Loading...
HomeMy WebLinkAboutTHE OVERLOOK - PDP - PDP160011 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYOVERLOOK AT JFK TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO FEBRUARY 2016 Prepared for: Butch/Maureen Stockover 1806 Westview Road Fort Collins, CO 80524 Prepared by: DELICH ASSOCIATES 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 ___ ,,/;//.1 __ Project #15103 DELICH Overlook at JFK 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 ................................................................................. 9 Trip Generation ............................................................................................................... 9 Trip Distribution ............................................................................................................... 9 Background Traffic Projections ..................................................................................... 12 Trip Assignment ............................................................................................................ 12 Signal Warrants ............................................................................................................. 12 Geometry ...................................................................................................................... 12 Operation Analysis ........................................................................................................ 12 Pedestrian Level of Service ........................................................................................... 17 Bicycle Level of Service ................................................................................................ 17 Transit Level of Service ................................................................................................. 17 IV. CONCLUSIONS/RECOMMENDATIONS .............................................................. 20 LIST OF TABLES 1. Current Peak Hour Operation .................................................................................... 8 2. Trip Generation ......................................................................................................... 9 3. Short Range (2020) Background Peak Hour Operation .......................................... 18 4. Short Range (2020) Total Peak Hour Operation ..................................................... 19 DELICH Overlook at JFK TIS, February 2016 ASSOCIATES LIST OF FIGURES 1. Site Location ............................................................................................................. 3 2. Existing Intersection Geometry.................................................................................. 4 3. Recent Peak Hour Traffic .......................................................................................... 5 4. Balanced/Adjusted Recent Peak Hour Traffic ........................................................... 7 5. Site Plan .................................................................................................................. 10 6. Trip Distribution ....................................................................................................... 11 7. Short Range (2020) Background Peak Hour Traffic ................................................ 13 8. Site Generated Peak Hour Traffic ........................................................................... 14 9. Short Range (2020) Total Peak Hour Traffic ........................................................... 15 10. Short Range (2020) Geometry ................................................................................ 16 APPENDICES A. Base Assumptions Packet B. Recent Peak Hour Traffic C. Current Peak Hour Operation/Level of Service Descriptions/Fort Collins LOS Standards D. Signal Warrant E. Short Range (2020) Background Peak Hour Operation F. Short Range (2020) Total Peak Hour Operation G. Pedestrian/Bicycle Level of Service DELICH Overlook at JFK TIS, February 2016 ASSOCIATES Page 1 I. INTRODUCTION This intermediate transportation impact study (TIS) addresses the capacity, geometric, and control requirements at and near the proposed Overlook at JFK. The proposed Overlook at JFK is located south of Horsetooth Road and east of (adjacent to) JFK Parkway in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the owner/developer, 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 Overlook at JFK. 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 Overlook at JFK TIS, February 2016 ASSOCIATES Page 2 II. EXISTING CONDITIONS The location of the Overlook at JFK 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 east and southeast of the site. There are commercial uses to the north, south, and west of the site. The center of Fort Collins lies to the north of the proposed Overlook at JFK site. Land adjacent to the site is flat (<2% grade) from a traffic operations perspective. Roads The primary streets near the Overlook at JFK site are Horsetooth Road and JFK Parkway. The existing geometry at the key intersections is shown in Figure 2. Horsetooth Road is to the north of the proposed Overlook at JFK site. It is an east-west street classified as a four-lane arterial according to the Fort Collins Master Street Plan. Currently, Horsetooth Road has a four-lane cross section with a raised center median. At the Horsetooth/JFK Parkway intersection, Horsetooth Road has eastbound and westbound left-turn lanes and two through lanes in each direction. The Horsetooth/JFK Parkway intersection has signal control. The posted speed limit in this area of Horsetooth Road is 35 mph. JFK Parkway is to the west of (adjacent to) the proposed Overlook at JFK site. It is a north-south street classified as a four-lane arterial, south of Horsetooth Road, according to the Fort Collins Master Street plan. Currently, JFK Parkway has a four- lane cross section with a raised center median between the Horsetooth/JFK Parkway intersection and the JFK Parkway/US Bank-Office Access intersection. At the Horsetooth/JFK Parkway intersection, JFK Parkway has northbound and southbound left-turn lanes, one northbound through lane, two southbound through lanes, and a northbound right-turn lane. South of the JFK Parkway/US Bank-Office Access intersection, JFK Parkway has a center continuous two-way left-turn lane. The posted speed limit in this area of JFK Parkway is 35 mph. Existing Traffic Figure 3 shows recent peak hour traffic counts at the Horsetooth/JFK Parkway, JFK Parkway/US Bank-Office Access, and JFK Parkway/Great Western Bank Access intersections. The traffic counts at the Horsetooth/JFK Parkway intersection were obtained in February 2015 by the City of Fort Collins. The traffic counts at the JFK Horsetooth Bockman JFK Parkway Boardwalk College Troutman Overlook at JFK SCALE: 1"=1000' SITE LOCATION Figure 1 DELICH ASSOCIATES Overlook at JFK TIS, February 2016 Page 3 EXISTING INTERSECTION GEOMETRY Figure 2 DELICH ASSOCIATES Overlook at JFK TIS, February 2016 Page 4 Horsetooth Office Access US Bank Access Great Western Bank Access JFK Parkway - Denotes Lane _ Two-way Continuous Left-turn Lane AM/PM RECENT PEAK HOUR TRAFFIC Figure 3 DELICH ASSOCIATES Overlook at JFK TIS, February 2016 Page 5 40/109 23/46 112/295 19/58 10/56 16/51 75/88 870/811 63/96 25/35 809/864 170/276 30/6 134/419 9/8 41/8 193/445 3/9 5/30 1/0 2/38 2/13 2/1 5/21 10/2 167/428 14/2 187/506 1/10 1/13 Horsetooth Office Access US Bank Access Great Western Bank Access JFK Parkway DELICH Overlook at JFK TIS, February 2016 ASSOCIATES Page 6 Parkway/US Bank-Office Access and JFK Parkway/Great Western Bank Access intersections were obtained in January 2016. Raw traffic count data is provided in Appendix B. Since the counts were done on different days, the counts were adjusted/ balanced. The adjusted/balanced recent peak hour traffic is shown in Figure 4. Existing Operation The Horsetooth/JFK Parkway, JFK Parkway/US Bank-Office Access, and JFK Parkway/Great Western Bank Access 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 Horsetooth/JFK Parkway 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 “Employment District” on the Fort Collins Structure Plan. The Horsetooth/JFK Parkway intersection is assumed to be in an area termed “Commercial Corridor.” This 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 key intersections will meet the City