8% 41.3% 13.8% 31.3% 13.8% 41.3% 13.8% 31.3% Minimum Split (s) 9.5 30 9.5 25 9.5 30 9.5 25 Yellow Time (s) 3 4.5 3 3.5 3 4.5 3 3.5 All-Red Time (s) 1 1.5 1 2.5 1 1.5 1 2.5 Minimum Initial (s) 4 10 4 7 4 10 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7 7 Flash Dont Walk (s) 12 12 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 58.5 69.5 22.5 33.5 58.5 69.5 22.5 33.5 End Time (s) 69.5 22.5 33.5 58.5 69.5 22.5 33.5 58.5 Yield/Force Off (s) 65.5 16.5 29.5 52.5 65.5 16.5 29.5 52.5 Yield/Force Off 170(s) 65.5 4.5 29.5 52.5 65.5 4.5 29.5 52.5 Local Start Time (s) 42 53 6 17 42 53 6 17 Local Yield (s) 49 0 13 36 49 0 13 36 Local Yield 170(s) 49 68 13 36 49 68 13 36 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 75 Offset: 16.5 (21%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 3: College Avenue & Willox Lane HCM 2010 Signalized Intersection Summary Short Bkgrd PM 3: College Avenue & Willox Lane 3/31/2016 HCM 2010 Signalized Intersection Summary sb pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 117 134 90 130 166 250 108 791 156 115 662 70 Future Volume (veh/h) 117 134 90 130 166 250 108 791 156 115 662 70 Number 7 4 14 3 8 18 1 6 16 5 2 12 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 1937 Adj Flow Rate, veh/h 126 144 0 140 178 38 116 851 69 124 712 0 Adj No. of Lanes 111111121121 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222 Cap, veh/h 301 258 220 328 258 220 487 1793 802 421 1804 839 Arrive On Green 0.09 0.14 0.00 0.09 0.14 0.14 0.06 0.51 0.51 0.07 0.51 0.00 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3539 1583 1774 3539 1647 Grp Volume(v), veh/h 126 144 0 140 178 38 116 851 69 124 712 0 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1770 1583 1774 1770 1647 Q Serve(g_s), s 4.7 5.8 0.0 5.3 7.3 1.7 2.4 12.5 1.8 2.6 9.9 0.0 Cycle Q Clear(g_c), s 4.7 5.8 0.0 5.3 7.3 1.7 2.4 12.5 1.8 2.6 9.9 0.0 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 301 258 220 328 258 220 487 1793 802 421 1804 839 V/C Ratio(X) 0.42 0.56 0.00 0.43 0.69 0.17 0.24 0.47 0.09 0.29 0.39 0.00 Avail Cap(c_a), veh/h 301 466 396 328 466 396 551 1793 802 524 1804 839 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.1 32.2 0.0 26.2 32.8 30.4 8.6 12.8 10.2 9.0 12.0 0.0 Incr Delay (d2), s/veh 0.9 1.9 0.0 0.9 3.3 0.4 0.2 0.9 0.2 0.4 0.6 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 2.4 3.1 0.0 2.6 4.0 0.8 1.2 6.3 0.8 1.3 4.9 0.0 LnGrp Delay(d),s/veh 27.1 34.0 0.0 27.1 36.1 30.8 8.8 13.7 10.4 9.4 12.7 0.0 LnGrp LOS C C C D C ABBAB Approach Vol, veh/h 270 356 1036 836 Approach Delay, s/veh 30.8 32.0 13.0 12.2 Approach LOS C C B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 45.8 10.0 16.1 8.4 45.5 10.0 16.1 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 28.0 6.0 19.0 9.0 26.0 6.0 19.0 Max Q Clear Time (g_c+I1), s 4.4 11.9 7.3 7.8 4.6 14.5 6.7 9.3 Green Ext Time (p_c), s 0.1 6.2 0.0 0.9 0.1 5.3 0.0 0.8 Intersection Summary HCM 2010 Ctrl Delay 17.3 HCM 2010 LOS B Notes Timing Report, Sorted By Phase Short Bkgrd PM 3: College Avenue & Willox Lane 3/31/2016 Timing Report, Sorted By Phase sb pm.syn Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 34 10 25 13 32 10 25 Maximum Split (%) 13.8% 42.5% 12.5% 31.3% 16.3% 40.0% 12.5% 31.3% Minimum Split (s) 9.5 30 9.5 25 9.5 30 9.5 25 Yellow Time (s) 3 4.5 3 3.5 3 4.5 3 3.5 All-Red Time (s) 1 1.5 1 2.5 1 1.5 1 2.5 Minimum Initial (s) 4 10 4 7 4 10 