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HomeMy WebLinkAboutOAKRIDGE CROSSING (AFFORDABLE SENIOR HOUSING) - PDP - PDP160009 - REPORTS - (20)DELICH ASSOCIATES Traffic & Transportation Engineering _..1/1/ L 2272 Phone: Glen (970) Haven 669-2061 Drive Fax: Loveland, (970) 669-Colorado 5034 80538 -7-/.-/• 1,,1 r MEMORANDUM FROM: Matt Delich TO: Arthur McDermott, McDermott Properties Martina Wilkinson, City of Fort Collins DATE: March 11,2016 SUBJECT: Oakridge Crossing Transportation Impact Study (File: 1545ME02) This memorandum constitutes a transportation impact study for Oakridge Crossing. The Oakridge Crossing site is located south of Harmony Road and east of McMurray Avenue, and is shown in Figure 1. The current site plan for Oakridge Crossing is shown in Figure 2. Oakridge Crossing is proposed as 110 senior apartment dwelling units. In addition to this, there will be approximately 5,000 square feet of office space. Primary access to the Oakridge Crossing site will be via an existing full- movement access (Office Access) to/from McMurray Avenue. The scope of this memorandum was discussed with Martina Wilkinson, City of Fort Collins Traffic Operations. Since the trip generation is expected to be low, a memorandum analyzing impacts to the Harmony/McMurray intersection and the Site Access intersection was requested. A base assumptions form and related information is provided in Appendix A. Harmony Road is to the north of the proposed Oakridge Crossing site. It is an east-west street classified as a six-lane arterial according to the Fort Collins Master Street Plan. Currently, Harmony Road has a six-lane cross section with center median in this area. At the Harmony/McMurray intersection, Harmony Road has eastbound and westbound left-turn lanes and three through lanes in each direction. The Harmony/McMurray intersection has signal control. The posted speed limit in this area of Harmony Road is 45 mph. McMurray Avenue is to the west of (adjacent to) the proposed Oakridge Crossing site. It is a north-south street classified as a collector street according to the Fort Collins Master Street Plan. Currently, McMurray Avenue has a two-lane cross section with no center median lane and parking on both sides of the street. At the Harmony/McMurray intersection, McMurray Avenue has northbound and southbound left-turn lanes, one through lane in each direction, and northbound and southbound right-turn lanes. The posted speed limit in this area of McMurray Avenue is 25 mph. The existing geometry at the Harmony/McMurray, McMurray/Office Access, and McMurray/Pleasant Oak intersections is shown in Figure 3. Recent peak hour traffic counts at the key intersections are shown in Figure 4. Traffic counts at the DELICH Oakridge Crossing TIS, March 2016 ASSOCIATES Harmony/McMurray intersection were obtained in August 2015 by the City of Fort Collins. Traffic counts at the McMurray/Office Access and McMurray/Pleasant Oak intersections were obtained in February 2016. Raw traffic count data is provided in Appendix B. Using the volumes shown in Figure 4, the current peak hour operation at the key intersections is shown in Table 1. Calculation forms for these analyses are provided in Appendix C. The key intersections were analyzed using the signalized and unsignalized intersection techniques from the 2010 Highway Capacity Manual (2010 HCM). A description of level of service for signalized and unsignalized intersections from the 2010 Highway Capacity Manual is provided in Appendix C. Table 4-3 (revised per staff comments regarding type of intersection) showing the Fort Collins Motor Vehicle LOS Standards (Intersections) is also provided in Appendix C. This site is in an area termed “Employment District” on the Fort Collins Structure Plan. For analysis purposes, this area is assumed to be a “Commercial Corridor.” In areas termed “Commercial Corridors,” 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 stop sign controlled intersections, there is no acceptable level of service operation indicated. As can be seen in Table 1, the key intersections are currently operating acceptably with existing control, geometry, and signal timing except for the westbound left turn at the Harmony/McMurray intersection during the afternoon peak hour. A small adjustment in the signal timing mitigates the unacceptable level of service and is shown on Table 1. Trip Generation, 9 th Edition, ITE was used to estimate the daily and peak hour trip generation for the Oakridge Crossing site. From this reference, the equations for Senior Attached Housing (Code 252) were used to estimate the daily and peak hour trip generation for the residential portion of the site as shown in Table 2. For the office portion of the site, an average of General Office (Code 710) and Medical/Dental Office (Code 720) was used. The trip generation resulted in 466 daily trip ends, 32 morning peak hour trip ends, and 41 afternoon peak hour trip ends. The trip distribution for the Oakridge Crossing site is shown in Figure 5. Figure 6 shows the site generated peak hour traffic. Background traffic projections for the short range (2021) future horizon were obtained by factoring the current traffic volumes by two percent per year. Figure 7 shows the short range (2021) background peak hour traffic at the Harmony/McMurray, McMurray/Office Access, and McMurray/Pleasant Oak intersections. The traffic volumes generated by the proposed Oakridge Crossing site were added to the background traffic volumes to produce the total traffic volume forecasts for the short range (2021) future. Figure 8 shows the short range (2021) total peak hour traffic at the key intersections. It is recommended that the existing geometry remain at the key intersections. DELICH Oakridge Crossing TIS, March 2016 ASSOCIATES Table 3 shows the short range (2021) background morning and afternoon peak hour operation at the Harmony/McMurray, McMurray/Office Access, and McMurray/ Pleasant Oak intersections. The key intersections will operate at acceptable levels of service with existing control, geometry, and an adjustment to the signal timing. Calculation forms for these analyses are provided in Appendix D. Table 4 shows the short range (2021) total morning and afternoon peak hour operation at the Harmony/McMurray, McMurray/Office-Site Access, and McMurray/ Pleasant Oak intersections. As with the background operation, the key intersections will operate at acceptable levels of service with existing control, geometry, and an adjustment to the signal timing. Calculation forms for these analyses are provided in Appendix E. The Oakridge Crossing site is in an area within which the City requires pedestrian and bicycle level of service evaluations. Appendix F shows a map of the area that is within 1320 feet of the Oakridge Crossing site. The Oakridge Crossing site is located within an area termed as “transit corridor,” which sets the pedestrian level of service threshold at LOS C for all measured categories, except for the Directness and Security categories where the threshold is LOS B. There are four destination areas within 1320 feet of the proposed Oakridge Crossing: 1) the commercial area to the northwest of the site, 2) the residential neighborhood to the west of the