of Fort Collins Motor Vehicle LOS Standard during in the morning and afternoon peak hours. It is important to note that an eastbound right-turn at the Horsetooth/JFK Parkway intersection is warranted with the existing traffic volumes. Also, left-turn lanes are required on all arterial streets. Therefore, there should be a southbound left-turn lane at the JFK Parkway/US Bank-Office Access intersection. If the City chooses to implement this left-turn lane, a portion of the raised median would need to be removed/modified. Pedestrian Facilities There are sidewalks along both sides of Horsetooth Road and JFK Parkway, except for the frontage of the Overlook at JFK site. Bicycle Facilities Bicycle lanes exist along JFK Parkway within the study area. There are no bike lanes along Horsetooth Road. Transit Facilities Currently, this area of Fort Collins is served by Transfort routes 5, 6, and 12. AM/PM BALANCED/AVERAGED RECENT PEAK HOUR TRAFFIC Figure 4 DELICH ASSOCIATES Overlook at JFK TIS, February 2016 Page 7 36/111 21/46 101/299 19/58 10/58 16/51 75/88 870/811 62/100 25/35 809/864 168/287 30/6 150/413 9/8 42/8 195/429 3/8 6/30 1/0 2/38 2/13 2/1 5/21 10/2 188/417 14/2 188/486 1/10 1/13 Horsetooth Office Access US Bank Access Great Western Bank Access JFK Parkway DELICH Overlook at JFK TIS, February 2016 ASSOCIATES Page 8 TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM Horsetooth/JFK Parkway (signal) EB LT A A EB T A B EB T/RT A B EB APPROACH A B WB LT A A WB T A A WB T/RT A A WB APPROACH A A NB LT D D NB T D D NB RT A D NB APPROACH D D SB LT D D SB T/RT D D SB APPROACH D D OVERALL A B JFK Parkway/US Bank-Office Access (stop sign) EB LT/T/RT B B WB LT/T/RT B B NB LT A A SB LT/T A A JFK Parkway/Great Western Access (stop sign) EB LT/RT A B NB LT A A DELICH Overlook at JFK TIS, February 2016 ASSOCIATES Page 9 III. PROPOSED DEVELOPMENT The Overlook at JFK is a proposed residential and office development. Figure 5 shows a site plan of the Overlook at JFK. The Overlook at JFK is proposed as 87 apartment dwelling units and approximately 12,000 square feet of office use. Access to the Overlook at JFK will be via an existing full-movement access (US Bank Access) to/from JFK Parkway and a full-movement access to/from JFK Parkway that lines up with the Great Western Bank Access. The short range analysis (Year 2020) includes development of the Overlook at JFK 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 Overlook at JFK project. For the residential portion of the site, Land Use Code 220 – Apartment was used and Land Use Code 710 - General Office was used for the office portion. Table 2 shows the daily and peak hour trip generation for Overlook at JFK project. Full development of the Overlook at JFK resulted in 782 daily weekday trip ends, 65 morning peak hour trip ends, and 84 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 220 Apartment 87 D.U. EQ 650 EQ 9 EQ 37 EQ 43 EQ 23 710 General Office 12.0 KSF 11.03 132 1.37 17 0.19 2 0.25 3 1.24 15 Total 782 26 39 46 38 Trip Distribution Trip distribution for the Overlook at JFK 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 (2020) analysis future. The trip distribution was agreed to by City of Fort Collins staff in the scoping emails. SCALE: 1"=100' SITE PLAN Figure 5 DELICH ASSOCIATES Overlook at JFK TIS, February 2016 Page 10 Horsetooth Bockman JFK Parkway Boardwalk College 30% 20% 5% 10% 10% 25% SCALE: 1"=500' TRIP DISTRIBUTION Figure 6 DELICH ASSOCIATES Overlook at JFK TIS, February 2016 Page 11 DELICH Overlook at JFK TIS, February 2016 ASSOCIATES Page 12 Background Traffic Projections Figure 7 shows the short range (2020) 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 2.0 percent per year. 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. 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 (2020) 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 JFK Parkway/US Bank-Office Access and JFK Parkway/Great Western Bank-Site Access intersections 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 (2020) geometry. As mentioned earlier, an eastbound right-turn at the Horsetooth/JFK Parkway intersection is warranted with the existing traffic volumes. In addition, a southbound left-turn lane is required approaching the JFK Parkway/US Bank-Office Access intersection. Implementation of either/both of these auxiliary lanes would require changes to existing curb/gutter and landscaping. In the case of the eastbound right-turn lane on Horsetooth Road, it would require moving a signal pole. The need for these changes rests with the City. It is recommended that the center continuous two-way left-turn lane remain on JFK Parkway. No other auxiliary lanes are required. Operation Analysis Operation analyses were performed at the Horsetooth/JFK Parkway, JFK Parkway/US Bank-Office Access, and JFK Parkway/Great Western Bank-Site Access intersections. The operation analyses were conducted for the short range analysis, AM/PM SHORT RANGE (2020) BACKGROUND PEAK HOUR TRAFFIC Figure 7 DELICH ASSOCIATES Overlook at JFK TIS, February 2016 Page 13 40/122 23/51 112/330 21/64 11/64 18/56 83/97 961/895 68/110 28/39 893/954 185/317 30/6 167/460 9/8 42/8 219/475 3/8 6/30 1/0 2/38 2/13 2/1 5/21 10/2 205/464 14/2 212/532 1/10 1/13 Horsetooth Office Access US Bank Access Great Western Bank Access JFK Parkway AM/PM SITE GENERATED PEAK HOUR TRAFFIC Figure 8 DELICH ASSOCIATES Overlook at JFK TIS, February 2016 Page 14 13/12 2/2 7/8 1/2 8/15 5/9 Horsetooth Office Access US Bank Access Great Western Bank Access JFK Parkway 10/22 4/4 18/17 3/3 4/5 3/3 Site Access 3/3 10/22 3/3 9/17 18/17 14/13 AM/PM SHORT RANGE (2020) TOTAL PEAK HOUR TRAFFIC Figure 9 DELICH ASSOCIATES Overlook at JFK TIS, February 2016 Page 15 53/134 25/53 119/338 21/64 12/66 18/56 83/97 961/895 76/125 28/39 893/954 190/326 30/6 185/477 12/11 42/8 229/497 7/12 6/30 1/0 2/38 6/18 2/1 8/24 Horsetooth Office Access US Bank Access Great Western Bank Access JFK Parkway Site Access 10/2 208/467 9/17 14/2 215/535 10/22 1/10 NOM 1/13 18/17 NOM 14/13 SHORT RANGE (2020) GEOMETRY Figure 10 DELICH ASSOCIATES Overlook at JFK TIS, February 2016 Page 16 Horsetooth Office Access US Bank Access Great Western Bank Access JFK Parkway - Denotes Lane _ Two-way Continuous Left-turn Lane Site Access Warranted - Warranted - DELICH Overlook at JFK TIS, February 2016 ASSOCIATES Page 17 reflecting a year 2020 condition. The current City signal timing was used for the Horsetooth/JFK Parkway intersection. The following analyses do not reflect the warranted auxiliary lanes. Using the short range (2020) background peak hour traffic volumes, the Horsetooth/JFK Parkway, JFK Parkway/US Bank-Office Access, and JFK Parkway/Great Western Bank Access 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. Using the traffic volumes shown in Figure 9, the Horsetooth/JFK Parkway, JFK Parkway/US Bank-Office Access, and JFK Parkway/Great Western Bank-Site Access intersections operate in the short range (2020) 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 control and signal timing in the morning and afternoon peak hours. The Horsetooth/JFK Parkway and JFK Parkway/US Bank-Office Access intersections operate acceptably without the warranted auxiliary lanes. Pedestrian Level of Service Appendix F shows a map of the area that is within 1320 feet of the Overlook at JFK development. There are five pedestrian destinations within 1320 feet of the Overlook at JFK development. These are: 1) the commercial area to the north of the site; 2) the commercial area to the west of the site; 3) the commercial uses along College Avenue; 4) the commercial uses to the south of the site; and 5) the residential neighborhood to the east of the site. The Overlook at JFK 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. Pedestrian level of service is achieved. The Pedestrian LOS Worksheet is provided in Appendix F. Bicycle Level of Service Appendix F shows a map of the area that is within 1320 feet of the Overlook at JFK development. There are four bicycle destinations within 1320 feet of the Overlook at JFK development. These are: 1) the commercial area to the north of the site; 2) the commercial area to the west of the site; 3) the commercial uses along College Avenue; and 4) 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 JFK Parkway. 