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7 7 Flash Dont Walk (s) 12 12 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 57.5 68.5 22.5 32.5 57.5 70.5 22.5 32.5 End Time (s) 68.5 22.5 32.5 57.5 70.5 22.5 32.5 57.5 Yield/Force Off (s) 64.5 16.5 28.5 51.5 66.5 16.5 28.5 51.5 Yield/Force Off 170(s) 64.5 4.5 28.5 51.5 66.5 4.5 28.5 51.5 Local Start Time (s) 41 52 6 16 41 54 6 16 Local Yield (s) 48 0 12 35 50 0 12 35 Local Yield 170(s) 48 68 12 35 50 68 12 35 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 75 Offset: 16.5 (21%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 3: College Avenue & Willox Lane HCM 2010 TWSC Short Bkgrd AM 6: College Avenue & Driveway 3/31/2016 HCM 2010 TWSC sb am.syn Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 0 6 0 497 972 4 Future Vol, veh/h 0 6 0 497 972 4 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 - - - - 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 7 0 552 1080 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1358 542 1084 0 - 0 Stage 1 1082 - - - - - Stage 2 276 - - - - - 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 140 485 639 - - - Stage 1 287 - - - - - Stage 2 746 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 140 485 639 - - - Mov Cap-2 Maneuver 140 - - - - - Stage 1 287 - - - - - Stage 2 746 - - - - - Approach EB NB SB HCM Control Delay, s 12.5 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 639 - 485 - - HCM Lane V/C Ratio - - 0.014 - - HCM Control Delay (s) 0 - 12.5 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes and Geometrics Short Bkgrd AM 6: College Avenue & Driveway 3/31/2016 Lanes and Geometrics 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 0 100 0 Storage Lanes 0 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 Ped Bike Factor Frt 0.865 0.999 Flt Protected Satd. Flow (prot) 0 1611 0 3539 3536 0 Flt Permitted Satd. Flow (perm) 0 1611 0 3539 3536 0 Link Speed (mph) 30 30 30 Link Distance (ft) 243 458 451 Travel Time (s) 5.5 10.4 10.3 Intersection Summary Area Type: Other HCM 2010 TWSC Short Bkgrd PM 6: College Avenue & Driveway 3/31/2016 HCM 2010 TWSC sb pm.syn Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 0 15 0 1055 855 13 Future Vol, veh/h 0 15 0 1055 855 13 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 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 16 0 1134 919 14 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1493 467 933 0 - 0 Stage 1 926 - - - - - Stage 2 567 - - - - - 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 114 542 729 - - - Stage 1 346 - - - - - Stage 2 531 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 114 542 729 - - - Mov Cap-2 Maneuver 114 - - - - - Stage 1 346 - - - - - Stage 2 531 - - - - - Approach EB NB SB HCM Control Delay, s 11.8 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 729 - 542 - - HCM Lane V/C Ratio - - 0.03 - - HCM Control Delay (s) 0 - 11.8 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.1 - - Lanes and Geometrics Short Bkgrd PM 6: College Avenue & Driveway 3/31/2016 Lanes and Geometrics 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 0 100 0 Storage Lanes 0 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 Ped Bike Factor Frt 0.865 0.998 Flt Protected Satd. Flow (prot) 0 1611 0 3539 3532 0 Flt Permitted Satd. Flow (perm) 0 1611 0 3539 3532 0 Link Speed (mph) 30 30 30 Link Distance (ft) 243 458 451 Travel Time (s) 5.5 10.4 10.3 Intersection