site, 3) the residential neighborhood to the south of the site, and 4) the commercial area to the north of the site. The pedestrian level of service to these destination areas will be acceptable. Appendix F contains a Pedestrian LOS Worksheet. Based upon Fort Collins bicycle LOS criteria, there are no destination areas within 1320 feet of the Oakridge Crossing site. Currently, this area is served by Transfort Route 16 along Harmony Road. The transit service is acceptable. It is concluded that the Harmony/McMurray, McMurray/Office-Site Access, and McMurray/ Pleasant Oak intersections will operate acceptably with existing geometry and control. The Harmony/McMurray intersection will meet the Fort Collins criteria during the peak hours with regard to operation with an adjustment in the signal timing. The pedestrian, bicycle, and transit level of service will be acceptable. No further transportation analyses are required at this time. Harmony McMurray Oakridge Wheaton Timberline Pleasant Oak SCALE: 1"=1000' SITE LOCATION Figure 1 DELICH ASSOCIATES Oakridge Crossing TIS, March 2016 SCALE: 1"=60' SITE PLAN Figure 2 DELICH ASSOCIATES Oakridge Crossing TIS, March 2016 EXISTING INTERSECTION GEOMETRY Figure 3 DELICH ASSOCIATES Oakridge Crossing TIS, March 2016 Harmony Office Access Pleasant Oak McMurray - Denotes Lane AM/PM RECENT PEAK HOUR TRAFFIC Figure 4 DELICH ASSOCIATES Oakridge Crossing TIS, March 2016 60/134 65/31 167/243 53/43 42/20 217/245 94/60 1541/1921 104/24 197/141 1712/2252 196/128 1/0 105/143 1/0 11/11 89/75 10/2 7/7 1/2 1/8 0/1 Harmony Office Access Pleasant Oak McMurray DELICH Oakridge Crossing TIS, March 2016 ASSOCIATES TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM Harmony/McMurray (signal with City signal timing) EB LT E E (E) EB T C C (C) EB T/RT C C (C) EB APPROACH C C (C) WB LT E F (E) WB T C C (C) WB T/RT C C (C) WB APPROACH C C (C) NB LT D D (D) NB T D D (D) NB RT A E (E) NB APPROACH D D (D) SB LT D D (D) SB T D D (D) SB RT A A (A) SB APPROACH D D (D) OVERALL C C (C) McMurray/Office Access (stop sign) WB LT A A WB RT A A WB APPRAOCH A A SB LT/T A A McMurray/Pleasant Oak (stop sign) EB LT/RT A A NB LT/T A A (*) Adjusted Signal Timing DELICH Oakridge Crossing TIS, March 2016 ASSOCIATES TABLE 2 Trip Generation for Oakridge Crossing Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out 252 Senior Attached Housing 110 D.U. EQ 348 EQ 7 EQ 15 EQ 15 EQ 13 710 General Office 5.0 KSF 11.03 56 1.37 7 0.19 1 0.25 1 1.24 6 720 Medical/Dental Office 5.0 KSF 36.13 180 1.89 9 0.50 3 1.00 5 2.57 13 Average 118 8 2 3 10 Total 466 15 17 18 23 Harmony McMurray Pleasant Oak Oakridge Innovation 45% 10% Nominal 5% 40% SCALE: 1"=300' TRIP DISTRIBUTION Figure 5 DELICH ASSOCIATES Oakridge Crossing TIS, March 2016 AM/PM SITE GENERATED PEAK HOUR TRAFFIC Figure 6 DELICH ASSOCIATES Oakridge Crossing TIS, March 2016 7/11 1/1 7/9 1/1 7/8 6/7 1/2 14/16 15/21 2/2 Harmony Office Access Pleasant Oak McMurray AM/PM SHORT RANGE (2021) BACKGROUND PEAK HOUR TRAFFIC Figure 7 DELICH ASSOCIATES Oakridge Crossing TIS, March 2016 68/151 73/35 188/274 59/48 47/23 244/276 106/68 1735/2163 117/27 222/159 1927/2536 221/144 1/0 116/158 1/0 12/12 98/83 10/2 8/8 1/2 1/8 0/1 Harmony Office Access Pleasant Oak McMurray AM/PM SHORT RANGE (2021) TOTAL PEAK HOUR TRAFFIC Figure 8 DELICH ASSOCIATES Oakridge Crossing TIS, March 2016 75/162 74/36 195/283 59/48 48/24 244/276 106/68 1735/2163 124/35 222/159 1927/2536 227/151 1/0 116/158 2/2 12/12 98/83 24/18 8/8 1/2 16/29 2/3 Harmony Office Access Pleasant Oak McMurray DELICH Oakridge Crossing TIS, March 2016 ASSOCIATES TABLE 3 Short Range (2021) Background Peak Hour Operation Intersection Movement Level of Service AM PM Harmony/McMurray (signal with adjusted signal timing) EB LT E E EB T C C EB T/RT C C EB APPROACH C C WB LT E E WB T C D WB T/RT C D WB APPROACH C D NB LT D D NB T E D NB RT A E NB APPROACH D E SB LT D E SB T D D SB RT A A SB APPROACH D D OVERALL C D McMurray/Office Access (stop sign) WB LT A B WB RT A A WB APPRAOCH A A SB LT/T A A McMurray/Pleasant Oak (stop sign) EB LT/RT A A NB LT/T A A DELICH Oakridge Crossing TIS, March 2016 ASSOCIATES TABLE 4 Short Range (2021) Total Peak Hour Operation Intersection Movement Level of Service AM PM Harmony/McMurray (signal with adjusted signal timing) EB LT E E EB T C C EB T/RT D D EB APPROACH C C WB LT E E WB T C D WB T/RT C D WB APPROACH C D NB LT D D NB T E D NB RT A E NB APPROACH D E SB LT D D SB T D D SB RT A A SB APPROACH D D OVERALL C D McMurray/Office-Site Access (stop sign) WB LT B B WB RT A A WB APPRAOCH A A SB LT/T A A McMurray/Pleasant Oak (stop sign) EB LT/RT A A NB LT/T A A APPENDIX A Chapter 4 - Attachments Attachment A Transportation Impact Study Base Assumptions Project Information Project Name OAK.e I'bGl::- e/2J)'6S/t0G. Project Location t;;A-S"\ Of: ,(;1 c lso RJ2. It « " JJC2i2 rt..f. OF- fJJAle v If-t.tJA) TIS Assumptions Type of Study Full: A)() I~:/AI7M.O Study Area Boundaries North: Pl.SR8JdNT 014.~ South: R~.4SA.v7t1{::. East: lAc M.v ee~t( West: tJ.. c: J.4 o(2.J2A 'I Study Years Short R~ge: Z() 2. ( Long Range:)J / A Future Traffic Growth Rate 2~/~eAR-1 I Study Intersections 1. A~laccess drives -;I 5. ~ 2. ~c/Au~ £A 1/MlJAf;AJ.; t)A8- ~(& D 3. \""r ""vi'"f"\ //11.1 f1vI'1'\ 7. 4. , \ 8. Time Period for Study ~: 7:00-9:~: 4:00-6:~ I SatNoon:AJo Trip Generation Rates Pe!2. I TG - A- =r:A C-b/-&-b Trip Adjustment factors Passby: AJ I/!J I Market: Captive )JIll Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions 1V/4 Committed Roadway Improvements No'T A-wA-~ Or: ;:W l' Other Traffic Studies A)ry{' 4wA{2-B" o p A-.vY L., v~ tu.;" ~b I b ~l""..J ~~~:('\S;\ ;or>; Areas Requiring Special Study ~ ~ X r ('r'-<IY' " I ML "<»; Date: FGgeU A rz l( 24) 2e> (G:, Traffic Engineer: ~L.lC r:J ~OC l A~&s Local Entity Engineer: ,Al LII1:~=,= 1-- ,1-'1 ' 16 154~ ,BA F= Page 4-34 Larimer County UrbanArea street Standards - Repealed and Reenacted April1,2007 Adopted by Larimer County. City of Loveland. City of Fort Collins oo 0'1 oo o N -:r I--Q- - ~ U ~Ul ClJ Q) ClJ I- 0 ...- •... ~ ~ .+.lo.c -.... ' tb co ~ •••••••• ~ (]) C/-J . ~0 (j ~ 1[1 _ .. _."' __ .1 Ii I~ I ~I~I I: I I~ I I 'Wi'jI!t ~ !_i'-._hl)_ ~I~ ~ I I I I I I I I I I I I I I I L , I L __ ,: L __ , I! i I I: I I! I r I Ii I~ I} " ijl Ii , i I~ ~I : Ii I~ ~Ii ~I : Iii ~I! ~~~e~' . . !'.J-" -4J 18 al ~ I: i ~':-~-.'" \~!! ,~ I~ I I ,_. I~ I i .l I -- lJJ·fJ'UAWX:itlruR.UING~ETI!AL"l. (POFpg,J5I41) Ii I i ---~--::--==~-:::.-=-=---=-=----:--:-:---::---:-:..:::-=-=--=--=-=:~=~~:-=~-=-=--=-=-=-=-:-:---::---:-:-~=--==- -=-=---=-:-:---::--~j 7 30 fIRE LANE •• 8 /I! I I I I I ! I I I I 10 f/'//,LJ •• Q;) ~ 0 NeE P T U A L G R A 0 E LEV E L / SIT E P LAN ,c-+1 GRADE LEVEL 32,7 41 s.f. 31 units (26) ONE-BED's (5) TWO-BED's OVERALL BUILDING 99,919 s.t. 110 UNITS (85) ONEls - 77% (25) TWOs - 23% RESIDENTIAL 94,916 s.f. COMMERCIAL 5,003 s.f. PARKING: 107 spaces ( 36 EXISTING) SITE: 113,889.8 s.f. 2.61455 acres 01.26.16 LEWIS HIMES ARCHITECTURE <'!. Sl"ACE PLANNING 2100 LlTtLHON 8lVO S~IJIO{<. ,A."AC6{bTD B.stbt:Z'AJnAL- (CebiS' 2~-0 BAl L.4' T:: Z. Cf tr-{x::'j -I- 2 t. 05 z: s48 ,iT (2 'Z--,:. 0,~( ,. :::(J). zo6G)..:.O.(~= ~'Z.-: (). q t I;' (9.Z4-(c) + /.(,4 e.<,O. CliP Z2T~ IIJ- "3d~- 7 our" bbf; - t 5' z:- 28 T{T II..)" s"4-? '"- J 5' o (,IT '" ~b l'- I? ~OM.MgR..