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 5, 6, and 12. DELICH Overlook at JFK TIS, February 2016 ASSOCIATES Page 18 TABLE 3 Short Range (2020) Background Peak Hour Operation Intersection Movement Level of Service AM PM Horsetooth/JFK Parkway (signal) EB LT A A EB T A B EB T/RT A B EB APPROACH A B WB LT A B WB T A A WB T/RT A A WB APPROACH A A NB LT D D NB T D D NB RT A D NB APPROACH D D SB LT D D SB T/RT D D SB APPROACH D D OVERALL A B JFK Parkway/US Bank-Office Access (stop sign) EB LT/T/RT B C WB LT/T/RT B C NB LT A A SB LT/T A A JFK Parkway/Great Western Access (stop sign) EB LT/RT B B NB LT A A DELICH Overlook at JFK TIS, February 2016 ASSOCIATES Page 19 TABLE 4 Short Range (2020) Total Peak Hour Operation Intersection Movement Level of Service AM PM Horsetooth/JFK Parkway (signal) EB LT A A EB T A B EB T/RT A B EB APPROACH A B WB LT A B WB T A A WB T/RT A A WB APPROACH A B NB LT D D NB T D D NB RT D E NB APPROACH D D SB LT D D SB T/RT D D SB APPROACH D D OVERALL B B JFK Parkway/US Bank-Office Access (stop sign) EB LT/T/RT B C WB LT/T/RT B C NB LT A A SB LT/T A A JFK Parkway/Great Western Access (stop sign) EB LT/T/RT B B WB LT/T/RT B B NB LT A A SB LT A A DELICH Overlook at JFK TIS, February 2016 ASSOCIATES Page 20 IV. CONCLUSIONS/RECOMMENDATIONS This study assessed the impacts of the Overlook at JFK development on the short range (2020) street system in the vicinity of the proposed development. As a result of this analysis, the following is concluded: • The development of the Overlook at JFK site is feasible from a traffic engineering standpoint. At full development, the Overlook at JFK site will generate approximately 782 daily weekday trip ends, 65 morning peak hour trip ends, and 84 afternoon peak hour trip ends. • Current operation at the Horsetooth/JFK Parkway, JFK Parkway/US Bank-Office Access, and JFK Parkway/Great Western Bank Access intersections is acceptable with existing control, geometry, and signal timing. • Figure 10 shows a schematic of the short range (2020) geometry. It is important to note that an eastbound right-turn at the Horsetooth/JFK Parkway intersection is warranted with the existing traffic volumes and the southbound left-turn lane at the JFK Parkway/US Bank-Office Access intersection. Implementation of these auxiliary lanes rests with the City of Fort Collins. • In the short range (2020) future, given development of the Overlook at JFK and an increase in background traffic, the Horsetooth/JFK Parkway, JFK Parkway/US Bank-Office Access, and JFK Parkway/Great Western Bank-Site Access intersections will meet the City of Fort Collins Motor Vehicle LOS Standard, without the warranted auxiliary lanes. • Acceptable level of service is achieved for pedestrian, bicycle, and transit modes based upon the measures in the multi-modal transportation guidelines. APPENDIX A Chapter 4 - Attachments Attachment A Transportation Impact Study Base Assumptions Project Information Project Name j Fi<. LUY-vrzf A-~/H?T M&-,u (s I Project Location &4S r o~ Jf.:"K /JoR.. rt-l 6r: LAf.IM!5R- #2' CANAL- J TIS Assumptions I Type of Study Fut!: iJO Intermediate: 76'S Study Area Boundaries North: Jk" R :5 G rOO r 1-1 South: <S i"fG'"" Accg- East .j\:K "West: Jif:" K Study Years Short Range: 20Z.() Long Range: At/A Future Traffic Growth Rate 2 Z'"/~Af- I 1 Study Intersections 1. All access drives ( 2,> 5. 2. .., 1ft,R<i;5,"oOr4/ Jr-e: 6. ~. 17 . 4. 8. Time Period for Study <_AM: 7:00-9:Ul!.Q> PM: -4:00-6~1 Sat Noon: IV 0 Trip Generation Rates ?G12.. T c: q'M Trip Adjustment Factors Passby: N/A I Market: Captive AliA Overall Trip Distribution j SEE ATTACHED SKETCH Mode Split Assumptions )J/A Committed Roadway Improvements I\Jrrr A-<..vti£6 ()F Mf Other Traffic Studies AJe-r A-w14f2 G" ot; ..,4..,u$l I II Areas Requiring Special Study I Date: __ b_G_- .=..G...:..e~JVt--=..!:g::..:G=-- ((:...:::.-_18_---',>,--2-----'='0=--( _5 _ Traffic Engineer: J) G'L ica A s;soc IA- '"{t;? S Local Entity Engineer: kU,.Q::X-/\" _ 16"(03 E3Af:" Page 4-34 Larimer County Urban Area Street Standards - Repealed and Reenacted April 1, 2007 Adopted by Larimer County, City of Loveland. City of Fort Collins Landings Dr. ( &6-0:" LAND USE SUMMARY Property Area: 3.08 AC Residential Units: 78 live Work Units: 4 Commercial/Office: 19K sf Parking: 144 Residential 11.75 / Unit) 29 Commercial/Office 11.5 / 1K sf) uov: CDUIJT r;~IIJGr l;..IeU ;vf,.~~eT S-rvbY (70-80 ~U) ~' " J f - -~-I j : tf,,,..11 ii""'~~ r-=t;=t • - II' !ii .; ,. i) ;;' 'II I ,...·tu' •. i t.r-·--·l- ••._l~_.- Cross Section ~.:;CMI:(:.1(;)RIH ;/t ." . ../(i' ..., FORT COLLINS, COLORADO JFK LUXURY APARTMENTS 109.02.15 970.224.1191 I www.VFLA.com & www.ripieydesigninc.com SITE CONCEPT 419 CANYON AVENUE SUITE 200 ---n: IP G1,w1<?AT ( ClA) (T r;, 9 7<r) ~7 MlteGG'T ,4.?fJlGrM&~)"r'6(~h'"Z~ 70-f!>O;> uSI7 80 bV f:'<!Je Se..OPI~ T~ 6.06)< ;J. (?es .00 = (;08 Tt7 ~5D rr;;- T ?:. 0 .4-q K t-?7'$ :. 4"3 'rb lA)rt(J~)-q 9 40 Ot)T(8d~-34 37 J ':0 O.s- sx -I- J7. b '0 -=- ro to Co 2 TG" C>l,{rj /T((i"g~~J J!},. - - 2 40 Z Z 4;'3 ; (;e-MRA L 0;::p,cr; (20t::>G 7f0 Iq. c> /C.S{- 120KS}:: DAILl( (11.0'3)::: 2 '0 T~ 132 Tf:? A I./l , ~ (1.'37)" Zes, 17) 30 Tt7 1'1 rl? OUT (o.(q')"; 4- L5 PP0 IN (~.2~ ~ e: 3728 I~ /8 -rtP (2) o:l (.z~) :> z.. 31~ A M o I UT p.J ~ to "3 "3 t!~ > 3't z.(g 5 ? ( :e, 'TfT (o 7) Te;:- PM IN - 45 4C9790 T(F 84- rs: C)UT ~ 45 355' CH-A-,uc;[fD 0i.AJ 1/ ~!I{P ~ )Jgt<J t2li'Pl...GC~-rG""b l..u T{S 10:? APPENDIX B DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 2/18/2015 Observer: City of Fort Collins Day: Wednesday Jurisdiction: Fort Collins R = right turn Intersection: Horsetooth/JFK S = straight L = left turn Time Northbound: JFK Southbound: JFK Total Eastbound: Horsetooth Westbound: Horsetooth 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 11 6 26 43 3 5 2 10 53 21 248 15 284 35 229 3 267 551 604 7:45 7 4 30 41 4 3 5 12 53 16 249 18 283 59 229 10 298 581 634 8:00 18 7 23 48 6 1 5 12 60 25 197 15 237 38 177 7 222 459 519 8:15 4 6 33 43 3 1 7 11 54 13 176 15 204 38 174 5 217 421 475 7:30-8:30 40 23 112 175 16 10 19 45 220 75 870 63 1008 170 809 25 1004 2012 2232 PHF 0.56 0.82 0.85 0.91 0.67 0.5 0.68 0.94 0.75 0.87 0.88 0.89 0.72 0.88 0.63 0.84 0.88 4:30 21 10 62 93 13 13 17 43 136 22 209 17 248 65 221 8 294 542 678 4:45 19 9 63 91 6 12 11 29 120 21 191 24 236 72 203 9 284 520 640 5:00 46 16 87 149 18 16 18 52 201 30 210 25 265 60 207 9 276 541 742 5:15 23 11 83 117 14 15 12 41 158 15 201 30 246 79 233 9 321 567 725 4:30-5:30 109 46 295 450 51 56 58 165 615 88 811 96 995 276 864 35 1175 2170 2785 PHF 0.59 0.72 0.85 0.76 0.71 0.88 0.81 0.79 0.73 0.97 0.8 0.94 0.87 0.93 0.97 0.92 0.94 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 1/6/2016 Observer: Matt Day: Wednesday Jurisdiction: Fort Collins R = right turn Intersection: JFK/Great Western Bank Access S = straight L = left turn Time Northbound: JFK Southbound: JFK Total Eastbound: G.W. Bank 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 2 39 41 42 3 45 86 0 0 0 0 0 86 7:45 3 39 42 44 5 49 91 1 0 1 0 1 92 8:00 3 46 49 41 4 45 94 0 1 1 0 1 95 8:15 2 43 45 60 2 62 107 0 0 0 0 0 107 7:30-8:30 10 167 0 177 0 187 14 201 378 1 0 1 2 0 0 0 0 2 380 PHF 0.83 0.91 n/a 0.9 n/a 0.78 0.7 0.81 0.25 n/a 0.25 0.5 n/a n/a n/a n/a 0.89 4:30 1 106 107 136 1 137 244 2 2 4 0 4 248 4:45 1 109 110 129 1 130 240 3 2 5 0 5 245 5:00 0 113 113 120 0 120 233 3 6 9 0 9 242 5:15 0 100 100 121 0 121 221 2 3 5 0 5 226 4:30-5:30 2 428 0 430 0 506 2 508 938 10 0 13 23 0 0 0 0 23 961 PHF 0.5 0.95 n/a 0.95 n/a 0.93 0.5 0.93 0.83 n/a 0.54 0.64 n/a n/a n/a n/a 0.97 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 1/7/2016 Observer: Sue Day: Thursday Jurisdiction: Fort Collins R = right turn Intersection: JFK/US Bank-Office Access S = straight L = left turn Time Northbound: JFK Southbound: JFK Total Eastbound: Office Westbound: US Bank 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 6 34 0 40 0 44 8 52 92 1 0 0 1 0 0 2 2 3 95 7:45 10 31 0 41 0 47 16 63 104 2 0 0 2 1 0 0 1 3 107 8:00 8 35 5 48 0 41 12 53 101 1 1 2 4 1 0 0 1 5 106 8:15 6 34 4 44 3 61 5 69 113 1 0 0 1 3 2 0 5 6 119 7:30-8:30 30 134 9 173 3 193 41 237 410 5 1 2 8 5 2 2 9 17 427 PHF 0.75 0.96 0.45 0.9 0.25 0.79 0.64 0.86 0.63 0.25 0.25 0.5 0.42 0.25 0.25 0.45 0.9 4:30 3 100 3 106 4 126 3 133 239 6 0 6 12 6 0 3 9 21 260 4:45 2 111 1 114 2 117 4 123 237 9 0 5 14 6 1 1 8 22 259 5:00 0 111 2 113 0 94 1 95 208 