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Home My WebLink AboutWOODWARD TECHNOLOGY CENTER FP#3 - FDP - FDP140005 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY/.;'/11 1 DELICH ASSOCIATES Traffic & Transportation Engineering _.Jr 1,' _._ 2272 Phone: Glen (970) Haven 669-2061 Drive Fax: Loveland, (970) 669-Colorado 5034 80538 711III • r MEMORANDUM FROM: Matt Delich TO: Wayne Timura, Next Level Development Angie Milewski, BHA Design Matt Kraft, Ghafari Associates Joe OlsonlWard Stanford, Fort Collins Traffic Operations DATE: February 11,2014 SUBJECT: Woodward Governor, Phase 1 Addendum Transportation Impact Study (File: 13103ME01) This memorandum addresses the transportation impacts of a change in trip generation for the Woodward Governor, Phase 1 site. The Woodward Governor, Phase 1 site is located in the southwest quadrant of the Lemay/Lincoln intersection in Fort Collins. The site location is shown in Figure 1. Figure 2 shows the site plan for the Woodward Governor, Phase 1 Addendum. The scope of this study was discussed with the Fort Collins Traffic Engineer. A brief memorandum was requested. The Transportation Impact Study Base Assumptions packet is provided in Appendix A. The "Link-N-Greens Transportation Impact Study," (TIS) January 2013 was submitted and accepted by the City of Fort Collins. This memorandum specifically addresses an increase in the trip generation and analysis of the key intersections. Trip Generation, 9th Edition, ITE was used as the reference document in calculating the trip generation for the Woodward Governor, Phase 1 site. Table 1 shows the trip generation from the cited January 2013 TIS. The trip generation from the cited TIS resulted in 1220 daily trip ends, 233 morning peak hour trip ends, and 227 afternoon peak hour trip ends. Table 2 shows the new trip generation for Woodward Governor, Phase 1. Full development of the new Woodward Governor, Phase 1 is expected to generate 1464 daily trip ends, 280 morning peak hour trip ends, and 273 afternoon peak hour trip ends. Based upon a comparison of Tables 1 and 2, the new Woodward Governor, Phase 1 will generate 244 more daily trip ends, 47 more morning peak hour trip ends, and 46 more afternoon peak hour trip ends than that calculated for the former proposed Phase 1 plan. The directional distribution from the cited TIS was used and Figure 3 shows the site generated peak hour traffic assignment of the new Woodward Governor, Phase 1. Figure 4 shows the short range (2015) background peak hour traffic at the key intersections. This is the same short range (2015) background peak hour traffic from the cited January 2013 TIS (Figure 7). The site generated peak hour traffic was combined with the background traffic. Figure 5 shows the short range (2015) total morning and afternoon peak hour traffic at the key intersections. Table 3 shows the short range (2015) total morning and afternoon peak hour operation at the key intersections. Calculation forms are provided in Appendix B. The key intersections will operate acceptably during the morning and afternoon peak hours; similar to that