~{AL - 0r=P' C--& 5.() ~g~ GsotiTI'-AL 0p-Fr Cs {&.s);,e "7 (6) '"D"ll.~ {tLO~- 5(, ~~ A"-1 _tIV (t."51) - 7 J ?8yt?" OUT (O.,q) - I AV&I(Aa.~ l) ,4(L '-I leB ,r;- A Iv\ t AJ - 8' S7,OTl7" ovr - 2 '? tv\ 1A.) - 3 57 I ~ (~- OU< - /0 1)A(~L( - 4bb T~ A fv'\ t D - 15" 7SZTlr PM I A) - I B 74 ( f&- (!JUT - 17 5; e>ur- 2'3 J APPENDIX B DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 8/27/2015 Observer: City of Fort Collins Day: Thursday Jurisdiction: Fort Collins R = right turn Intersection: Harmony/McMurray S = straight L = left turn Time Northbound: McMurray Southbound: McMurray Total Eastbound: Harmony Westbound: Harmony 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 13 13 46 72 39 7 7 53 125 21 398 21 440 47 423 27 497 937 1062 7:45 22 30 47 99 52 14 11 77 176 33 417 31 481 54 458 54 566 1047 1223 8:00 16 11 35 62 58 7 12 77 139 20 395 30 445 52 423 56 531 976 1115 8:15 9 11 39 59 68 14 22 104 163 20 331 22 373 43 408 60 511 884 1047 7:30-8:30 60 65 167 292 217 42 52 311 603 94 1541 104 1739 196 1712 197 2105 3844 4447 PHF 0.68 0.54 0.89 0.74 0.8 0.75 0.59 0.75 0.71 0.92 0.84 0.9 0.91 0.93 0.82 0.93 0.91 4:30 23 2 56 81 52 8 12 72 153 11 504 7 522 25 521 27 573 1095 1248 4:45 34 11 50 95 68 4 9 81 176 17 469 4 490 32 571 29 632 1122 1298 5:00 51 6 87 144 56 4 14 74 218 15 497 6 518 42 605 40 687 1205 1423 5:15 26 12 50 88 69 4 8 81 169 17 451 7 475 29 555 45 629 1104 1273 4:30-5:30 134 31 243 408 245 20 43 308 716 60 1921 24 2005 128 2252 141 2521 4526 5242 PHF 0.66 0.65 0.7 0.71 0.89 0.63 0.77 0.95 0.88 0.95 0.86 0.96 0.76 0.93 0.78 0.92 0.92 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 2/25/2016 Observer: Sue Day: Thursday Jurisdiction: Fort Collins R = right turn Intersection: McMurray/Pleasant Oak-Office Access S = straight L = left turn Time Northbound: McMurray Southbound: McMurray Total Eastbound: Pleasant Oak Westbound: Office Access 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 31 0 31 2 18 5 25 56 0 0 0 0 0 0 0 56 7:45 0 28 1 29 3 22 1 26 55 2 0 2 0 0 0 2 57 8:00 0 25 0 25 4 22 4 30 55 1 1 2 0 0 0 2 57 8:15 1 21 0 22 1 27 1 29 51 4 0 4 0 1 1 5 56 7:30-8:30 1 105 1 107 10 89 11 110 217 7 0 1 8 0 0 1 1 9 226 PHF 0.25 0.85 0.25 0.86 0.63 0.82 0.55 0.92 0.44 n/a 0.25 0.5 n/a n/a 0.25 0.25 0.99 4:30 0 37 0 37 1 19 4 24 61 2 2 4 0 1 1 5 66 4:45 0 33 0 33 1 20 4 25 58 3 0 3 0 2 2 5 63 5:00 0 42 0 42 0 17 2 19 61 1 0 1 1 3 4 5 66 5:15 0 31 0 31 0 19 1 20 51 1 0 1 0 2 2 3 54 4:30-5:30 0 143 0 143 2 75 11 88 231 7 0 2 9 1 0 8 9 18 249 PHF n/a 0.85 n/a 0.85 0.5 0.94 0.69 0.88 0.58 n/a 0.25 0.56 0.25 n/a 0.67 0.56 0.94 APPENDIX C HCM 2010 Signalized Intersection Summary Recent AM 3: McMurray Avenue & Harmony Road City Timing 3/5/2016 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) 94 1541 104 196 1712 197 60 65 167 217 42 53 Future Volume (veh/h) 94 1541 104 196 1712 197 60 65 167 217 42 53 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 1824 1863 1863 1824 1863 1863 1937 1863 1863 1937 Adj Flow Rate, veh/h 103 1693 107 215 1881 203 66 71 0 238 46 0 Adj No. of Lanes 130130111111 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222 Cap, veh/h 144 2435 154 242 2581 277 260 135 119 375 309 273 Arrive On Green 0.08 0.50 0.49 0.14 0.55 0.54 0.05 0.07 0.00 0.15 0.17 0.00 Sat Flow, veh/h 1774 4890 309 1774 4664 500 1774 1863 1647 1774 1863 1647 Grp Volume(v), veh/h 103 1173 627 215 1364 720 66 71 0 238 46 0 Grp Sat Flow(s),veh/h/ln 1774 1695 1808 1774 1695 1774 1774 1863 1647 1774 1863 1647 Q Serve(g_s), s 6.2 29.2 29.3 13.1 33.1 33.7 3.7 4.0 0.0 13.0 2.3 0.0 Cycle Q Clear(g_c), s 6.2 29.2 29.3 13.1 33.1 33.7 3.7 4.0 0.0 13.0 2.3 0.0 Prop In Lane 1.00 0.17 1.00 0.28 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 144 1688 900 242 1876 982 260 135 119 375 309 273 V/C Ratio(X) 0.72 0.70 0.70 0.89 0.73 0.73 0.25 0.53 0.00 0.63 0.15 0.00 Avail Cap(c_a), veh/h 177 1688 900 242 1876 982 293 169 150 435 373 329 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 49.3 21.2 21.3 46.7 18.4 18.6 43.6 49.2 0.0 37.0 39.2 0.0 Incr Delay (d2), s/veh 10.1 2.4 4.4 30.5 2.5 4.9 0.5 3.1 0.0 2.4 0.2 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 3.5 14.2 15.7 8.4 16.0 17.8 1.8 2.2 0.0 6.5 1.2 0.0 LnGrp Delay(d),s/veh 59.4 23.6 25.7 77.2 20.9 23.5 44.1 52.3 0.0 39.4 39.4 0.0 LnGrp LOS E C C E CCDD DD Approach Vol, veh/h 1903 2299 137 284 Approach Delay, s/veh 26.2 26.9 48.4 39.4 Approach LOS CCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.0 23.3 18.0 59.8 19.3 13.0 11.9 65.9 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 21.0 14.0 48.0 19.0 9.0 10.0 52.0 Max Q Clear Time (g_c+I1), s 5.7 4.3 15.1 31.3 15.0 6.0 8.2 35.7 Green Ext Time (p_c), s 0.0 0.3 0.0 14.1 0.3 0.1 0.0 13.8 Intersection Summary HCM 2010 Ctrl Delay 28.1 HCM 2010 LOS C Timing Report, Sorted By Phase Recent AM 3: McMurray Avenue & Harmony Road City Timing 3/5/2016 Synchro 9 Light Report recent am.syn Phase Number 12345678 Movement NBL SBTL WBL EBT SBL NBTL EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None C-Max None None None C-Max Maximum Split (s) 11 27 18 54 23 15 14 58 Maximum Split (%) 10.0% 24.5% 16.4% 49.1% 20.9% 13.6% 12.7% 52.7% Minimum Split (s) 11 40 11 27 11 38 11 26 Yellow Time (s) 33353335 All-Red Time (s) 13111311 Minimum Initial (s) 4 7 4 15 4 7 4 15 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) 14 13 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 95 106 23 41 95 8 23 37 End Time (s) 106 23 41 95 8 23 37 95 Yield/Force Off (s) 102 17 37 89 4 17 33 89 Yield/Force Off 170(s) 102 17 37 75 4 17 33 76 Local Start Time (s) 6 17 44 62 6 29 44 58 Local Yield (s) 13 38 58 0 25 38 54 0 Local Yield 170(s) 13 38 58 96 25 38 54 97 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 89 (81%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Splits and Phases: 3: McMurray Avenue & Harmony Road HCM 2010 Signalized Intersection Summary Recent PM 3: McMurray Avenue & Harmony Road City Timing 3/5/2016 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) 60 1921 24 128 2252 141 134 31 243 245 20 43 Future Volume (veh/h) 60 1921 24 128 2252 141 134 31 243 245 20 43 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 1824 1863 1863 1824 1863 1863 1937 1863 1863 1937 Adj Flow Rate, veh/h 65 2088 25 139 2448 148 146 34 113 266 22 0 Adj No. of Lanes 130130111111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 98 2965 35 163 2989 179 309 176 155 348 253 224 Arrive On Green 0.06 0.57 0.56 0.09 0.61 0.60 0.07 0.09 0.09 0.11 0.14 0.00 Sat Flow, veh/h 1774 5180 62 1774 4908 293 1774 1863 1647 1774 1863 1647 Grp Volume(v), veh/h 65 1366 747 139 1682 914 146 34 113 266 22 0 Grp Sat Flow(s),veh/h/ln 1774 1695 1852 1774 1695 1811 1774 1863 1647 1774 1863 1647 Q Serve(g_s), s 4.3 34.6 34.7 9.3 46.2 47.9 8.0 2.0 8.0 13.0 1.2 0.0 Cycle Q Clear(g_c), s 4.3 34.6 34.7 9.3 46.2 47.9 8.0 2.0 8.0 13.0 1.2 0.0 Prop In Lane 1.00 0.03 1.00 0.16 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 98 1940 1060 163 2064 1103 309 176 155 348 253 224 V/C Ratio(X) 0.66 0.70 0.70 0.85 0.81 0.83 0.47 0.19 0.73 0.76 0.09 0.00 Avail Cap(c_a), veh/h 148 1940 1060 163 2064 1103 309 295 261 348 373 329 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 55.6 18.4 18.4 53.7 18.2 18.6 46.0 50.1 