9 0 18 27 4 0 5 9 36 244 5:15 1 97 2 100 3 108 0 111 211 6 0 9 15 5 0 4 9 24 235 4:30-5:30 6 419 8 433 9 445 8 462 895 30 0 38 68 21 1 13 35 103 998 PHF 0.5 0.94 0.67 0.95 0.56 0.88 0.5 0.87 0.83 n/a 0.53 0.63 0.88 0.25 0.65 0.97 0.96 APPENDIX C HCM 2010 Signalized Intersection Summary Recent AM 3: JFK Parkway & Horsetooth Road 1/28/2016 Synchro 9 Light Report recent am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 870 62 168 809 25 36 21 101 16 10 19 Future Volume (veh/h) 75 870 62 168 809 25 36 21 101 16 10 19 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 1937 1863 1900 1863 1863 1900 1937 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 85 989 65 191 919 26 41 24 0 18 11 0 Adj No. of Lanes 120120111120 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222 Cap, veh/h 522 2361 155 474 2513 71 216 135 115 192 213 0 Arrive On Green 0.04 0.70 0.69 0.06 0.71 0.71 0.04 0.07 0.00 0.02 0.06 0.00 Sat Flow, veh/h 1845 3372 222 1774 3515 99 1845 1863 1583 1774 3632 0 Grp Volume(v), veh/h 85 519 535 191 463 482 41 24 0 18 11 0 Grp Sat Flow(s),veh/h/ln 1845 1770 1824 1774 1770 1845 1845 1863 1583 1774 1770 0 Q Serve(g_s), s 1.4 13.7 13.7 3.1 11.1 11.1 2.2 1.3 0.0 1.0 0.3 0.0 Cycle Q Clear(g_c), s 1.4 13.7 13.7 3.1 11.1 11.1 2.2 1.3 0.0 1.0 0.3 0.0 Prop In Lane 1.00 0.12 1.00 0.05 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 522 1239 1277 474 1265 1319 216 135 115 192 213 0 V/C Ratio(X) 0.16 0.42 0.42 0.40 0.37 0.37 0.19 0.18 0.00 0.09 0.05 0.00 Avail Cap(c_a), veh/h 577 1239 1277 534 1265 1319 283 169 144 278 322 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 4.3 7.0 7.0 4.9 6.1 6.1 45.6 47.9 0.0 46.6 48.7 0.0 Incr Delay (d2), s/veh 0.1 1.0 1.0 0.6 0.8 0.8 0.4 0.6 0.0 0.2 0.1 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 0.7 7.0 7.2 1.6 5.7 5.9 1.2 0.7 0.0 0.5 0.2 0.0 LnGrp Delay(d),s/veh 4.4 8.0 8.0 5.5 6.9 6.8 46.0 48.6 0.0 46.8 48.8 0.0 LnGrp LOS AAAAAADD DD Approach Vol, veh/h 1139 1136 65 29 Approach Delay, s/veh 7.8 6.6 46.9 47.6 Approach LOS A A D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.0 11.6 9.3 82.0 5.7 13.0 7.7 83.6 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 9.0 9.0 65.0 7.0 9.0 7.0 67.0 Max Q Clear Time (g_c+I1), s 4.2 2.3 5.1 15.7 3.0 3.3 3.4 13.1 Green Ext Time (p_c), s 0.0 0.0 0.2 9.4 0.0 0.0 0.1 9.4 Intersection Summary HCM 2010 Ctrl Delay 8.8 HCM 2010 LOS A Notes Timing Report, Sorted By Phase Recent AM 3: JFK Parkway & Horsetooth Road 1/28/2016 Synchro 9 Light Report 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 None None C-Max None None None C-Max Maximum Split (s) 11 15 13 71 11 15 11 73 Maximum Split (%) 10.0% 13.6% 11.8% 64.5% 10.0% 13.6% 10.0% 66.4% Minimum Split (s) 11 28 11 27 11 27 11 27 Yellow Time (s) 34343434 All-Red Time (s) 12121212 Minimum Initial (s) 4 7 4 10 4 7 4 10 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) 15 14 14 14 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 93 104 9 22 93 104 9 20 End Time (s) 104 9 22 93 104 9 20 93 Yield/Force Off (s) 100 3 18 87 100 3 16 87 Yield/Force Off 170(s) 100 98 18 73 100 99 16 73 Local Start Time (s) 0 11 26 39 0 11 26 37 Local Yield (s) 7 20 35 104 7 20 33 104 Local Yield 170(s) 7 5 35 90 7 6 33 90 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 93 (85%), Referenced to phase 4:EBTL and 8:WBTL, Start of Red Splits and Phases: 3: JFK Parkway & Horsetooth Road HCM 2010 Signalized Intersection Summary Recent PM 3: JFK Parkway & Horsetooth Road 1/28/2016 Synchro 9 Light Report recent pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 88 811 100 287 864 35 111 46 299 51 58 58 Future Volume (veh/h) 88 811 100 287 864 35 111 46 299 51 58 58 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 1937 1863 1900 1863 1863 1900 1937 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 94 863 100 305 919 35 118 49 20 54 62 2 Adj No. of Lanes 120120111120 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222 Cap, veh/h 490 2081 241 509 2409 92 252 163 139 224 233 7 Arrive On Green 0.04 0.65 0.64 0.08 0.69 0.68 0.07 0.09 0.09 0.05 0.07 0.06 Sat Flow, veh/h 1845 3197 370 1774 3477 132 1845 1863 1583 1774 3500 112 Grp Volume(v), veh/h 94 478 485 305 468 486 118 49 20 54 31 33 Grp Sat Flow(s),veh/h/ln 1845 1770 1797 1774 1770 1839 1845 1863 1583 1774 1770 1843 Q Serve(g_s), s 2.0 15.5 15.5 6.2 13.2 13.3 7.0 3.0 1.4 3.3 2.0 2.0 Cycle Q Clear(g_c), s 2.0 15.5 15.5 6.2 13.2 13.3 7.0 3.0 1.4 3.3 2.0 2.0 Prop In Lane 1.00 0.21 1.00 0.07 1.00 1.00 1.00 0.06 Lane Grp Cap(c), veh/h 490 1152 1170 509 1226 1275 252 163 139 224 118 123 V/C Ratio(X) 0.19 0.41 0.41 0.60 0.38 0.38 0.47 0.30 0.14 0.24 0.26 0.27 Avail Cap(c_a), veh/h 538 1152 1170 629 1226 1275 252 310 264 262 295 307 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 6.3 10.0 10.1 7.2 7.7 7.7 46.8 51.3 50.6 48.8 53.2 53.3 Incr Delay (d2), s/veh 0.2 1.1 1.1 1.1 0.9 0.9 1.4 1.0 0.5 0.5 1.2 1.2 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 1.0 7.9 8.1 3.1 6.7 6.9 3.6 1.6 0.6 1.7 1.0 1.1 LnGrp Delay(d),s/veh 6.5 11.1 11.2 8.4 8.6 8.6 48.2 52.3 51.1 49.3 54.4 54.4 LnGrp LOS ABBAAADDDDDD Approach Vol, veh/h 1057 1259 187 118 Approach Delay, s/veh 10.7 8.5 49.6 52.1 Approach LOS B A D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 13.0 12.9 83.1 8.5 15.5 7.9 88.1 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 19.0 17.0 57.0 7.0 19.0 7.0 67.0 Max Q Clear Time (g_c+I1), s 9.0 4.0 8.2 17.5 5.3 5.0 4.0 15.3 Green Ext Time (p_c), s 0.0 0.3 0.7 8.6 0.0 0.3 0.1 8.8 Intersection Summary HCM 2010 Ctrl Delay 14.3 HCM 2010 LOS B Notes Timing Report, Sorted By Phase Recent PM 3: JFK Parkway & Horsetooth Road 1/28/2016 Synchro 9 Light Report 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 None None C-Max None None None C-Max Maximum Split (s) 11 25 21 63 11 25 11 73 Maximum Split (%) 9.2% 20.8% 17.5% 52.5% 9.2% 20.8% 9.2% 60.8% Minimum Split (s) 11 24 11 27 11 24 11 27 Yellow Time (s) 34343434 All-Red Time (s) 12121212 Minimum Initial (s) 4 7 4 10 4 7 4 10 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) 15 14 14 14 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 46 57 82 103 46 57 82 93 End Time (s) 57 82 103 46 57 82 93 46 Yield/Force Off (s) 53 76 99 40 53 76 89 40 Yield/Force Off 170(s) 53 61 99 26 53 62 89 26 Local Start Time (s) 0 11 36 57 0 11 36 47 Local Yield (s) 7 30 53 114 7 30 43 114 Local Yield 170(s) 7 15 53 100 7 16 43 100 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 46 (38%), Referenced to phase 4:EBTL and 8:WBTL, Start of Red Splits and Phases: 3: JFK Parkway & Horsetooth Road HCM 2010 TWSC Recent AM 6: JFK Parkway & Office Access/US Bank Access 1/28/2016 Synchro 9 Light Report recent am.syn Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 6 1 2 5 2 2 30 150 9 3 195 42 Future Vol, veh/h 6 1 2 5 2 2 30 150 9 3 195 42 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 - - - - - - 100 - - - - - Veh in Median Storage, # - 0 - - 0 - - 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 7 1 2 6 2 2 33 167 10 3 217 47 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 398 490 132 354 508 88 263 0 0 177 0 0 Stage 1 247 247 - 238 238 - - - - - - - Stage 2 151 243 - 116 270 - - - - - - - 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 536 477 893 576 466 953 1298 - - 1396 - - Stage 1 735 701 - 744 707 - - - - - - - Stage 2 836 703 - 876 685 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 521 463 893 561 453 953 1298 - - 1396 - - Mov Cap-2 Maneuver 521 463 - 561 453 - - - - - - - Stage 1 716 699 - 725 689 - - - - - - - Stage 2 810 685 - 870 683 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.5 11.3 1.2 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1298 - - 565 583 1396 - - HCM Lane V/C Ratio 0.026 - - 0.018 0.017 0.002 - - HCM Control Delay (s) 7.8 - - 11.5 11.3 7.6 0 - HCM Lane LOS A - - BBAA- HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0 - - Lanes and Geometrics Recent AM 6: JFK Parkway & Office Access/US Bank Access 1/28/2016 Synchro 9 Light Report recent 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 0 100 0 0 0 Storage Lanes 0 0 0 0 1 0 0 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 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor Frt 0.973 0.973 0.992 0.974 Flt Protected 0.966 0.971 0.950 0.999 Satd. Flow (prot) 0 1751 0 0 1760 0 1770 3511 0 0 3444 0 Flt Permitted 0.966 0.971 0.950 0.999 Satd. Flow (perm) 0 1751 