shown in the cited January 2013 TIS. It is concluded that the increase in the trip generation with the new Woodward Governor, Phase 1 will not significantly impact the key intersections. The short range (2015) total operation at the key intersections will be similar to that shown in the cited January 2013 TIS. DELICH Woodward Governor, Phase 1 Addendum, February 2014 ASSOCIATES BURLINGTON NORTHERN RAILROAD Lincoln Buckingham Lemay Mulberry Vine Riverside Willow Jefferson Woodward Governor, Phase 1 Magnolia SCALE: 1"=1000' SITE LOCATION Figure 1 DELICH ASSOCIATES Woodward Governor, Phase 1 Addendum, February 2014 SCALE: 1"=400' PHASE 1 SITE PLAN Figure 2 DELICH ASSOCIATES Woodward Governor, Phase 1 Addendum, February 2014 TABLE 1 January 2013 TIS Phase 1 (2015) Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out Phase 1 (2015) 714 Office 56.43 KSF 7.98 450 1.41 80 0.11 6 0.14 8 1.27 72 140 Manufacturing (PSB, ITS, Loading, Café) 201.861 KSF 3.82 770 0.57 115 0.16 32 0.26 52 0.47 95 Phase 1 (2015) Total 1220 195 38 60 167 TABLE 2 New Woodward Governor, Phase 1 Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out Phase 1 714 Office 60.895 KSF 7.98 486 1.41 86 0.11 7 0.14 9 1.27 77 140 Manufacturing (PSB, ITS, Loading, Café) 255.763 KSF 3.82 978 0.57 146 0.16 41 0.26 67 0.47 120 New Phase 1 Total 1464 232 48 76 197 January 2013 TIS Phase 1 Total 1220 195 38 60 167 New Trips 244 37 10 16 30 DELICH Woodward Governor, Phase 1 Addendum, February 2014 ASSOCIATES AM/PM 1/4 3/8 2/8 10/4 4/1 10/3 Vine 58/19 10/40 11/50 10/39 46/15 46/15 60/20 90/29 NOM 25/103 4/13 NOM 6/26 NOM 25/103 45/15 90/29 4/13 24/8 3/11 1/5 9/3 12/4 3/9 1/4 Lincoln Magnolia Mulberry 3/4 Access Lemay East Access NOM 9/3 37/12 9/39 4/16 NEW PHASE 1 SITE GENERATED PEAK HOUR TRAFFIC Figure 3 DELICH ASSOCIATES Woodward Governor, Phase 1 Addendum, February 2014 SHORT RANGE (2015) BACKGROUND PEAK HOUR TRAFFIC Figure 4 DELICH ASSOCIATES Woodward Governor, Phase 1, February 2014 30/71 357/791 18/60 38/29 626/609 45/68 17/46 85/161 50/75 96/151 119/116 52/50 Vine 79/62 515/614 142/134 17/86 154/202 94/176 101/190 98/216 103/247 53/81 278/659 34/59 Lincoln Existing Access 6/18 357/651 154/352 71/215 435/623 155/242 81/237 779/1048 10/8 139/201 1011/1061 248/395 Magnolia Mulberry Lemay 555/698 107/173 494/749 65/261 33/125 106/382 4/31 3/20 20/3 234/399 29/4 196/361 AM/PM NEW SHORT RANGE (2015) TOTAL PEAK HOUR TRAFFIC Figure 5 DELICH ASSOCIATES Woodward Governor, Phase 1 Addendum, February 2014 31/75 360/799 20/68 38/29 636/613 45/68 17/46 85/161 54/76 96/151 119/116 62/53 Vine 60/20 584/778 65/261 NOM 580/801 107/173 4/13 NOM 6/26 33/125 NOM 106/382 25/103 662/871 45/15 90/29 516/911 79/62 539/622 142/134 20/97 155/207 103/179 101/190 98/216 103/247 65/85 281/668 35/63 9/39 NOM 4/16 4/31 NOM 3/20 29/4 205/364 37/12 20/3 234/399 NOM Lincoln TABLE 6 Short Range (2015) Total Peak Hour Operation Intersection Movement Level of Service AM PM Mulberry/Lemay (signal) EB LT D D EB T C D EB RT A A EB APPROACH C D WB LT D E WB T B D WB RT A A WB APPROACH C D NB LT C C NB T D D NB RT A A NB APPROACH D D SB LT C D SB T B