52.8 44.1 45.3 0.0 Incr Delay (d2), s/veh 7.5 2.2 3.9 33.3 3.7 7.2 1.1 0.5 6.4 9.7 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 2.3 16.7 18.8 6.1 22.5 25.8 0.6 1.1 3.9 3.2 0.6 0.0 LnGrp Delay(d),s/veh 63.1 20.5 22.3 87.0 21.9 25.8 47.2 50.7 59.2 53.8 45.5 0.0 LnGrp LOS E C C F CCDDEDD Approach Vol, veh/h 2178 2735 293 288 Approach Delay, s/veh 22.4 26.5 52.2 53.2 Approach LOS CCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 21.3 14.0 73.7 16.0 16.3 9.6 78.1 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 23.0 10.0 60.0 12.0 18.0 9.0 61.0 Max Q Clear Time (g_c+I1), s 10.0 3.2 11.3 36.7 15.0 10.0 6.3 49.9 Green Ext Time (p_c), s 0.0 0.5 0.0 21.1 0.0 0.3 0.0 10.6 Intersection Summary HCM 2010 Ctrl Delay 27.7 HCM 2010 LOS C Timing Report, Sorted By Phase Recent PM 3: McMurray Avenue & Harmony Road City Timing 3/5/2016 Synchro 9 Light Report recent pm.syn Phase Number 12345678 Movement NBL SBTL WBL EBT SBL NBTL EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None C-Max None None None C-Max Maximum Split (s) 11 29 14 66 16 24 13 67 Maximum Split (%) 9.2% 24.2% 11.7% 55.0% 13.3% 20.0% 10.8% 55.8% Minimum Split (s) 11 40 11 27 11 38 11 26 Yellow Time (s) 33353335 All-Red Time (s) 13111311 Minimum Initial (s) 4 7 4 15 4 7 4 15 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) 14 13 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 49 60 89 103 49 65 89 102 End Time (s) 60 89 103 49 65 89 102 49 Yield/Force Off (s) 56 83 99 43 61 83 98 43 Yield/Force Off 170(s) 56 83 99 29 61 83 98 30 Local Start Time (s) 6 17 46 60 6 22 46 59 Local Yield (s) 13 40 56 0 18 40 55 0 Local Yield 170(s) 13 40 56 106 18 40 55 107 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 130 Offset: 43 (36%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Splits and Phases: 3: McMurray Avenue & Harmony Road HCM 2010 Signalized Intersection Summary Recent PM 3: McMurray Avenue & Harmony Road Adjusted Timing 3/7/2016 Synchro 9 Light Report recent pm adj timing.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 1921 24 128 2252 141 134 31 243 245 20 43 Future Volume (veh/h) 60 1921 24 128 2252 141 134 31 243 245 20 43 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 1824 1863 1863 1824 1863 1863 1937 1863 1863 1937 Adj Flow Rate, veh/h 65 2088 25 139 2448 148 146 34 111 266 22 0 Adj No. of Lanes 130130111111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 98 2928 35 177 2994 179 307 173 153 347 251 222 Arrive On Green 0.06 0.57 0.56 0.10 0.61 0.60 0.07 0.09 0.09 0.11 0.13 0.00 Sat Flow, veh/h 1774 5180 62 1774 4908 293 1774 1863 1647 1774 1863 1647 Grp Volume(v), veh/h 65 1366 747 139 1682 914 146 34 111 266 22 0 Grp Sat Flow(s),veh/h/ln 1774 1695 1852 1774 1695 1811 1774 1863 1647 1774 1863 1647 Q Serve(g_s), s 4.3 35.2 35.3 9.2 46.1 47.7 8.0 2.0 7.9 13.0 1.2 0.0 Cycle Q Clear(g_c), s 4.3 35.2 35.3 9.2 46.1 47.7 8.0 2.0 7.9 13.0 1.2 0.0 Prop In Lane 1.00 0.03 1.00 0.16 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 98 1916 1047 177 2068 1105 307 173 153 347 251 222 V/C Ratio(X) 0.66 0.71 0.71 0.78 0.81 0.83 0.48 0.20 0.72 0.77 0.09 0.00 Avail Cap(c_a), veh/h 148 1916 1047 177 2068 1105 307 295 261 347 373 329 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 55.6 19.0 19.0 52.7 18.1 18.5 46.2 50.3 52.9 44.3 45.5 0.0 Incr Delay (d2), s/veh 7.5 2.3 4.2 20.1 3.6 7.1 1.1 0.5 6.3 9.9 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 2.3 16.9 19.1 5.5 22.3 25.8 4.4 1.1 3.8 3.2 0.7 0.0 LnGrp Delay(d),s/veh 63.1 21.3 23.2 72.8 21.7 25.6 47.3 50.8 59.2 54.2 45.6 0.0 LnGrp LOS E C C E CCDDEDD Approach Vol, veh/h 2178 2735 291 288 Approach Delay, s/veh 23.2 25.6 52.3 53.5 Approach LOS CCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 21.2 15.0 72.8 16.0 16.2 9.6 78.2 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 23.0 11.0 59.0 12.0 18.0 9.0 61.0 Max Q Clear Time (g_c+I1), s 10.0 3.2 11.2 37.3 15.0 9.9 6.3 49.7 Green Ext Time (p_c), s 0.0 0.5 0.0 19.8 0.0 0.3 0.0 10.7 Intersection Summary HCM 2010 Ctrl Delay 27.5 HCM 2010 LOS C Timing Report, Sorted By Phase Recent PM 3: McMurray Avenue & Harmony Road Adjusted Timing 3/7/2016 Synchro 9 Light Report recent pm adj timing.syn Phase Number 12345678 Movement NBL SBTL WBL EBT SBL NBTL EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None C-Max None None None C-Max Maximum Split (s) 11 29 15 65 16 24 13 67 Maximum Split (%) 9.2% 24.2% 12.5% 54.2% 13.3% 20.0% 10.8% 55.8% Minimum Split (s) 11 40 11 27 11 38 11 26 Yellow Time (s) 33353335 All-Red Time (s) 13111311 Minimum Initial (s) 4 7 4 15 4 7 4 15 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) 14 13 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 49 60 89 104 49 65 89 102 End Time (s) 60 89 104 49 65 89 102 49 Yield/Force Off (s) 56 83 100 43 61 83 98 43 Yield/Force Off 170(s) 56 83 100 29 61 83 98 30 Local Start Time (s) 6 17 46 61 6 22 46 59 Local Yield (s) 13 40 57 0 18 40 55 0 Local Yield 170(s) 13 40 57 106 18 40 55 107 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 130 Offset: 43 (36%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Splits and Phases: 3: McMurray Avenue & Harmony Road HCM 2010 TWSC Recent AM 6: McMurray Avenue & Office Access 3/4/2016 Synchro 9 Light Report recent am.syn Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 0 1 112 1 10 100 Future Vol, veh/h 0 1 112 1 10 100 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 99 99 99 99 99 99 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1 113 1 10 101 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 235 114 0 0 114 0 Stage 1 114 - - - - - Stage 2 121 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 753 939 - - 1475 - Stage 1 911 - - - - - Stage 2 904 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 748 939 - - 1475 - Mov Cap-2 Maneuver 748 - - - - - Stage 1 911 - - - - - Stage 2 898 - - - - - Approach WB NB SB HCM Control Delay, s 8.8 0 0.7 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - - 939 1475 - HCM Lane V/C Ratio - - - 0.001 0.007 - HCM Control Delay (s) - - 0 8.8 7.5 0 HCM Lane LOS - - AAAA HCM 95th %tile Q(veh) - - - 0 0 - Lanes and Geometrics Recent AM 6: McMurray Avenue & Office Access 3/4/2016 Synchro 9 Light Report recent am.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.999 Flt Protected 0.996 Satd. Flow (prot) 1863 1583 1861 0 0 1855 Flt Permitted 0.996 Satd. Flow (perm) 1863 1583 1861 0 0 1855 Link Speed (mph) 30 30 30 Link Distance (ft) 587 120 1054 Travel Time (s) 13.3 2.7 24.0 Intersection Summary Area Type: Other HCM 2010 TWSC Recent PM 6: McMurray Avenue & Office Access 3/4/2016 Synchro 9 Light Report recent pm.syn Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 1 8 150 0 2 86 Future Vol, veh/h 1 8 150 0 2 86 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 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 9 160 0 2 91 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 256 160 0 0 160 0 Stage 1 160 - - - - - Stage 2 96 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 733 885 - - 1419 - Stage 1 869 - - - - - Stage 2 928 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 732 885 - - 1419 - Mov Cap-2 Maneuver 732 - - - - - Stage 1 869 - - - - - Stage 2 927 - - - - - Approach WB NB SB HCM Control Delay, s 9.2 0 0.2 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 732 885 1419 - HCM Lane V/C Ratio - - 0.001 0.01 0.001 - HCM Control Delay (s) - - 9.9 9.1 7.5 0 HCM Lane LOS - - AAAA HCM 95th %tile Q(veh) - - 0 0 0 - Lanes and Geometrics Recent PM 6: McMurray Avenue & Office Access 3/4/2016 Synchro 9 Light Report recent pm.