0 0 1760 0 1770 3511 0 0 3444 0 Link Speed (mph) 30 30 35 35 Link Distance (ft) 184 179 524 385 Travel Time (s) 4.2 4.1 10.2 7.5 Intersection Summary Area Type: Other HCM 2010 TWSC Recent PM 6: JFK Parkway & Office Access/US Bank Access 1/28/2016 Synchro 9 Light Report recent pm.syn Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 30 0 38 21 1 13 6 413 8 8 429 8 Future Vol, veh/h 30 0 38 21 1 13 6 413 8 8 429 8 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 - - - - - - 100 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 31 0 40 22 1 14 6 430 8 8 447 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 696 919 228 687 919 219 455 0 0 439 0 0 Stage 1 468 468 - 447 447 - - - - - - - Stage 2 228 451 - 240 472 - - - - - - - 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 328 270 775 333 270 785 1102 - - 1117 - - Stage 1 545 560 - 560 572 - - - - - - - Stage 2 754 569 - 742 557 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 318 266 775 312 266 785 1102 - - 1117 - - Mov Cap-2 Maneuver 318 266 - 312 266 - - - - - - - Stage 1 542 554 - 557 569 - - - - - - - Stage 2 736 566 - 697 551 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.9 14.9 0.1 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1102 - - 474 399 1117 - - HCM Lane V/C Ratio 0.006 - - 0.149 0.091 0.007 - - HCM Control Delay (s) 8.3 - - 13.9 14.9 8.2 0 - HCM Lane LOS A - - BBAA- HCM 95th %tile Q(veh) 0 - - 0.5 0.3 0 - - Lanes and Geometrics Recent PM 6: JFK Parkway & Office Access/US Bank Access 1/28/2016 Synchro 9 Light Report recent 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 0 100 0 0 0 Storage Lanes 0 0 0 0 1 0 0 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 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor Frt 0.924 0.949 0.997 0.997 Flt Protected 0.979 0.971 0.950 0.999 Satd. Flow (prot) 0 1685 0 0 1716 0 1770 3529 0 0 3525 0 Flt Permitted 0.979 0.971 0.950 0.999 Satd. Flow (perm) 0 1685 0 0 1716 0 1770 3529 0 0 3525 0 Link Speed (mph) 30 30 35 35 Link Distance (ft) 184 179 524 385 Travel Time (s) 4.2 4.1 10.2 7.5 Intersection Summary Area Type: Other HCM 2010 TWSC Recent AM 9: JFK Parkway & Great Western Bank Access 1/28/2016 Synchro 9 Light Report recent am.syn Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 1 1 10 188 188 14 Future Vol, veh/h 1 1 10 188 188 14 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 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 1 11 211 211 16 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 347 113 227 0 - 0 Stage 1 219 - - - - - Stage 2 128 - - - - - 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 624 918 1339 - - - Stage 1 796 - - - - - Stage 2 884 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 619 918 1339 - - - Mov Cap-2 Maneuver 619 - - - - - Stage 1 796 - - - - - Stage 2 877 - - - - - Approach EB NB SB HCM Control Delay, s 9.9 0.4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1339 - 739 - - HCM Lane V/C Ratio 0.008 - 0.003 - - HCM Control Delay (s) 7.7 - 9.9 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes and Geometrics Recent AM 9: JFK Parkway & Great Western Bank Access 1/28/2016 Synchro 9 Light Report 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 1 0 1 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 0.932 0.989 Flt Protected 0.976 0.950 Satd. Flow (prot) 1694 0 1770 3539 3500 0 Flt Permitted 0.976 0.950 Satd. Flow (perm) 1694 0 1770 3539 3500 0 Link Speed (mph) 30 35 35 Link Distance (ft) 221 278 524 Travel Time (s) 5.0 5.4 10.2 Intersection Summary Area Type: Other HCM 2010 TWSC Recent PM 9: JFK Parkway & Great Western Bank Access 1/28/2016 Synchro 9 Light Report recent pm.syn Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 10 13 2 417 486 2 Future Vol, veh/h 10 13 2 417 486 2 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 97 97 97 97 97 97 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 13 2 430 501 2 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 721 252 503 0 - 0 Stage 1 502 - - - - - Stage 2 219 - - - - - 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 362 748 1058 - - - Stage 1 573 - - - - - Stage 2 796 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 361 748 1058 - - - Mov Cap-2 Maneuver 361 - - - - - Stage 1 573 - - - - - Stage 2 794 - - - - - Approach EB NB SB HCM Control Delay, s 12.4 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1058 - 510 - - HCM Lane V/C Ratio 0.002 - 0.046 - - HCM Control Delay (s) 8.4 - 12.4 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.1 - - Lanes and Geometrics Recent PM 9: JFK Parkway & Great Western Bank Access 1/28/2016 Synchro 9 Light Report 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 1 0 1 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 0.924 0.999 Flt Protected 0.979 0.950 Satd. Flow (prot) 1685 0 1770 3539 3536 0 Flt Permitted 0.979 0.950 Satd. Flow (perm) 1685 0 1770 3539 3536 0 Link Speed (mph) 30 35 35 Link Distance (ft) 221 278 524 Travel Time (s) 5.0 5.4 10.2 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: JFK Parkway & Horsetooth Road 1/28/2016 Synchro 9 Light Report sb am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 83 961 68 185 893 28 40 23 112 18 11 21 Future Volume (veh/h) 83 961 68 185 893 28 40 23 112 18 11 21 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 1937 1863 1900 1863 1863 1900 1937 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 94 1092 72 210 1015 30 45 26 0 20 12 0 Adj No. of Lanes 120120111120 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222 Cap, veh/h 476 2333 154 435 2491 74 224 141 120 196 219 0 Arrive On Green 0.04 0.69 0.68 0.06 0.71 0.70 0.04 0.08 0.00 0.03 0.06 0.00 Sat Flow, veh/h 1845 3371 222 1774 3510 104 1845 1863 1583 1774 3632 0 Grp Volume(v), veh/h 94 573 591 210 512 533 45 26 0 20 12 0 Grp Sat Flow(s),veh/h/ln 1845 1770 1824 1774 1770 1844 1845 1863 1583 1774 1770 0 Q Serve(g_s), s 1.6 16.2 16.3 3.5 13.0 13.0 2.5 1.4 0.0 1.1 0.4 0.0 Cycle Q Clear(g_c), s 1.6 16.2 16.3 3.5 13.0 13.0 2.5 1.4 0.0 1.1 0.4 0.0 Prop In Lane 1.00 0.12 1.00 0.06 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 476 1225 1262 435 1256 1309 224 141 120 196 219 0 V/C Ratio(X) 0.20 0.47 0.47 0.48 0.41 0.41 0.20 0.18 0.00 0.10 0.05 0.00 Avail Cap(c_a), veh/h 530 1225 1262 488 1256 1309 285 169 144 280 322 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 4.7 7.7 7.7 5.9 6.5 6.5 45.1 47.7 0.0 46.3 48.6 0.0 Incr Delay (d2), s/veh 0.2 1.3 1.2 0.8 1.0 0.9 0.4 0.6 0.0 0.2 0.1 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 0.8 8.2 8.5 1.8 6.6 6.9 1.3 0.8 0.0 0.6 0.2 0.0 LnGrp Delay(d),s/veh 4.9 9.0 9.0 6.8 7.5 7.5 45.5 48.3 0.0 46.5 48.7 0.0 LnGrp LOS AAAAAADD DD Approach Vol, veh/h 1258 1255 71 32 Approach Delay, s/veh 8.7 7.4 46.5 47.3 Approach LOS A A D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.3 11.8 9.7 81.1 5.8 13.3 7.8 83.1 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 9.0 9.0 65.0 7.0 9.0 7.0 67.0 Max Q Clear Time (g_c+I1), s 4.5 2.4 5.5 18.3 3.1 3.4 3.6 15.0 Green Ext Time (p_c), s 0.0 0.0 0.2 11.2 0.0 0.0 0.1 11.3 Intersection Summary HCM 2010 Ctrl Delay 9.6 HCM 2010 LOS A Notes Timing Report, Sorted By Phase Short Bkgrd AM 3: JFK Parkway & Horsetooth Road 1/28/2016 Synchro 9 Light Report 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 None None C-Max None None None C-Max Maximum Split (s) 11 15 13 71 11 15 11 73 Maximum Split (%) 10.0% 13.6% 11.8% 64.5% 10.0% 13.6% 10.0% 66.4% Minimum Split (s) 11 28 11 27 11 27 11 27 Yellow Time (s) 34343434 All-Red Time (s) 12121212 Minimum Initial (s) 4 7 4 10 4 7 4 10 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) 15 14 14 14 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 93 104 9 22 93 104 9 20 End Time (s) 104 9 22 93 104 9 20 93 Yield/Force Off (s) 100 3 18 87 100 3 16 87 Yield/Force Off 170(s) 100 98 18 73 100 99 16 73 Local Start Time (s) 0 11 26 39 0 11 26 37 Local Yield (s) 7 20 35 104 7 20 33 104 Local Yield 170(s) 7 5 35 90 7 6 33 90 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 93 (85%), Referenced to phase 4:EBTL and 8:WBTL, Start of Red Splits and Phases: 3: JFK Parkway & Horsetooth Road HCM 2010 Signalized Intersection Summary Short Bkgrd PM 3: JFK Parkway & Horsetooth Road 1/28/2016 Synchro 9 Light Report sb pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 97 895 110 317 954 39 122 51 330 56 64 64 Future Volume (veh/h) 97 895 110 317 