B SB RT A A SB APPROACH B C OVERALL C D Lemay/Magnolia (signal) EB LT D D EB T/RT A A EB APPROACH D D WB LT D D WB T/RT A A WB APPROACH D D NB LT A A NB T A A NB RT A A NB APPROACH A A SB LT A A SB T A B SB RT A A SB APPROACH A A OVERALL A B Lemay/¾ Access (stop sign) EB RT B B NB LT A B Continued on next page DELICH Woodward Governor, Phase 1 Addendum, February 2014 ASSOCIATES Continued from previous page TABLE 6 Short Range (2015) Total Peak Hour Operation Intersection Movement Level of Service AM PM Lemay/Lincoln (signal) EB LT D D EB T D D EB RT D D EB APPROACH D D WB LT C D WB T D D WB RT D D WB APPROACH D D NB LT B A NB T C B NB RT A A NB APPROACH B B SB LT A B SB T/RT B A SB APPROACH B A OVERALL C C Lincoln/East Access (stop sign) NB LT/T/RT B C SB LT/T/RT B C EB LT A A WB LT A A Lemay/Vine (signal) EB LT C E EB T/RT C D EB APPROACH C D WB LT C E WB T/RT C E WB APPROACH C E NB LT/T/RT A E SB LT/T/RT A C OVERALL B D DELICH Woodward Governor, Phase 1 Addendum, February 2014 ASSOCIATES APPENDIX A Chapter 4 - Attachments Attachment A Transportation Impact Study Base Assumptions Project Information Project Name W~bwAR'b ... ~ASG I (CflANGG) Project Location StJ @Ul\bR'AlJe C)'t:' 2tA)C!.oI..AJ /Let1Al( TIS Assumptions Type of Study Full: )J() In~ate: /.Af}1.A. 0 Study Area Boundaries North: VIAJ!; South: JAULeG£«" f( East: LeM A« West:~,r<= 4c,~c::;. Study Years Short Range: 201d5AMeA~ TIS' Long Range: ~ IA- Future Traffic Growth Rate BAe£:'QRouAJbi \='120M I( ts (A," rJC If&"b-:> Study Intersections 1. All access drives 5. Le-MA~/Uut.Bfi!?i<r 2. V,AJ€ / L ~i-tA V 6. 3. L,Alc.ot. IV / U:M J( I( 7. 4. L~A-1 J4r/,UAC A./OL IA 8. Time Period for Study ~: 7:UO-~ (PM: 4:00~ I SatNoon:A./O Trip Generation Rates Ctl-JJ.AJae- OP ~vJ.A<5G ( (ArrACbl-BD") Trip Adjustment Factors Passby: N/A I Market: Captive Al/A Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions AI/A Committed Roadway Improvements Other Traffic Studies }kcVIC>U s 'Pt> P I/Sj 1(13 Areas Requiring Special Study USS 2~ He M/ t1-R. Y,eSVlOUS 'bcs£'o~S'(~~ VINtJ/LeMAv APl= F't(OM Po'P TI S \/o("'u 1AFi"3 Date: __ --<....JA'--'N"-"UO-:..A...!....:e=.-L-y_2_4_,T---Z-_O_4- (_ _ Traffic Engineer: --c>BLfCH A~8CX:: {A-T 5" 8 Local Entity Engineer: _ 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 / I ( I r J / \ ~/ J •• I 0" P'C8 (Co",g 714-) bAlL.Y (~.9~ - AM fA.) (J.40 -- 8(0 "7 9'3 TG' OUT (D./I) -- 7 S /AJ (0. t.0 - 9 (JUT (,,2,'"7) - 77 M4}J()~ACT()(l'OG (C(!)DG' 140 zS-S-. 7(P"3 kSP (/C ,+TG) "D,4fL r (6.82) - 9 7B It? I AJ CP. '57) - 14(P OUT (0. f{P ') - 41 IN (0.26>') - to 7 our (6.41':;- /20 S IS 7 TF ?'137 W • -ro-;AL- l)A(LC( 14~4 I:&: AM IAJ - 2 "3Z. S 2[30 TB' oUT - 48 PM II\) - 7{P ? 27'3 I.E, our- '91 TABLE 2 Phase 1 (2015) Trip Generation .AWOTE., ' AM Peak Hour PM Peak Hour Code' '. Use Size R'ate Out' 'In, Rate,' Out ;: ,.~' . 