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 Flt Protected 0.950 0.999 Satd. Flow (prot) 1770 1583 1863 0 0 1861 Flt Permitted 0.950 0.999 Satd. Flow (perm) 1770 1583 1863 0 0 1861 Link Speed (mph) 30 30 30 Link Distance (ft) 587 120 1054 Travel Time (s) 13.3 2.7 24.0 Intersection Summary Area Type: Other HCM 2010 TWSC Recent AM 8: McMurray Avenue & Pleasant Oak Drive 3/4/2016 Synchro 9 Light Report recent am.syn Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 7 1 1 106 89 11 Future Vol, veh/h 7 1 1 106 89 11 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 99 99 99 99 99 99 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 1 1 107 90 11 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 204 95 101 0 - 0 Stage 1 95 - - - - - Stage 2 109 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 784 962 1491 - - - Stage 1 929 - - - - - Stage 2 916 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 783 962 1491 - - - Mov Cap-2 Maneuver 783 - - - - - Stage 1 929 - - - - - Stage 2 915 - - - - - Approach EB NB SB HCM Control Delay, s 9.5 0.1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1491 - 802 - - HCM Lane V/C Ratio 0.001 - 0.01 - - HCM Control Delay (s) 7.4 0 9.5 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes and Geometrics Recent AM 8: McMurray Avenue & Pleasant Oak Drive 3/4/2016 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 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.983 0.985 Flt Protected 0.958 Satd. Flow (prot) 1754 0 0 1863 1835 0 Flt Permitted 0.958 Satd. Flow (perm) 1754 0 0 1863 1835 0 Link Speed (mph) 30 30 30 Link Distance (ft) 464 468 120 Travel Time (s) 10.5 10.6 2.7 Intersection Summary Area Type: Other HCM 2010 TWSC Recent PM 8: McMurray Avenue & Pleasant Oak Drive 3/4/2016 Synchro 9 Light Report recent pm.syn Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 7 2 0 143 76 11 Future Vol, veh/h 7 2 0 143 76 11 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 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 2 0 152 81 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 239 87 93 0 - 0 Stage 1 87 - - - - - Stage 2 152 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 749 971 1501 - - - Stage 1 936 - - - - - Stage 2 876 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 749 971 1501 - - - Mov Cap-2 Maneuver 749 - - - - - Stage 1 936 - - - - - Stage 2 876 - - - - - Approach EB NB SB HCM Control Delay, s 9.6 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1501 - 789 - - HCM Lane V/C Ratio - - 0.012 - - HCM Control Delay (s) 0 - 9.6 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes and Geometrics Recent PM 8: McMurray Avenue & Pleasant Oak Drive 3/4/2016 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 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.970 0.983 Flt Protected 0.963 Satd. Flow (prot) 1740 0 0 1863 1831 0 Flt Permitted 0.963 Satd. Flow (perm) 1740 0 0 1863 1831 0 Link Speed (mph) 30 30 30 Link Distance (ft) 464 468 120 Travel Time (s) 10.5 10.6 2.7 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: McMurray Avenue & Harmony Road Adjusted Timing 3/5/2016 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) 106 1735 117 221 1927 222 68 73 188 244 47 59 Future Volume (veh/h) 106 1735 117 221 1927 222 68 73 188 244 47 59 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 1824 1863 1863 1824 1863 1863 1937 1863 1863 1937 Adj Flow Rate, veh/h 116 1907 122 243 2118 232 75 80 0 268 52 0 Adj No. of Lanes 130130111111 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222 Cap, veh/h 155 2348 150 281 2569 278 256 126 112 378 314 278 Arrive On Green 0.09 0.48 0.47 0.16 0.55 0.54 0.06 0.07 0.00 0.16 0.17 0.00 Sat Flow, veh/h 1774 4886 312 1774 4660 504 1774 1863 1647 1774 1863 1647 Grp Volume(v), veh/h 116 1321 708 243 1533 817 75 80 0 268 52 0 Grp Sat Flow(s),veh/h/ln 1774 1695 1808 1774 1695 1774 1774 1863 1647 1774 1863 1647 Q Serve(g_s), s 7.7 39.8 40.1 16.0 44.5 46.0 4.6 5.0 0.0 16.1 2.9 0.0 Cycle Q Clear(g_c), s 7.7 39.8 40.1 16.0 44.5 46.0 4.6 5.0 0.0 16.1 2.9 0.0 Prop In Lane 1.00 0.17 1.00 0.28 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 155 1629 869 281 1869 978 256 126 112 378 314 278 V/C Ratio(X) 0.75 0.81 0.81 0.87 0.82 0.84 0.29 0.63 0.00 0.71 0.17 0.00 Avail Cap(c_a), veh/h 192 1629 869 281 1869 978 269 186 165 390 373 329 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 53.4 26.5 26.7 49.3 22.1 22.5 47.8 54.5 0.0 40.6 42.6 0.0 Incr Delay (d2), s/veh 11.7 4.5 8.3 23.4 4.2 8.4 0.6 5.2 0.0 5.7 0.2 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 4.3 19.6 21.9 9.7 21.7 24.8 2.3 2.8 0.0 8.4 1.5 0.0 LnGrp Delay(d),s/veh 65.1 31.0 35.0 72.6 26.2 30.9 48.4 59.7 0.0 46.3 42.9 0.0 LnGrp LOS E C C E C C D E D D Approach Vol, veh/h 2145 2593 155 320 Approach Delay, s/veh 34.2 32.1 54.2 45.7 Approach LOS CCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.1 25.3 22.0 62.7 22.2 13.1 13.5 71.1 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 23.0 18.0 52.0 19.0 11.0 12.0 58.0 Max Q Clear Time (g_c+I1), s 6.6 4.9 18.0 42.1 18.1 7.0 9.7 48.0 Green Ext Time (p_c), s 0.0 0.3 0.0 9.2 0.1 0.1 0.1 9.3 Intersection Summary HCM 2010 Ctrl Delay 34.4 HCM 2010 LOS C Timing Report, Sorted By Phase Short Bkgrd AM 3: McMurray Avenue & Harmony Road Adjusted Timing 3/5/2016 Synchro 9 Light Report sb am.syn Phase Number 12345678 Movement NBL SBTL WBL EBT SBL NBTL EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None C-Max None None None C-Max Maximum Split (s) 11 29 22 58 23 17 16 64 Maximum Split (%) 9.2% 24.2% 18.3% 48.3% 19.2% 14.2% 13.3% 53.3% Minimum Split (s) 11 40 11 27 11 38 11 26 Yellow Time (s) 33353335 All-Red Time (s) 13111311 Minimum Initial (s) 4 7 4 15 4 7 4 15 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) 14 13 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 95 106 15 37 95 118 15 31 End Time (s) 106 15 37 95 118 15 31 95 Yield/Force Off (s) 102 9 33 89 114 9 27 89 Yield/Force Off 170(s) 102 9 33 75 114 9 27 76 Local Start Time (s) 6 17 46 68 6 29 46 62 Local Yield (s) 13 40 64 0 25 40 58 0 Local Yield 170(s) 13 40 64 106 25 40 58 107 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 120 Offset: 89 (74%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Splits and Phases: 3: McMurray Avenue & Harmony Road HCM 2010 Signalized Intersection Summary Short Bkgrd PM 3: McMurray Avenue & Harmony Road Adjusted Timing 3/5/2016 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) 68 2163 27 144 2536 159 151 35 274 276 23 48 Future Volume (veh/h) 68 2163 27 144 2536 159 151 35 274 276 23 48 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 1824 1863 1863 1824 1863 1863 1937 1863 1863 1937 Adj Flow Rate, veh/h 74 2351 28 157 2757 168 164 38 155 300 25 0 Adj No. of Lanes 130130111111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 109 2743 33 197 2843 170 341 220 194 370 297 263 Arrive On Green 0.06 0.53 0.52 0.11 0.58 0.57 0.07 0.12 0.12 0.11 0.16 0.00 Sat Flow, veh/h 1774 5180 62 1774 4908 293 1774 