954 39 122 51 330 56 64 64 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 1937 1863 1900 1863 1863 1900 1937 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 103 952 110 337 1015 39 130 54 60 60 68 3 Adj No. of Lanes 120120111120 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222 Cap, veh/h 451 2059 238 479 2400 92 249 156 133 220 230 10 Arrive On Green 0.04 0.64 0.64 0.09 0.69 0.68 0.07 0.08 0.08 0.05 0.07 0.06 Sat Flow, veh/h 1845 3198 369 1774 3475 134 1845 1863 1583 1774 3454 151 Grp Volume(v), veh/h 103 527 535 337 517 537 130 54 60 60 35 36 Grp Sat Flow(s),veh/h/ln 1845 1770 1798 1774 1770 1839 1845 1863 1583 1774 1770 1836 Q Serve(g_s), s 2.2 18.1 18.2 7.0 15.3 15.3 7.8 3.3 4.3 3.7 2.2 2.3 Cycle Q Clear(g_c), s 2.2 18.1 18.2 7.0 15.3 15.3 7.8 3.3 4.3 3.7 2.2 2.3 Prop In Lane 1.00 0.21 1.00 0.07 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 451 1139 1157 479 1222 1270 249 156 133 220 118 122 V/C Ratio(X) 0.23 0.46 0.46 0.70 0.42 0.42 0.52 0.35 0.45 0.27 0.29 0.30 Avail Cap(c_a), veh/h 495 1139 1157 587 1222 1270 249 310 264 250 295 306 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 6.7 10.8 10.9 9.3 8.1 8.1 47.6 51.9 52.4 48.5 53.3 53.4 Incr Delay (d2), s/veh 0.3 1.4 1.3 2.9 1.1 1.0 2.0 1.3 2.4 0.7 1.4 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 9.2 9.4 5.3 7.8 8.1 4.1 1.8 2.0 1.8 1.1 1.2 LnGrp Delay(d),s/veh 7.0 12.2 12.2 12.2 9.2 9.2 49.5 53.2 54.8 49.2 54.7 54.7 LnGrp LOS ABBBAADDDDDD Approach Vol, veh/h 1165 1391 244 131 Approach Delay, s/veh 11.8 9.9 51.6 52.2 Approach LOS B A D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 13.0 13.8 82.3 8.9 15.0 8.1 87.9 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 19.0 17.0 57.0 7.0 19.0 7.0 67.0 Max Q Clear Time (g_c+I1), s 9.8 4.3 9.0 20.2 5.7 6.3 4.2 17.3 Green Ext Time (p_c), s 0.0 0.4 0.7 10.1 0.0 0.4 0.1 10.5 Intersection Summary HCM 2010 Ctrl Delay 16.0 HCM 2010 LOS B Notes Timing Report, Sorted By Phase Short Bkgrd PM 3: JFK Parkway & Horsetooth Road 1/28/2016 Synchro 9 Light Report 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 None None C-Max None None None C-Max Maximum Split (s) 11 25 21 63 11 25 11 73 Maximum Split (%) 9.2% 20.8% 17.5% 52.5% 9.2% 20.8% 9.2% 60.8% Minimum Split (s) 11 24 11 27 11 24 11 27 Yellow Time (s) 34343434 All-Red Time (s) 12121212 Minimum Initial (s) 4 7 4 10 4 7 4 10 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) 15 14 14 14 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 46 57 82 103 46 57 82 93 End Time (s) 57 82 103 46 57 82 93 46 Yield/Force Off (s) 53 76 99 40 53 76 89 40 Yield/Force Off 170(s) 53 61 99 26 53 62 89 26 Local Start Time (s) 0 11 36 57 0 11 36 47 Local Yield (s) 7 30 53 114 7 30 43 114 Local Yield 170(s) 7 15 53 100 7 16 43 100 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 46 (38%), Referenced to phase 4:EBTL and 8:WBTL, Start of Red Splits and Phases: 3: JFK Parkway & Horsetooth Road HCM 2010 TWSC Short Bkgrd AM 6: JFK Parkway & Office Access/US Bank Access 1/28/2016 Synchro 9 Light Report sb am.syn Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 6 1 2 5 2 2 30 167 9 3 219 42 Future Vol, veh/h 6 1 2 5 2 2 30 167 9 3 219 42 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 - - - - - - 100 - - - - - Veh in Median Storage, # - 0 - - 0 - - 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 7 1 2 6 2 2 33 186 10 3 243 47 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 434 535 145 386 554 98 290 0 0 196 0 0 Stage 1 273 273 - 257 257 - - - - - - - Stage 2 161 262 - 129 297 - - - - - - - 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 506 450 876 547 439 939 1269 - - 1374 - - Stage 1 710 683 - 725 694 - - - - - - - Stage 2 825 690 - 861 666 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 492 437 876 533 426 939 1269 - - 1374 - - Mov Cap-2 Maneuver 492 437 - 533 426 - - - - - - - Stage 1 692 681 - 706 676 - - - - - - - Stage 2 799 672 - 855 664 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.8 11.6 1.2 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1269 - - 537 555 1374 - - HCM Lane V/C Ratio 0.026 - - 0.019 0.018 0.002 - - HCM Control Delay (s) 7.9 - - 11.8 11.6 7.6 0 - HCM Lane LOS A - - BBAA- HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0 - - Lanes and Geometrics Short Bkgrd AM 6: JFK Parkway & Office Access/US Bank Access 1/28/2016 Synchro 9 Light Report sb 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 0 100 0 0 0 Storage Lanes 0 0 0 0 1 0 0 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 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor Frt 0.973 0.973 0.992 0.976 Flt Protected 0.966 0.971 0.950 0.999 Satd. Flow (prot) 0 1751 0 0 1760 0 1770 3511 0 0 3451 0 Flt Permitted 0.966 0.971 0.950 0.999 Satd. Flow (perm) 0 1751 0 0 1760 0 1770 3511 0 0 3451 0 Link Speed (mph) 30 30 35 35 Link Distance (ft) 184 179 524 385 Travel Time (s) 4.2 4.1 10.2 7.5 Intersection Summary Area Type: Other HCM 2010 TWSC Short Bkgrd PM 6: JFK Parkway & Office Access/US Bank Access 1/28/2016 Synchro 9 Light Report sb pm.syn Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 30 0 38 21 1 13 6 460 8 8 475 8 Future Vol, veh/h 30 0 38 21 1 13 6 460 8 8 475 8 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 - - - - - - 100 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 31 0 40 22 1 14 6 479 8 8 495 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 769 1016 252 760 1016 244 503 0 0 488 0 0 Stage 1 516 516 - 496 496 - - - - - - - Stage 2 253 500 - 264 520 - - - - - - - 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 291 236 748 295 236 757 1058 - - 1071 - - Stage 1 510 533 - 524 544 - - - - - - - Stage 2 729 541 - 718 530 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 281 232 748 276 232 757 1058 - - 1071 - - Mov Cap-2 Maneuver 281 232 - 276 232 - - - - - - - Stage 1 507 528 - 521 541 - - - - - - - Stage 2 711 538 - 673 525 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15 16.2 0.1 0.1 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1058 - - 432 359 1071 - - HCM Lane V/C Ratio 0.006 - - 0.164 0.102 0.008 - - HCM Control Delay (s) 8.4 - - 15 16.2 8.4 0 - HCM Lane LOS A - - C C A A - HCM 95th %tile Q(veh) 0 - - 0.6 0.3 0 - - Lanes and Geometrics Short Bkgrd PM 6: JFK Parkway & Office Access/US Bank Access 1/28/2016 Synchro 9 Light Report sb 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 0 100 0 0 0 Storage Lanes 0 0 0 0 1 0 0 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 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor Frt 0.924 0.949 0.998 0.998 Flt Protected 0.979 0.971 0.950 0.999 Satd. Flow (prot) 0 1685 0 0 1716 0 1770 3532 0 0 3529 0 Flt Permitted 0.979 0.971 0.950 0.999 Satd. Flow (perm) 0 1685 0 0 1716 0 1770 3532 0 0 3529 0 Link Speed (mph) 30 30 35 35 Link Distance (ft) 184 179 524 385 Travel Time (s) 4.2 4.1 10.2 7.5 Intersection Summary Area Type: Other HCM 2010 TWSC Short Bkgrd AM 9: JFK Parkway & Great Western Bank Access 1/28/2016 Synchro 9 Light Report sb am.syn Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 1 1 10 205 212 14 Future Vol, veh/h 1 1 10 205 212 14 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 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 1 11 230 238 16 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 384 127 254 0 - 0 Stage 1 246 - - - - - Stage 2 138 - - - - - 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 591 900 1308 - - - Stage 1 772 - - - - - Stage 2 874 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 586 900 1308 - - - Mov Cap-2 Maneuver 586 - - - - - Stage 1 772 - - - - - Stage 2 867 - - - - - Approach EB NB SB HCM Control Delay, s 10.1 0.