Summary Area Type: Other APPENDIX E HCM 2010 Signalized Intersection Summary Short Total AM 3: College Avenue & Willox Lane 3/31/2016 HCM 2010 Signalized Intersection Summary st am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 96 122 86 70 72 98 385 68 104 791 100 Future Volume (veh/h) 72 96 122 86 70 72 98 385 68 104 791 100 Number 7 4 14 3 8 18 1 6 16 5 2 12 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 1937 Adj Flow Rate, veh/h 81 108 0 97 79 0 110 433 0 117 889 28 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 301 186 158 283 205 174 448 1990 890 675 1997 929 Arrive On Green 0.07 0.10 0.00 0.08 0.11 0.00 0.06 0.56 0.00 0.06 0.56 0.56 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3539 1583 1774 3539 1647 Grp Volume(v), veh/h 81 108 0 97 79 0 110 433 0 117 889 28 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1770 1583 1774 1770 1647 Q Serve(g_s), s 3.2 4.4 0.0 3.8 3.2 0.0 2.0 4.9 0.0 2.1 11.7 0.6 Cycle Q Clear(g_c), s 3.2 4.4 0.0 3.8 3.2 0.0 2.0 4.9 0.0 2.1 11.7 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 301 186 158 283 205 174 448 1990 890 675 1997 929 V/C Ratio(X) 0.27 0.58 0.00 0.34 0.39 0.00 0.25 0.22 0.00 0.17 0.45 0.03 Avail Cap(c_a), veh/h 360 466 396 324 466 396 521 1990 890 744 1997 929 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.1 34.4 0.0 28.8 33.1 0.0 7.1 8.7 0.0 6.2 10.1 7.7 Incr Delay (d2), s/veh 0.5 2.9 0.0 0.7 1.2 0.0 0.3 0.3 0.0 0.1 0.7 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 1.6 2.4 0.0 1.9 1.7 0.0 1.0 2.4 0.0 1.0 5.9 0.3 LnGrp Delay(d),s/veh 29.6 37.3 0.0 29.5 34.3 0.0 7.4 9.0 0.0 6.4 10.9 7.8 LnGrp LOS C D C C A A A B A Approach Vol, veh/h 189 176 543 1034 Approach Delay, s/veh 34.0 31.7 8.7 10.3 Approach LOS C C A B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.7 50.1 9.2 13.0 7.9 50.0 8.4 13.8 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 27.0 7.0 19.0 7.0 27.0 7.0 19.0 Max Q Clear Time (g_c+I1), s 4.0 13.7 5.8 6.4 4.1 6.9 5.2 5.2 Green Ext Time (p_c), s 0.1 4.7 0.0 0.4 0.1 5.5 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 14.1 HCM 2010 LOS B Notes Timing Report, Sorted By Phase Short Total AM 3: College Avenue & Willox Lane 3/31/2016 Timing Report, Sorted By Phase st am.syn Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 33 11 25 11 33 11 25 Maximum Split (%) 13.8% 41.3% 13.8% 31.3% 13.8% 41.3% 13.8% 31.3% Minimum Split (s) 9.5 30 9.5 25 9.5 30 9.5 25 Yellow Time (s) 3 4.5 3 3.5 3 4.5 3 3.5 All-Red Time (s) 1 1.5 1 2.5 1 1.5 1 2.5 Minimum Initial (s) 4 10 4 7 4 10 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7 7 Flash Dont Walk (s) 12 12 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 58.5 69.5 22.5 33.5 58.5 69.5 22.5 33.5 End Time (s) 69.5 22.5 33.5 58.5 69.5 22.5 33.5 58.5 Yield/Force Off (s) 65.5 16.5 29.5 52.5 65.5 16.5 29.5 52.5 Yield/Force Off 170(s) 65.5 4.5 29.5 52.5 65.5 4.5 29.5 52.5 Local Start Time (s) 42 53 6 17 42 53 6 17 Local Yield (s) 49 0 13 36 49 0 13 36 Local Yield 170(s) 49 68 13 36 49 68 13 36 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 75 Offset: 16.5 (21%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 3: College Avenue & Willox Lane HCM 2010 Signalized Intersection Summary Short Total PM 3: College Avenue & Willox Lane 3/31/2016 HCM 2010 Signalized Intersection Summary st pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 117 134 92 135 166 250 132 795 160 115 667 70 Future Volume (veh/h) 