1863 1647 1774 1863 1647 Grp Volume(v), veh/h 74 1537 842 157 1888 1037 164 38 155 300 25 0 Grp Sat Flow(s),veh/h/ln 1774 1695 1852 1774 1695 1811 1774 1863 1647 1774 1863 1647 Q Serve(g_s), s 4.9 46.8 47.1 10.4 63.4 67.7 8.0 2.2 11.0 13.0 1.4 0.0 Cycle Q Clear(g_c), s 4.9 46.8 47.1 10.4 63.4 67.7 8.0 2.2 11.0 13.0 1.4 0.0 Prop In Lane 1.00 0.03 1.00 0.16 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 109 1795 981 197 1964 1049 341 220 194 370 297 263 V/C Ratio(X) 0.68 0.86 0.86 0.80 0.96 0.99 0.48 0.17 0.80 0.81 0.08 0.00 Avail Cap(c_a), veh/h 148 1795 981 207 1964 1049 341 248 220 370 326 288 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 55.2 24.3 24.4 52.0 24.0 24.9 44.0 47.7 51.5 43.2 43.0 0.0 Incr Delay (d2), s/veh 7.3 5.5 9.7 18.6 13.0 25.2 1.1 0.4 16.7 12.7 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 2.6 23.2 26.5 6.1 32.9 40.8 4.8 1.2 5.9 4.7 0.7 0.0 LnGrp Delay(d),s/veh 62.5 29.8 34.0 70.6 37.0 50.1 45.1 48.0 68.3 55.9 43.1 0.0 LnGrp LOS E C C E DDDDEED Approach Vol, veh/h 2453 3082 357 325 Approach Delay, s/veh 32.2 43.1 55.5 54.9 Approach LOS C D E D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 24.1 16.3 68.5 16.0 19.1 10.3 74.5 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 20.0 13.0 60.0 12.0 15.0 9.0 64.0 Max Q Clear Time (g_c+I1), s 10.0 3.4 12.4 49.1 15.0 13.0 6.9 69.7 Green Ext Time (p_c), s 0.0 0.7 0.0 10.7 0.0 0.1 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 40.2 HCM 2010 LOS D Timing Report, Sorted By Phase Short Bkgrd PM 3: McMurray Avenue & Harmony Road Adjusted Timing 3/5/2016 Synchro 9 Light Report sb pm.syn Phase Number 12345678 Movement NBL SBTL WBL EBT SBL NBTL EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None C-Max None None None C-Max Maximum Split (s) 11 26 17 66 16 21 13 70 Maximum Split (%) 9.2% 21.7% 14.2% 55.0% 13.3% 17.5% 10.8% 58.3% Minimum Split (s) 11 40 11 27 11 38 11 26 Yellow Time (s) 33353335 All-Red Time (s) 13111311 Minimum Initial (s) 4 7 4 15 4 7 4 15 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) 14 13 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 49 60 86 103 49 65 86 99 End Time (s) 60 86 103 49 65 86 99 49 Yield/Force Off (s) 56 80 99 43 61 80 95 43 Yield/Force Off 170(s) 56 80 99 29 61 80 95 30 Local Start Time (s) 6 17 43 60 6 22 43 56 Local Yield (s) 13 37 56 0 18 37 52 0 Local Yield 170(s) 13 37 56 106 18 37 52 107 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 150 Offset: 43 (36%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Splits and Phases: 3: McMurray Avenue & Harmony Road HCM 2010 TWSC Short Bkgrd AM 6: McMurray Avenue & Office Access Adjusted Timing 3/5/2016 Synchro 9 Light Report sb am.syn Intersection Int Delay, s/veh 0.3 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 0 1 124 1 10 110 Future Vol, veh/h 0 1 124 1 10 110 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 99 99 99 99 99 99 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1 125 1 10 111 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 257 126 0 0 126 0 Stage 1 126 - - - - - Stage 2 131 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 732 924 - - 1460 - Stage 1 900 - - - - - Stage 2 895 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 727 924 - - 1460 - Mov Cap-2 Maneuver 727 - - - - - Stage 1 900 - - - - - Stage 2 889 - - - - - Approach WB NB SB HCM Control Delay, s 8.9 0 0.6 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - - 924 1460 - HCM Lane V/C Ratio - - - 0.001 0.007 - HCM Control Delay (s) - - 0 8.9 7.5 0 HCM Lane LOS - - AAAA HCM 95th %tile Q(veh) - - - 0 0 - Lanes and Geometrics Short Bkgrd AM 6: McMurray Avenue & Office Access Adjusted Timing 3/5/2016 Synchro 9 Light Report sb am.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.999 Flt Protected 0.996 Satd. Flow (prot) 1863 1583 1861 0 0 1855 Flt Permitted 0.996 Satd. Flow (perm) 1863 1583 1861 0 0 1855 Link Speed (mph) 30 30 30 Link Distance (ft) 587 120 1054 Travel Time (s) 13.3 2.7 24.0 Intersection Summary Area Type: Other HCM 2010 TWSC Short Bkgrd PM 6: McMurray Avenue & Office Access Adjusted Timing 3/5/2016 Synchro 9 Light Report sb pm.syn Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 1 8 166 0 2 95 Future Vol, veh/h 1 8 166 0 2 95 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 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 9 177 0 2 101 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 282 177 0 0 177 0 Stage 1 177 - - - - - Stage 2 105 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 708 866 - - 1399 - Stage 1 854 - - - - - Stage 2 919 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 707 866 - - 1399 - Mov Cap-2 Maneuver 707 - - - - - Stage 1 854 - - - - - Stage 2 917 - - - - - Approach WB NB SB HCM Control Delay, s 9.3 0 0.2 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 707 866 1399 - HCM Lane V/C Ratio - - 0.002 0.01 0.002 - HCM Control Delay (s) - - 10.1 9.2 7.6 0 HCM Lane LOS - - BAAA HCM 95th %tile Q(veh) - - 0 0 0 - Lanes and Geometrics Short Bkgrd PM 6: McMurray Avenue & Office Access Adjusted Timing 3/5/2016 Synchro 9 Light Report sb pm.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 Flt Protected 0.950 0.999 Satd. Flow (prot) 1770 1583 1863 0 0 1861 Flt Permitted 0.950 0.999 Satd. Flow (perm) 1770 1583 1863 0 0 1861 Link Speed (mph) 30 30 30 Link Distance (ft) 587 120 1054 Travel Time (s) 13.3 2.7 24.0 Intersection Summary Area Type: Other HCM 2010 TWSC Short Bkgrd AM 8: McMurray Avenue & Pleasant Oak Drive Adjusted Timing 3/5/2016 Synchro 9 Light Report sb am.syn Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 8 1 1 117 98 12 Future Vol, veh/h 8 1 1 117 98 12 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 99 99 99 99 99 99 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 1 1 118 99 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 225 105 111 0 - 0 Stage 1 105 - - - - - Stage 2 120 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 763 949 1479 - - - Stage 1 919 - - - - - Stage 2 905 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 762 949 1479 - - - Mov Cap-2 Maneuver 762 - - - - - Stage 1 919 - - - - - Stage 2 904 - - - - - Approach EB NB SB HCM Control Delay, s 9.7 0.1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1479 - 779 - - HCM Lane V/C Ratio 0.001 - 0.012 - - HCM Control Delay (s) 7.4 0 9.7 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes and Geometrics Short Bkgrd AM 8: McMurray Avenue & Pleasant Oak Drive Adjusted Timing 3/5/2016 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 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.985 0.985 Flt Protected 0.957 Satd. Flow (prot) 1756 0 0 1863 1835 0 Flt Permitted 0.957 Satd. Flow (perm) 1756 0 0 1863 1835 0 Link Speed (mph) 30 30 30 Link Distance (ft) 464 468 120 Travel Time (s) 10.5 10.6 2.7 Intersection Summary Area Type: Other HCM 2010 TWSC Short Bkgrd PM 8: McMurray Avenue & Pleasant Oak Drive Adjusted Timing 3/5/2016 Synchro 9 Light Report sb pm.syn Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 8 2 0 158 84 12 Future Vol, veh/h 8 2 0 158 84 12 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 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 9 2 0 168 89 13 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 264 96 102 0 - 0 Stage 1 96 - - - - - Stage 