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1308 - 710 - - HCM Lane V/C Ratio 0.009 - 0.003 - - HCM Control Delay (s) 7.8 - 10.1 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes and Geometrics Short Bkgrd AM 9: JFK Parkway & Great Western Bank Access 1/28/2016 Synchro 9 Light Report 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 1 0 1 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 0.932 0.991 Flt Protected 0.976 0.950 Satd. Flow (prot) 1694 0 1770 3539 3507 0 Flt Permitted 0.976 0.950 Satd. Flow (perm) 1694 0 1770 3539 3507 0 Link Speed (mph) 30 35 35 Link Distance (ft) 221 278 524 Travel Time (s) 5.0 5.4 10.2 Intersection Summary Area Type: Other HCM 2010 TWSC Short Bkgrd PM 9: JFK Parkway & Great Western Bank Access 1/28/2016 Synchro 9 Light Report sb pm.syn Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 10 13 2 464 532 2 Future Vol, veh/h 10 13 2 464 532 2 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 97 97 97 97 97 97 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 13 2 478 548 2 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 792 275 551 0 - 0 Stage 1 549 - - - - - Stage 2 243 - - - - - 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 326 722 1015 - - - Stage 1 542 - - - - - Stage 2 775 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 325 722 1015 - - - Mov Cap-2 Maneuver 325 - - - - - Stage 1 542 - - - - - Stage 2 773 - - - - - Approach EB NB SB HCM Control Delay, s 13 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1015 - 472 - - HCM Lane V/C Ratio 0.002 - 0.05 - - HCM Control Delay (s) 8.6 - 13 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.2 - - Lanes and Geometrics Short Bkgrd PM 9: JFK Parkway & Great Western Bank Access 1/28/2016 Synchro 9 Light Report 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 1 0 1 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 0.924 0.999 Flt Protected 0.979 0.950 Satd. Flow (prot) 1685 0 1770 3539 3536 0 Flt Permitted 0.979 0.950 Satd. Flow (perm) 1685 0 1770 3539 3536 0 Link Speed (mph) 30 35 35 Link Distance (ft) 221 278 524 Travel Time (s) 5.0 5.4 10.2 Intersection Summary Area Type: Other APPENDIX E HCM 2010 Signalized Intersection Summary Short Total AM 3: JFK Parkway & Horsetooth Road 1/28/2016 Synchro 9 Light Report st am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 83 961 76 190 893 28 53 25 119 18 12 21 Future Volume (veh/h) 83 961 76 190 893 28 53 25 119 18 12 21 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 1937 1863 1900 1863 1863 1900 1937 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 94 1092 81 216 1015 30 60 28 8 20 14 0 Adj No. of Lanes 120120111120 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222 Cap, veh/h 466 2261 168 425 2446 72 245 165 140 200 231 0 Arrive On Green 0.04 0.68 0.67 0.06 0.70 0.69 0.05 0.09 0.09 0.03 0.07 0.00 Sat Flow, veh/h 1845 3341 248 1774 3510 104 1845 1863 1583 1774 3632 0 Grp Volume(v), veh/h 94 578 595 216 512 533 60 28 8 20 14 0 Grp Sat Flow(s),veh/h/ln 1845 1770 1819 1774 1770 1844 1845 1863 1583 1774 1770 0 Q Serve(g_s), s 1.7 17.3 17.3 3.8 13.6 13.6 3.2 1.5 0.5 1.1 0.4 0.0 Cycle Q Clear(g_c), s 1.7 17.3 17.3 3.8 13.6 13.6 3.2 1.5 0.5 1.1 0.4 0.0 Prop In Lane 1.00 0.14 1.00 0.06 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 466 1198 1231 425 1233 1285 245 165 140 200 231 0 V/C Ratio(X) 0.20 0.48 0.48 0.51 0.41 0.41 0.24 0.17 0.06 0.10 0.06 0.00 Avail Cap(c_a), veh/h 520 1198 1231 474 1233 1285 289 169 144 284 322 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 5.2 8.5 8.6 6.7 7.1 7.1 43.2 46.4 45.9 46.0 48.2 0.0 Incr Delay (d2), s/veh 0.2 1.4 1.4 0.9 1.0 1.0 0.5 0.5 0.2 0.2 0.1 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 0.8 8.8 9.1 2.1 6.9 7.2 1.7 0.8 0.2 0.6 0.2 0.0 LnGrp Delay(d),s/veh 5.5 9.9 9.9 7.7 8.1 8.1 43.7 46.9 46.1 46.2 48.4 0.0 LnGrp LOS AAAAAADDDDD Approach Vol, veh/h 1267 1261 96 34 Approach Delay, s/veh 9.6 8.1 44.8 47.1 Approach LOS A A D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.4 12.2 10.0 79.4 5.8 14.7 7.8 81.7 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 9.0 9.0 65.0 7.0 9.0 7.0 67.0 Max Q Clear Time (g_c+I1), s 5.2 2.4 5.8 19.3 3.1 3.5 3.7 15.6 Green Ext Time (p_c), s 0.0 0.0 0.2 11.3 0.0 0.0 0.1 11.4 Intersection Summary HCM 2010 Ctrl Delay 10.6 HCM 2010 LOS B Notes Timing Report, Sorted By Phase Short Total AM 3: JFK Parkway & Horsetooth Road 1/28/2016 Synchro 9 Light Report 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 None None C-Max None None None C-Max Maximum Split (s) 11 15 13 71 11 15 11 73 Maximum Split (%) 10.0% 13.6% 11.8% 64.5% 10.0% 13.6% 10.0% 66.4% Minimum Split (s) 11 28 11 27 11 27 11 27 Yellow Time (s) 34343434 All-Red Time (s) 12121212 Minimum Initial (s) 4 7 4 10 4 7 4 10 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) 15 14 14 14 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 93 104 9 22 93 104 9 20 End Time (s) 104 9 22 93 104 9 20 93 Yield/Force Off (s) 100 3 18 87 100 3 16 87 Yield/Force Off 170(s) 100 98 18 73 100 99 16 73 Local Start Time (s) 0 11 26 39 0 11 26 37 Local Yield (s) 7 20 35 104 7 20 33 104 Local Yield 170(s) 7 5 35 90 7 6 33 90 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 93 (85%), Referenced to phase 4:EBTL and 8:WBTL, Start of Red Splits and Phases: 3: JFK Parkway & Horsetooth Road HCM 2010 Signalized Intersection Summary Short Total PM 3: JFK Parkway & Horsetooth Road 1/28/2016 Synchro 9 Light Report st pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 97 895 125 326 954 39 134 53 338 56 66 64 Future Volume (veh/h) 97 895 125 326 954 39 134 53 338 56 66 64 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 1937 1863 1900 1863 1863 1900 1937 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 103 952 124 347 1015 39 143 56 72 60 70 3 Adj No. of Lanes 120120111120 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222 Cap, veh/h 451 2021 263 477 2399 92 248 156 133 218 231 10 Arrive On Green 0.04 0.64 0.63 0.09 0.69 0.68 0.07 0.08 0.08 0.05 0.07 0.06 Sat Flow, veh/h 1845 3150 410 1774 3475 134 1845 1863 1583 1774 3459 147 Grp Volume(v), veh/h 103 535 541 347 517 537 143 56 72 60 36 37 Grp Sat Flow(s),veh/h/ln 1845 1770 1790 1774 1770 1839 1845 1863 1583 1774 1770 1837 Q Serve(g_s), s 2.2 18.6 18.7 7.3 15.3 15.4 8.0 3.4 5.2 3.7 2.3 2.3 Cycle Q Clear(g_c), s 2.2 18.6 18.7 7.3 15.3 15.4 8.0 3.4 5.2 3.7 2.3 2.3 Prop In Lane 1.00 0.23 1.00 0.07 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 451 1135 1148 477 1222 1270 248 156 133 218 118 122 V/C Ratio(X) 0.23 0.47 0.47 0.73 0.42 0.42 0.58 0.36 0.54 0.28 0.30 0.31 Avail Cap(c_a), veh/h 495 1135 1148 580 1222 1270 248 310 264 248 295 306 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 6.8 11.1 11.1 10.0 8.1 8.1 48.2 51.9 52.8 48.5 53.3 53.4 Incr Delay (d2), s/veh 0.3 1.4 1.4 3.6 1.1 1.0 3.3 1.4 3.4 0.7 1.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 9.5 9.6 6.3 7.8 8.1 0.7 1.8 2.4 1.8 1.2 1.2 LnGrp Delay(d),s/veh 7.0 12.5 12.5 13.6 9.2 9.2 51.4 53.3 56.2 49.2 54.8 54.8 LnGrp LOS ABBBAADDEDDD Approach Vol, veh/h 1179 1401 271 133 Approach Delay, s/veh 12.0 10.3 53.1 52.3 Approach LOS B B D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 13.0 14.0 82.0 8.9 15.0 8.2 87.8 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 19.0 17.0 57.0 7.0 19.0 7.0 67.0 Max Q Clear Time (g_c+I1), s 10.0 4.3 9.3 20.7 5.7 7.2 4.2 17.4 Green Ext Time (p_c), s 0.0 0.5 0.7 10.2 0.0 0.4 0.1 10.6 Intersection Summary HCM 2010 Ctrl Delay 16.7 HCM 2010 LOS B Notes Timing Report, Sorted By Phase Short Total PM 3: JFK Parkway & Horsetooth Road 1/28/2016 Synchro 9 Light Report 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 None None C-Max None None None C-Max Maximum Split (s) 11 25 21 63 11 25 11 73 Maximum Split (%) 9.2% 20.8% 17.5% 52.5% 9.2% 20.8% 9.2% 60.8% Minimum Split (s) 11 24 11 27 11 24 11 27 Yellow Time (s) 34343434 All-Red Time (s) 12121212 Minimum Initial (s) 4 7 4 10 4 7 4 10 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) 15 14 14 14 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 46 57 82 103 46 57 82 93 End Time (s) 57 82 103 46 57 82 93 46 Yield/Force Off (s) 53 76 99 40 53 76 89 40 Yield/Force Off 170(s) 53 61 99 26 53 62 89 26 Local Start Time (s) 0 11 36 57 0 11 36 47 Local Yield (s) 7 30 53 114 7 30 43 114 Local Yield 170(s) 7 15 53 100 7 16 43 100 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 46 (38%), Referenced to phase 4:EBTL and 8:WBTL, Start of Red Splits and Phases: 3: JFK Parkway & Horsetooth Road HCM 2010 TWSC Short Total AM 6: JFK Parkway & Office Access/US Bank Access 1/28/2016 Synchro 9 Light Report 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 6 1 2 8 2 6 30 185 12 7 229 42 Future Vol, veh/h 6 1 2 8 2 6 30 185 12 7 229 42 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 - - - - - - 100 - - - - - Veh in Median Storage, # - 0 - - 0 - - 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 7 1 2 9 2 7 33 206 13 8 254 47 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 464 579 151 422 596 109 301 0 0 219 0 0 Stage 1 293 293 - 279 279 - - - - - - - Stage 2 171 286 - 143 317 - - - - - - - 