'Rate Trips Rate . In Rate, Phase 1 (2015) 714 Office 56.43 KSF 7,98 450 1.41 80 0,11 6 0.14 8 1.27 72 140 Manufacturing (PSB, 201.861 3.82 770 0.57 115 0.16 32 0.26 52 0.47 95 ITS, Loading, Cafe) KSF Phase 1 (2015) Total 1220 195 38 60 167 / ~ TABLE3 Phases 1-4 & ,SY Com AWOTE cialiRetaii Area AM (2018) Peak Trip Hqdr peneration PM Peak Hour Code Use Rate Trips Rate ' In ~ Out R,ate In, Rate Out / Phase 2 / 714 Headquarters Office A' 75.0 KSF 7.98 598 1.41 1~ 0.11 8 0.14 11 1/1 95 / Phase 3 / / 714 Office / 62.0 KSF 7.98 494 1.4y 87 0.11 7 0.14 9/ 1.27 79 140 ManUf~(ES 154.0 KSF 3.82 588 ~7 88 0.16 25 0.26 /0 0.47 72 A& T) / /hase 3 Subtotal 1~ 175 32 / 49 151 / ;Phase 4 L ;714/ /0 Office Manufacturing (ITS & 50.22.0 0 KSF KSF 7.98/ 176 1.41 31 0.11 2 10.14 3 1.27 28 Vs2 192 0.57 29 0.16 I 0.26 13 0.47 ES Test Center) }4 Phase 4 Subtotal / 368 60 J 10 16 V 52 Phase 1 Subtotal (from Table 2) / 1220 195 / 38 60 / 167 Office/Manufacturing Short Ran?018) 3268 Total 53;; / 88 136 / 465 J / Commercial Area / / 932 Sit-Down Restaur~ 5.0 KSF 127.15 636 5.95/ 30 4.86 24 5.91 /30 3.94 20 826 Retail / 8.0 KSF 44.32 354 0/6 6 0.60 5 1.1t 10 1.52 12 710 General Off~ 15.0 KSF 11.03 166 /1.37 20 0.19 3 l15 4 1.24 18 710 General ¢flee 15.0 KSF 11.03 10/ 1.37 20 0.19 3/ 0.25 4 1.24 18 912 Bank 5.4 KSF 148.15 ;IDO 6.89 37 5.19 .% 12.15 66 12.15 66 932 Sit-Down Restaurant 7.0 KSF 127.15 890 5.95 42 4.86/ 34 5.91 41 3.94 28 Commercial Area Total 3012 155 97 155 162 Short Range (2018) Total 6280 691 185 291 627 Link-N-Greens PDP TIS, January 2013 Page 13 I.eA~P'c.. CHAAJ~e- "DUG TO CI4-~vGg- ~p ?~A-~€r I i)AIL'( - + 244 TEF AM (A) - +37 J+4-7 1t7 oor- -+/0 PM. (JuT IN - - , + + 30 1(0 ? +4b IE •N - NOM •.. - 5% ~ Vine ·SlT.E - •.. ~ E (]) ...J NOM SCALE: 1"=1000' TRIP DISTRIBUTION ~i~ure 6 71rASSOCIATES -/JL...DELICH Link-N-Greens PDP TIS, January 2013 Page 14 '---961151 --1191116 17146~ '1 ,52150 t ( Vine •N 85/161--- ..-..- 0 t::0>(!) 50175, o_co I'- - C') I'- ..- I() en en C') Q) oo -.•.c ..• en ro W '---2013 --2341399 '---981216 --1031247 ,53181 2914~ 1961361--- 17186~ rI t ( 1541202--- .O'-.> N l.\> "" 941176, :;,.~"$ ';3$ Lincoln co 0>se~ :26 1'- C') \.. I(t )..- ~ ,106/'--- 382 33/125 t ( Magnolia 0> '<t:I": (!) .~ .- '<1"1() O>'<I" (!) ~AM/PM '--- 1391201 --1011/1061 ,2481395 81/237 ~ '1 t ( Mulberry 77911048--- CO..- N 1018 ---... (.- O!€ OJ") f.OJ"? ) , I'- '<I" OJ") 10 C') ..- SHORT RANGE (2015) BACKGROUND PEAK HOUR TRAFFIC llgure~ 71 ~/'-DELICH rASSOCIATES Link-N-Greens POP TIS, January 2013 Page 15 ,NOM (/) I/) Q) ou -.•.c ..• (ro /) ill ----AM/PM .4b"t) IH-l S 10 ?fGf3V10U S Vh\-A~~ V0..3i't"\ 1t ( Vine ••• N ~~;l Magnolia Mulberry A1)1) rr t ()AJ A L- PHASE 1 (2015) SITE GENERATED PEAK HOUR TRAFFIC Figure e 7" -,/1 FASSOCIATES L....DELICH Link-N-Greens pOP TIS, January 2013 Page 18 APPENDIX B Signal Adjustments Short Range (2015) Traffic • Mulberry/Lemay – EB dual left-turn lanes and an additional WB through lane were included. SB right-turn lane is not shown in the City’s analyses. SB right- turn lane was included in these analyses. All right-turn lanes are channelized, however the NB RT-lane is the only one that has a “Free” condition with an acceleration lane. The other RT-lanes were analyzed with a “Yield” condition. NB pedestrian phase had to be turned off during the afternoon peak hour due to not enough green time. • Lemay/Magnolia – Add the west leg of Magnolia. The addition of an EB left-turn phase forces 8 seconds of NB through time and 20 seconds of SB through time in the morning peak hour; and 9 seconds of NB through time and 20 seconds of SB through time in the afternoon peak hour to the EB & WB legs. EB & WB pedestrian phases had to be turned off during both peak hours due to not enough green time, since the EB/WB through/right-turn phase was minimized at 22 seconds. • Lemay/Lincoln – NB right-turn lane is channelized and analyzed with a “Free” condition with an acceleration lane. EB & WB pedestrian phases had to be turned off during the morning peak hour due to not enough green time. • Lemay/Vine – During the afternoon peak hour, EB & WB left-turn lanes were not shown in the City’s analyses. EB & WB left-turn lanes were included in the afternoon peak hour analysis. HCM Signalized Intersection Capacity Analysis 72: Lemay & Mulberry (State 14) 2015 Total AM Link-N-Greens PDP 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 127 779 10 248 1011 185 6 415 154 165 446 81 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 16 12 12 15 12 12 16 12 12 12 Total Lost time (s) 4.0 5.5 3.0 4.0 5.0 3.0 3.0 5.5 3.0 3.0 5.5 3.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.91 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3406 1769 3433 4893 1720 1768 3539 1772 1769 3539 1561 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.48 1.00 1.00 0.30 1.00 1.00 Satd. Flow (perm) 3433 3406 1769 3433 4893 1720 885 3539 1772 555 3539 1561 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 138 847 11 270 1099 201 7 451 167 179 485 88 RTOR Reduction (vph) 000000000000 Lane Group Flow (vph) 138 847 11 270 1099 201 7 451 167 179 485 88 Confl. Peds. (#/hr) 2 7 7 2 2 2 2 2 Confl. Bikes (#/hr) 6 Heavy Vehicles (%) 2% 6% 2% 2% 6% 2% 2% 2% 2% 2% 2% 2% Turn Type Prot NA Free Prot NA Free pm+pt NA Free pm+pt NA Free Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases Free Free 6 Free 2 Free Actuated Green, G (s) 9.0 41.3 110.0 13.0 45.8 110.0 24.2 22.9 110.0 37.7 32.4 110.0 Effective Green, g (s) 10.0 42.3 110.0 14.0 46.8 110.0 26.2 23.9 110.0 38.7 33.4 110.0 Actuated g/C Ratio 0.09 0.38 1.00 0.13 0.43 1.00 0.24 0.22 1.00 0.35 0.30 1.00 Clearance Time (s) 5.0 6.5 5.0 6.0 4.0 6.5 4.0 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 312 1309 1769 436 2081 1720 229 768 1772 325 1074 1561 v/s Ratio Prot 0.04 c0.25 c0.08 0.22 0.00 0.13 c0.06 0.14 v/s Ratio Perm 0.01 0.12 0.01 0.09 c0.13 0.06 v/c Ratio 0.44 0.65 0.01 0.62 0.53 0.12 0.03 0.59 0.09 0.55 0.45 0.06 Uniform Delay, d1 47.4 27.7 0.0 45.5 23.4 0.0 32.0 38.6 0.0 26.3 30.9 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.81 0.82 1.00 Incremental Delay, d2 1.0 2.5 0.0 2.6 1.0 0.1 0.1 1.2 0.1 2.0 0.3 0.1 Delay (s) 48.4 30.2 0.0 48.1 24.4 0.1 32.1 39.8 0.1 23.4 25.5 0.1 Level of Service D C A D C A C D A C C A Approach Delay (s) 32.4 25.4 29.1 22.1 Approach LOS CCCC Intersection Summary HCM 2000 Control Delay 27.