2 168 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 725 960 1490 - - - Stage 1 928 - - - - - Stage 2 862 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 725 960 1490 - - - Mov Cap-2 Maneuver 725 - - - - - Stage 1 928 - - - - - Stage 2 862 - - - - - Approach EB NB SB HCM Control Delay, s 9.8 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1490 - 762 - - HCM Lane V/C Ratio - - 0.014 - - HCM Control Delay (s) 0 - 9.8 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes and Geometrics Short Bkgrd PM 8: McMurray Avenue & Pleasant Oak Drive Adjusted Timing 3/5/2016 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 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.975 0.983 Flt Protected 0.961 Satd. Flow (prot) 1745 0 0 1863 1831 0 Flt Permitted 0.961 Satd. Flow (perm) 1745 0 0 1863 1831 0 Link Speed (mph) 30 30 30 Link Distance (ft) 464 468 120 Travel Time (s) 10.5 10.6 2.7 Intersection Summary Area Type: Other APPENDIX E HCM 2010 Signalized Intersection Summary Short Total AM 3: McMurray Avenue & Harmony Road Adjusted Timing 3/5/2016 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) 106 1735 124 227 1927 222 75 74 195 244 48 59 Future Volume (veh/h) 106 1735 124 227 1927 222 75 74 195 244 48 59 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 1824 1863 1863 1824 1863 1863 1937 1863 1863 1937 Adj Flow Rate, veh/h 116 1907 129 249 2118 232 82 81 0 268 53 0 Adj No. of Lanes 130130111111 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222 Cap, veh/h 155 2336 157 281 2567 277 264 127 112 378 307 272 Arrive On Green 0.09 0.48 0.47 0.16 0.55 0.54 0.06 0.07 0.00 0.16 0.17 0.00 Sat Flow, veh/h 1774 4867 328 1774 4660 504 1774 1863 1647 1774 1863 1647 Grp Volume(v), veh/h 116 1326 710 249 1533 817 82 81 0 268 53 0 Grp Sat Flow(s),veh/h/ln 1774 1695 1805 1774 1695 1774 1774 1863 1647 1774 1863 1647 Q Serve(g_s), s 7.7 40.1 40.5 16.5 44.5 46.1 5.1 5.1 0.0 16.1 2.9 0.0 Cycle Q Clear(g_c), s 7.7 40.1 40.5 16.5 44.5 46.1 5.1 5.1 0.0 16.1 2.9 0.0 Prop In Lane 1.00 0.18 1.00 0.28 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 155 1627 866 281 1867 977 264 127 112 378 307 272 V/C Ratio(X) 0.75 0.82 0.82 0.89 0.82 0.84 0.31 0.64 0.00 0.71 0.17 0.00 Avail Cap(c_a), veh/h 192 1627 866 281 1867 977 270 186 165 390 373 329 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 53.4 26.7 26.8 49.4 22.1 22.6 47.4 54.5 0.0 40.6 43.1 0.0 Incr Delay (d2), s/veh 11.7 4.6 8.5 26.9 4.2 8.4 0.7 5.2 0.0 5.7 0.3 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 4.3 19.7 22.2 10.2 21.7 24.8 2.5 2.8 0.0 8.4 1.5 0.0 LnGrp Delay(d),s/veh 65.1 31.3 35.3 76.4 26.3 31.0 48.1 59.7 0.0 46.2 43.3 0.0 LnGrp LOS E C D E C C D E D D Approach Vol, veh/h 2152 2599 163 321 Approach Delay, s/veh 34.4 32.6 53.8 45.7 Approach LOS CCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.6 24.8 22.0 62.6 22.2 13.2 13.5 71.1 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 23.0 18.0 52.0 19.0 11.0 12.0 58.0 Max Q Clear Time (g_c+I1), s 7.1 4.9 18.5 42.5 18.1 7.1 9.7 48.1 Green Ext Time (p_c), s 0.0 0.3 0.0 8.9 0.1 0.1 0.1 9.3 Intersection Summary HCM 2010 Ctrl Delay 34.8 HCM 2010 LOS C Timing Report, Sorted By Phase Short Total AM 3: McMurray Avenue & Harmony Road Adjusted Timing 3/5/2016 Synchro 9 Light Report st am.syn Phase Number 12345678 Movement NBL SBTL WBL EBT SBL NBTL EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None C-Max None None None C-Max Maximum Split (s) 11 29 22 58 23 17 16 64 Maximum Split (%) 9.2% 24.2% 18.3% 48.3% 19.2% 14.2% 13.3% 53.3% Minimum Split (s) 11 40 11 27 11 38 11 26 Yellow Time (s) 33353335 All-Red Time (s) 13111311 Minimum Initial (s) 4 7 4 15 4 7 4 15 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) 14 13 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 95 106 15 37 95 118 15 31 End Time (s) 106 15 37 95 118 15 31 95 Yield/Force Off (s) 102 9 33 89 114 9 27 89 Yield/Force Off 170(s) 102 9 33 75 114 9 27 76 Local Start Time (s) 6 17 46 68 6 29 46 62 Local Yield (s) 13 40 64 0 25 40 58 0 Local Yield 170(s) 13 40 64 106 25 40 58 107 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 120 Offset: 89 (74%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Splits and Phases: 3: McMurray Avenue & Harmony Road HCM 2010 Signalized Intersection Summary Short Total PM 3: McMurray Avenue & Harmony Road Adjusted Timing 3/5/2016 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) 68 2163 35 151 2536 159 162 36 283 276 24 48 Future Volume (veh/h) 68 2163 35 151 2536 159 162 36 283 276 24 48 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 1824 1863 1863 1824 1863 1863 1937 1863 1863 1937 Adj Flow Rate, veh/h 74 2351 37 164 2757 166 176 39 165 300 26 0 Adj No. of Lanes 130130111111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 109 2682 42 204 2818 166 349 230 203 375 308 272 Arrive On Green 0.06 0.52 0.51 0.11 0.57 0.57 0.07 0.12 0.12 0.11 0.17 0.00 Sat Flow, veh/h 1774 5158 81 1774 4912 290 1774 1863 1647 1774 1863 1647 Grp Volume(v), veh/h 74 1544 844 164 1886 1037 176 39 165 300 26 0 Grp Sat Flow(s),veh/h/ln 1774 1695 1848 1774 1695 1812 1774 1863 1647 1774 1863 1647 Q Serve(g_s), s 4.9 48.1 48.4 10.8 64.2 68.4 8.0 2.2 11.7 13.0 1.4 0.0 Cycle Q Clear(g_c), s 4.9 48.1 48.4 10.8 64.2 68.4 8.0 2.2 11.7 13.0 1.4 0.0 Prop In Lane 1.00 0.04 1.00 0.16 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 109 1763 961 204 1945 1039 349 230 203 375 308 272 V/C Ratio(X) 0.68 0.88 0.88 0.81 0.97 1.00 0.50 0.17 0.81 0.80 0.08 0.00 Avail Cap(c_a), veh/h 148 1763 961 207 1945 1039 349 248 220 375 326 288 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 55.2 25.4 25.5 51.8 24.6 25.6 43.8 47.1 51.2 42.5 42.4 0.0 Incr Delay (d2), s/veh 7.3 6.4 11.2 20.1 14.4 27.3 1.2 0.3 19.0 11.7 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 2.6 23.9 27.6 6.5 33.8 41.9 5.2 1.2 6.4 4.6 0.7 0.0 LnGrp Delay(d),s/veh 62.5 31.8 36.7 71.9 39.0 52.9 44.9 47.4 70.2 54.2 42.5 0.0 LnGrp LOS E C D E DDDDEDD Approach Vol, veh/h 2462 3087 380 326 Approach Delay, s/veh 34.4 45.4 56.2 53.3 Approach LOS C D E D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 24.8 16.8 67.4 16.0 19.8 10.3 73.8 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 20.0 13.0 60.0 12.0 15.0 9.0 64.0 Max Q Clear Time (g_c+I1), s 10.0 3.4 12.8 50.4 15.0 13.7 6.9 70.4 Green Ext Time (p_c), s 0.0 0.7 0.0 9.4 0.0 0.1 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 42.1 HCM 2010 LOS D Timing Report, Sorted By Phase Short Total PM 3: McMurray Avenue & Harmony Road Adjusted Timing 3/5/2016 Synchro 9 Light Report st pm.syn Phase Number 12345678 Movement NBL SBTL WBL EBT SBL NBTL EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None C-Max None None None C-Max Maximum Split (s) 11 26 17 66 16 21 13 70 Maximum Split (%) 9.2% 21.7% 14.2% 55.0% 13.3% 17.5% 10.8% 58.3% Minimum Split (s) 11 40 11 27 11 38 11 26 Yellow Time (s) 33353335 All-Red Time (s) 13111311 Minimum Initial (s) 4 7 4 15 4 7 4 15 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) 14 13 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 49 60 86 103 49 65 86 99 End Time (s) 60 86 103 49 65 86 99 49 Yield/Force Off (s) 56 80 99 43 61 80 95 43 Yield/Force Off 170(s) 56 80 99 29 61 80 95 30 Local Start Time (s) 6 17 43 60 6 22 43 56 Local Yield (s) 13 37 56 0 18 37 52 0 