117 134 92 135 166 250 132 795 160 115 667 70 Number 7 4 14 3 8 18 1 6 16 5 2 12 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 1937 Adj Flow Rate, veh/h 126 144 0 145 178 38 142 855 70 124 717 0 Adj No. of Lanes 111111121121 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222 Cap, veh/h 301 258 220 328 258 220 493 1791 801 420 1773 825 Arrive On Green 0.09 0.14 0.00 0.09 0.14 0.14 0.07 0.51 0.51 0.07 0.50 0.00 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3539 1583 1774 3539 1647 Grp Volume(v), veh/h 126 144 0 145 178 38 142 855 70 124 717 0 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1770 1583 1774 1770 1647 Q Serve(g_s), s 4.7 5.8 0.0 5.5 7.3 1.7 3.0 12.6 1.8 2.6 10.1 0.0 Cycle Q Clear(g_c), s 4.7 5.8 0.0 5.5 7.3 1.7 3.0 12.6 1.8 2.6 10.1 0.0 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 301 258 220 328 258 220 493 1791 801 420 1773 825 V/C Ratio(X) 0.42 0.56 0.00 0.44 0.69 0.17 0.29 0.48 0.09 0.30 0.40 0.00 Avail Cap(c_a), veh/h 301 466 396 328 466 396 541 1791 801 522 1773 825 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.1 32.2 0.0 26.3 32.8 30.4 8.7 12.9 10.2 9.2 12.5 0.0 Incr Delay (d2), s/veh 0.9 1.9 0.0 0.9 3.3 0.4 0.3 0.9 0.2 0.4 0.7 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 2.4 3.1 0.0 2.7 4.0 0.8 1.5 6.3 0.8 1.3 5.0 0.0 LnGrp Delay(d),s/veh 27.1 34.0 0.0 27.3 36.1 30.8 9.0 13.8 10.4 9.6 13.2 0.0 LnGrp LOS C C C D C ABBAB Approach Vol, veh/h 270 361 1067 841 Approach Delay, s/veh 30.8 32.0 12.9 12.6 Approach LOS C C B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.8 45.1 10.0 16.1 8.4 45.5 10.0 16.1 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 28.0 6.0 19.0 9.0 26.0 6.0 19.0 Max Q Clear Time (g_c+I1), s 5.0 12.1 7.5 7.8 4.6 14.6 6.7 9.3 Green Ext Time (p_c), s 0.1 6.2 0.0 0.9 0.1 5.3 0.0 0.8 Intersection Summary HCM 2010 Ctrl Delay 17.4 HCM 2010 LOS B Notes Timing Report, Sorted By Phase Short Total PM 3: College Avenue & Willox Lane 3/31/2016 Timing Report, Sorted By Phase st pm.syn Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 34 10 25 13 32 10 25 Maximum Split (%) 13.8% 42.5% 12.5% 31.3% 16.3% 40.0% 12.5% 31.3% Minimum Split (s) 9.5 30 9.5 25 9.5 30 9.5 25 Yellow Time (s) 3 4.5 3 3.5 3 4.5 3 3.5 All-Red Time (s) 1 1.5 1 2.5 1 1.5 1 2.5 Minimum Initial (s) 4 10 4 7 4 10 4 7 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7 7 Flash Dont Walk (s) 12 12 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 57.5 68.5 22.5 32.5 57.5 70.5 22.5 32.5 End Time (s) 68.5 22.5 32.5 57.5 70.5 22.5 32.5 57.5 Yield/Force Off (s) 64.5 16.5 28.5 51.5 66.5 16.5 28.5 51.5 Yield/Force Off 170(s) 64.5 4.5 28.5 51.5 66.5 4.5 28.5 51.5 Local Start Time (s) 41 52 6 16 41 54 6 16 Local Yield (s) 48 0 12 35 50 0 12 35 Local Yield 170(s) 48 68 12 35 50 68 12 35 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 75 Offset: 16.5 (21%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 3: College Avenue & Willox Lane HCM 2010 TWSC Short Total AM 6: College Avenue & Site Access 4/8/2016 HCM 2010 TWSC st am.syn Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 0 61 0 551 954 77 Future Vol, veh/h 0 61 0 551 954 77 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 - - - 100 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 68 0 612 1060 86 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1366 530 1060 0 - 0 Stage 1 1060 - - - - - Stage 2 306 - - - - - 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 