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 481 425 868 516 415 924 1257 - - 1348 - - Stage 1 691 669 - 704 678 - - - - - - - Stage 2 814 674 - 845 653 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 464 411 868 501 401 924 1257 - - 1348 - - Mov Cap-2 Maneuver 464 411 - 501 401 - - - - - - - Stage 1 673 664 - 686 660 - - - - - - - Stage 2 784 656 - 836 648 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.2 11.4 1 0.2 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1257 - - 509 583 1348 - - HCM Lane V/C Ratio 0.027 - - 0.02 0.03 0.006 - - HCM Control Delay (s) 7.9 - - 12.2 11.4 7.7 0 - HCM Lane LOS A - - BBAA- HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0 - - Lanes and Geometrics Short Total AM 6: JFK Parkway & Office Access/US Bank Access 1/28/2016 Synchro 9 Light Report 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 0 100 0 0 0 Storage Lanes 0 0 0 0 1 0 0 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 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor Frt 0.973 0.947 0.991 0.977 Flt Protected 0.966 0.976 0.950 0.999 Satd. Flow (prot) 0 1751 0 0 1722 0 1770 3507 0 0 3454 0 Flt Permitted 0.966 0.976 0.950 0.999 Satd. Flow (perm) 0 1751 0 0 1722 0 1770 3507 0 0 3454 0 Link Speed (mph) 30 30 35 35 Link Distance (ft) 184 179 524 385 Travel Time (s) 4.2 4.1 10.2 7.5 Intersection Summary Area Type: Other HCM 2010 TWSC Short Total PM 6: JFK Parkway & Office Access/US Bank Access 1/28/2016 Synchro 9 Light Report st pm.syn Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 30 0 38 24 1 18 6 477 11 12 497 8 Future Vol, veh/h 30 0 38 24 1 18 6 477 11 12 497 8 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 - - - - - - 100 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 31 0 40 25 1 19 6 497 11 13 518 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 808 1068 263 799 1066 254 526 0 0 508 0 0 Stage 1 547 547 - 515 515 - - - - - - - Stage 2 261 521 - 284 551 - - - - - - - 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 272 220 735 276 221 745 1037 - - 1053 - - Stage 1 489 516 - 511 533 - - - - - - - Stage 2 721 530 - 699 514 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 260 215 735 257 216 745 1037 - - 1053 - - Mov Cap-2 Maneuver 260 215 - 257 216 - - - - - - - Stage 1 486 507 - 508 530 - - - - - - - Stage 2 697 527 - 650 505 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.7 16.7 0.1 0.3 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1037 - - 407 352 1053 - - HCM Lane V/C Ratio 0.006 - - 0.174 0.127 0.012 - - HCM Control Delay (s) 8.5 - - 15.7 16.7 8.5 0.1 - HCM Lane LOS A - - C C A A - HCM 95th %tile Q(veh) 0 - - 0.6 0.4 0 - - Lanes and Geometrics Short Total PM 6: JFK Parkway & Office Access/US Bank Access 1/28/2016 Synchro 9 Light Report 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 0 100 0 0 0 Storage Lanes 0 0 0 0 1 0 0 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 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor Frt 0.924 0.943 0.997 0.998 Flt Protected 0.979 0.973 0.950 0.999 Satd. Flow (prot) 0 1685 0 0 1709 0 1770 3529 0 0 3529 0 Flt Permitted 0.979 0.973 0.950 0.999 Satd. Flow (perm) 0 1685 0 0 1709 0 1770 3529 0 0 3529 0 Link Speed (mph) 30 30 35 35 Link Distance (ft) 184 179 524 385 Travel Time (s) 4.2 4.1 10.2 7.5 Intersection Summary Area Type: Other HCM 2010 TWSC Short Total AM 9: JFK Parkway & Great Western Bank Access/Site Access 1/28/2016 Synchro 9 Light Report st am.syn Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 1 0 1 14 0 18 10 208 9 10 215 14 Future Vol, veh/h 1 0 1 14 0 18 10 208 9 10 215 14 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 - - - - - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 1 16 0 20 11 234 10 11 242 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 411 538 129 404 541 122 257 0 0 244 0 0 Stage 1 272 272 - 261 261 - - - - - - - Stage 2 139 266 - 143 280 - - - - - - - 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 525 448 897 531 447 906 1305 - - 1319 - - Stage 1 711 683 - 721 691 - - - - - - - Stage 2 850 687 - 845 678 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 507 441 897 524 440 906 1305 - - 1319 - - Mov Cap-2 Maneuver 507 441 - 524 440 - - - - - - - Stage 1 705 677 - 715 685 - - - - - - - Stage 2 824 681 - 837 672 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.6 10.5 0.3 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1305 - - 648 687 1319 - - HCM Lane V/C Ratio 0.009 - - 0.003 0.052 0.009 - - HCM Control Delay (s) 7.8 - - 10.6 10.5 7.8 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0 0.2 0 - - Lanes and Geometrics Short Total AM 9: JFK Parkway & Great Western Bank Access/Site Access 1/28/2016 Synchro 9 Light Report 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 0 100 0 100 0 Storage Lanes 0 0 0 0 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 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor Frt 0.932 0.925 0.994 0.991 Flt Protected 0.976 0.978 0.950 0.950 Satd. Flow (prot) 0 1694 0 0 1685 0 1770 3518 0 1770 3507 0 Flt Permitted 0.976 0.978 0.950 0.950 Satd. Flow (perm) 0 1694 0 0 1685 0 1770 3518 0 1770 3507 0 Link Speed (mph) 30 30 35 35 Link Distance (ft) 221 210 278 524 Travel Time (s) 5.0 4.8 5.4 10.2 Intersection Summary Area Type: Other HCM 2010 TWSC Short Total PM 9: JFK Parkway & Great Western Bank Access/Site Access 1/28/2016 Synchro 9 Light Report st pm.syn Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 10 0 13 13 0 17 2 467 17 22 535 2 Future Vol, veh/h 10 0 13 13 0 17 2 467 17 22 535 2 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 - - - - - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 10 0 13 13 0 18 2 481 18 23 552 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 843 1101 277 815 1093 249 554 0 0 499 0 0 Stage 1 598 598 - 494 494 - - - - - - - Stage 2 245 503 - 321 599 - - - - - - - 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 257 211 720 269 213 751 1012 - - 1061 - - Stage 1 456 489 - 526 545 - - - - - - - Stage 2 737 540 - 665 489 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 246 206 720 259 208 751 1012 - - 1061 - - Mov Cap-2 Maneuver 246 206 - 259 208 - - - - - - - Stage 1 455 478 - 525 544 - - - - - - - Stage 2 718 539 - 638 478 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.8 14.4 0 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1012 - - 392 412 1061 - - HCM Lane V/C Ratio 0.002 - - 0.06 0.075 0.021 - - HCM Control Delay (s) 8.6 - - 14.8 14.4 8.5 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0.2 0.2 0.1 - - Lanes and Geometrics Short Total PM 9: JFK Parkway & Great Western Bank Access/Site Access 1/28/2016 Synchro 9 Light Report 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 0 100 0 100 0 Storage Lanes 0 0 0 0 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 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor Frt 0.924 0.922 0.995 0.999 Flt Protected 0.979 0.979 0.950 0.950 Satd. Flow (prot) 0 1685 0 0 1681 0 1770 3522 0 1770 3536 0 Flt Permitted 0.979 0.979 0.950 0.950 Satd. Flow (perm) 0 1685 0 0 1681 0 1770 3522 0 1770 3536 0 Link Speed (mph) 30 30 35 35 Link Distance (ft) 221 219 278 524 Travel Time (s) 5.0 5.0 5.4 10.2 Intersection Summary Area Type: Other APPENDIX F Horsetooth Bockman JFK Parkway Boardwalk College SCALE: 1"=500' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES Overlook at JFK TIS, February 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 C B A Proposed A B C B A Commercial area to the west of the site Commercial Minimum B B C B B 2 Actual B B B B B Proposed B B B B B Commercial areas along College Avenue Commercial Minimum B B C B B 3 Actual B B B B B Proposed B B B B B Commercial area to the south of the site Commercial Minimum B B C B B 4 Actual A B A B B Proposed A B A B B Residential neighborhood to the east of the site Residential Minimum B B C B B 5 Actual A B A B A Proposed A B A B A Minimum 6 Actual Proposed Minimum 7 Actual Proposed Minimum 8 Actual Proposed Minimum 9 Actual Proposed Minimum 10 Actual Proposed Horsetooth Bockman JFK Parkway Boardwalk College SCALE: 1"=500' BICYCLE INFLUENCE AREA DELICH ASSOCIATES Overlook at JFK 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 Commercial area to the 2 west of the site Commercial C B B Commercial areas 3 along College Avenue Commercial C C C Commercial area to the south of the site 4 Commercial C A A