Local Yield 170(s) 13 37 56 106 18 37 52 107 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 150 Offset: 43 (36%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Splits and Phases: 3: McMurray Avenue & Harmony Road HCM 2010 TWSC Short Total AM 6: McMurray Avenue & Office/Site Access Adjusted Timing 3/5/2016 Synchro 9 Light Report st am.syn Intersection Int Delay, s/veh 1.2 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 2 16 124 2 24 110 Future Vol, veh/h 2 16 124 2 24 110 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 99 99 99 99 99 99 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 16 125 2 24 111 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 286 126 0 0 127 0 Stage 1 126 - - - - - Stage 2 160 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 704 924 - - 1459 - Stage 1 900 - - - - - Stage 2 869 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 691 924 - - 1459 - Mov Cap-2 Maneuver 691 - - - - - Stage 1 900 - - - - - Stage 2 853 - - - - - Approach WB NB SB HCM Control Delay, s 9.1 0 1.3 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 691 924 1459 - HCM Lane V/C Ratio - - 0.003 0.017 0.017 - HCM Control Delay (s) - - 10.2 9 7.5 0 HCM Lane LOS - - BAAA HCM 95th %tile Q(veh) - - 0 0.1 0.1 - Lanes and Geometrics Short Total AM 6: McMurray Avenue & Office/Site Access Adjusted Timing 3/5/2016 Synchro 9 Light Report st am.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.998 Flt Protected 0.950 0.991 Satd. Flow (prot) 1770 1583 1859 0 0 1846 Flt Permitted 0.950 0.991 Satd. Flow (perm) 1770 1583 1859 0 0 1846 Link Speed (mph) 30 30 30 Link Distance (ft) 587 120 1054 Travel Time (s) 13.3 2.7 24.0 Intersection Summary Area Type: Other HCM 2010 TWSC Short Total PM 6: McMurray Avenue & Office/Site Access Adjusted Timing 3/5/2016 Synchro 9 Light Report st pm.syn Intersection Int Delay, s/veh 1.4 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 3 29 166 2 18 95 Future Vol, veh/h 3 29 166 2 18 95 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 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 31 177 2 19 101 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 317 178 0 0 179 0 Stage 1 178 - - - - - Stage 2 139 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 676 865 - - 1397 - Stage 1 853 - - - - - Stage 2 888 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 667 865 - - 1397 - Mov Cap-2 Maneuver 667 - - - - - Stage 1 853 - - - - - Stage 2 876 - - - - - Approach WB NB SB HCM Control Delay, s 9.4 0 1.2 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 667 865 1397 - HCM Lane V/C Ratio - - 0.005 0.036 0.014 - HCM Control Delay (s) - - 10.4 9.3 7.6 0 HCM Lane LOS - - BAAA HCM 95th %tile Q(veh) - - 0 0.1 0 - Lanes and Geometrics Short Total PM 6: McMurray Avenue & Office/Site Access Adjusted Timing 3/5/2016 Synchro 9 Light Report st pm.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.998 Flt Protected 0.950 0.992 Satd. Flow (prot) 1770 1583 1859 0 0 1848 Flt Permitted 0.950 0.992 Satd. Flow (perm) 1770 1583 1859 0 0 1848 Link Speed (mph) 30 30 30 Link Distance (ft) 587 120 1054 Travel Time (s) 13.3 2.7 24.0 Intersection Summary Area Type: Other HCM 2010 TWSC Short Total AM 8: McMurray Avenue & Pleasant Oak Drive Adjusted Timing 3/5/2016 Synchro 9 Light Report st am.syn Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 8 1 1 118 100 12 Future Vol, veh/h 8 1 1 118 100 12 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 99 99 99 99 99 99 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 1 1 119 101 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 228 107 113 0 - 0 Stage 1 107 - - - - - Stage 2 121 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 760 947 1476 - - - Stage 1 917 - - - - - Stage 2 904 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 759 947 1476 - - - Mov Cap-2 Maneuver 759 - - - - - Stage 1 917 - - - - - Stage 2 903 - - - - - Approach EB NB SB HCM Control Delay, s 9.7 0.1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1476 - 776 - - HCM Lane V/C Ratio 0.001 - 0.012 - - HCM Control Delay (s) 7.4 0 9.7 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes and Geometrics Short Total AM 8: McMurray Avenue & Pleasant Oak Drive Adjusted Timing 3/5/2016 Synchro 9 Light Report 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 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.985 0.986 Flt Protected 0.957 Satd. Flow (prot) 1756 0 0 1863 1837 0 Flt Permitted 0.957 Satd. Flow (perm) 1756 0 0 1863 1837 0 Link Speed (mph) 30 30 30 Link Distance (ft) 464 468 120 Travel Time (s) 10.5 10.6 2.7 Intersection Summary Area Type: Other HCM 2010 TWSC Short Total PM 8: McMurray Avenue & Pleasant Oak Drive Adjusted Timing 3/5/2016 Synchro 9 Light Report st pm.syn Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Traffic Vol, veh/h 8 2 0 160 86 12 Future Vol, veh/h 8 2 0 160 86 12 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 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 9 2 0 170 91 13 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 268 98 104 0 - 0 Stage 1 98 - - - - - Stage 2 170 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 721 958 1488 - - - Stage 1 926 - - - - - Stage 2 860 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 721 958 1488 - - - Mov Cap-2 Maneuver 721 - - - - - Stage 1 926 - - - - - Stage 2 860 - - - - - Approach EB NB SB HCM Control Delay, s 9.8 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1488 - 759 - - HCM Lane V/C Ratio - - 0.014 - - HCM Control Delay (s) 0 - 9.8 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes and Geometrics Short Total PM 8: McMurray Avenue & Pleasant Oak Drive Adjusted Timing 3/5/2016 Synchro 9 Light Report 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 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.975 0.983 Flt Protected 0.961 Satd. Flow (prot) 1745 0 0 1863 1831 0 Flt Permitted 0.961 Satd. Flow (perm) 1745 0 0 1863 1831 0 Link Speed (mph) 30 30 30 Link Distance (ft) 464 468 120 Travel Time (s) 10.5 10.6 2.7 Intersection Summary Area Type: Other APPENDIX F Harmony McMurray Wheaton Pleasant Oak Oakridge Innovation SCALE: 1"=600' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES Oakridge Crossing TIS, March 2016 Pedestrian LOS Worksheet Project Location Classification: Transit Corridor 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 uses to the northwest of the site Commercial Minimum B C C C B 1 Actual A B B B B Proposed A B B B B Neighborhood to the west of the site Residential Minimum B C C C B 2 Actual A B A B B Proposed A B A B B Neighborhood to the south and southeast of the site Residential Minimum B C C C B 3 Actual A B B C B Proposed A B B C B Commercial uses to the north of the site Commercial Minimum B C C C B 4 Actual A B B C B Proposed A B B C 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 SUltl'200 vnUTON.COROll0 PH,30a·7:1I1·99119 FAX, a03.73e.9990 2 § ~4,~ '" ~ "~ ~ U I-~ Z~ ~V> 0 :1-0<:0< ;;= :~0 <0< C «u..J°O 0.. a... 0::::---1 «0«0 c:t:::a:::::>U Oa...~ -I-::> ZI-OV"> u.JOccZ v")~ ::::; l.J..J a:::>-----1 ~u.:a:J~O ::::~~U ~:J1- "<" ; '- :u :;:"0 " O~:ELL RIVISIOttS: '~I •••• f+:0lial tt: Il (* tit< ,¥It-. ~ !w.:m«;\COif' I.lN01EOI~ OO!.' ~~ •• \'tlJI) .\<,? 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