138 493 653 - - - Stage 1 294 - - - - - Stage 2 720 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 138 493 653 - - - Mov Cap-2 Maneuver 138 - - - - - Stage 1 294 - - - - - Stage 2 720 - - - - - Approach EB NB SB HCM Control Delay, s 13.5 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 653 - 493 - - HCM Lane V/C Ratio - - 0.137 - - HCM Control Delay (s) 0 - 13.5 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.5 - - Lanes and Geometrics Short Total AM 6: College Avenue & Site Access 4/8/2016 Lanes and Geometrics st 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 0 100 100 Storage Lanes 0 1 0 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 0.850 Flt Protected Satd. Flow (prot) 0 1611 0 3539 3539 1583 Flt Permitted Satd. Flow (perm) 0 1611 0 3539 3539 1583 Link Speed (mph) 30 30 30 Link Distance (ft) 243 458 451 Travel Time (s) 5.5 10.4 10.3 Intersection Summary Area Type: Other HCM 2010 TWSC Short Total PM 6: College Avenue & Driveway 4/8/2016 HCM 2010 TWSC st pm.syn Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 0 54 0 1087 846 56 Future Vol, veh/h 0 54 0 1087 846 56 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 58 0 1169 910 60 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1494 455 910 0 - 0 Stage 1 910 - - - - - Stage 2 584 - - - - - 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 114 552 744 - - - Stage 1 353 - - - - - Stage 2 521 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 114 552 744 - - - Mov Cap-2 Maneuver 114 - - - - - Stage 1 353 - - - - - Stage 2 521 - - - - - Approach EB NB SB HCM Control Delay, s 12.3 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 744 - 552 - - HCM Lane V/C Ratio - - 0.105 - - HCM Control Delay (s) 0 - 12.3 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.4 - - Lanes and Geometrics Short Total PM 6: College Avenue & Driveway 4/8/2016 Lanes and Geometrics st 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 0 100 0 Storage Lanes 0 1 0 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 0.850 Flt Protected Satd. Flow (prot) 0 1611 0 3539 3539 1583 Flt Permitted Satd. Flow (perm) 0 1611 0 3539 3539 1583 Link Speed (mph) 30 30 30 Link Distance (ft) 243 458 451 Travel Time (s) 5.5 10.4 10.3 Intersection Summary Area Type: Other APPENDIX F Willox College SCALE: 1"=600' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES 1603 & 1605 N. College TIS, April 2016 Pedestrian LOS Worksheet Project Location Classification: Activity Center 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 Commercial Minimum B B C B B 1 Actual A B B B A Proposed A B B B A Commercial area to the east and northeast of the site Commercial Minimum B B C B B 2 Actual A B C B A Proposed A B C B A Commercial areas to the south of the site Commercial Minimum B B C B B 3 Actual A B A B A Proposed A B A B A Residential neighborhood to the west of the site Residential Minimum B B C B B 4 Actual A E A D B Proposed A E A D B Minimum 5 Actual Proposed Minimum 6 Actual Proposed Minimum 7 Actual Proposed Minimum 8 Actual Proposed Minimum 9 Actual Proposed Minimum 10 Actual Proposed Willox College SCALE: 1"=600' BICYCLE INFLUENCE AREA DELICH ASSOCIATES 1603 & 1605 N. College TIS, April 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 B A Commercial area to the east and northeast of the site 2 Commercial C B B Commercial areas to 3 the south of the site Commercial C B A 4