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 72: Lemay & Mulberry (State 14) 2015 Total AM Link-N-Greens PDP 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total am.syn Phase Number 12345678 Movement NBL SBTL WBL EBT SBL NBTL EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None None None C-Max None None None Max Maximum Split (s) 11 37 18 44 15 33 14 48 Maximum Split (%) 10.0% 33.6% 16.4% 40.0% 13.6% 30.0% 12.7% 43.6% Minimum Split (s) 11 30.5 11 29.5 11 32.5 11 28 Yellow Time (s) 3 4 3 4.5 3434 All-Red Time (s) 1 2.5 2 2 1 2.5 2 2 Minimum Initial (s) 4 10 4 15 4 10 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) 17 16 19 15 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 79 90 17 35 79 94 65 17 End Time (s) 90 17 35 79 94 17 79 65 Yield/Force Off (s) 86 10.5 30 72.5 90 10.5 74 59 Yield/Force Off 170(s) 86 103.5 30 56.5 90 101.5 74 44 Local Start Time (s) 0 11 48 66 0 15 96 48 Local Yield (s) 7 41.5 61 103.5 11 41.5 105 90 Local Yield 170(s) 7 24.5 61 87.5 11 22.5 105 75 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 85 Offset: 79 (72%), Referenced to phase 4:EBT, Start of Red Splits and Phases: 72: Lemay & Mulberry (State 14) HCM Signalized Intersection Capacity Analysis 72: Lemay & Mulberry (State 14) 2015 Total PM Woodward Governor, Phase 1 Addendum 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 252 1048 8 395 1061 216 18 670 352 281 673 255 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 16 12 12 15 12 12 16 12 12 12 Total Lost time (s) 4.0 5.5 3.0 4.0 5.0 3.0 3.0 5.5 3.0 3.0 5.5 3.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.91 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3406 1769 3433 4893 1720 1769 3539 1772 1770 3539 1561 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.37 1.00 1.00 0.13 1.00 1.00 Satd. Flow (perm) 3433 3406 1769 3433 4893 1720 691 3539 1772 249 3539 1561 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 260 1080 8 407 1094 223 19 691 363 290 694 263 RTOR Reduction (vph) 000000000000 Lane Group Flow (vph) 260 1080 8 407 1094 223 19 691 363 290 694 263 Confl. Peds. (#/hr) 2 7 7 2 2 2 2 2 Confl. Bikes (#/hr) 6 Heavy Vehicles (%) 2% 6% 2% 2% 6% 2% 2% 2% 2% 2% 2% 2% Turn Type Prot NA Free Prot NA Free pm+pt NA Free pm+pt NA Free Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases Free Free 6 Free 2 Free Actuated Green, G (s) 21.0 38.7 120.0 15.8 34.0 120.0 30.3 27.5 120.0 47.5 40.7 120.0 Effective Green, g (s) 22.0 39.7 120.0 16.8 35.0 120.0 32.3 28.5 120.0 48.5 41.7 120.0 Actuated g/C Ratio 0.18 0.33 1.00 0.14 0.29 1.00 0.27 0.24 1.00 0.40 0.35 1.00 Clearance Time (s) 5.0 6.5 5.0 6.0 4.0 6.5 4.0 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 629 1126 1769 480 1427 1720 220 840 1772 316 1229 1561 v/s Ratio Prot 0.08 c0.32 c0.12 0.22 0.00 0.20 c0.13 0.20 v/s Ratio Perm 0.00 0.13 0.02 0.20 c0.24 0.17 v/c Ratio 0.41 0.96 0.00 0.85 0.77 0.13 0.09 0.82 0.20 0.92 0.56 0.17 Uniform Delay, d1 43.3 39.4 0.0 50.4 38.8 0.0 32.4 43.4 0.0 31.6 31.8 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.13 0.74 1.00 Incremental Delay, d2 0.4 18.6 0.0 13.1 4.0 0.2 0.2 6.5 0.3 26.6 0.5 0.2 Delay (s) 43.7 58.0 0.0 63.4 42.8 0.2 32.6 49.9 0.3 62.2 24.2 0.2 Level of Service D E A E D A C D A E C A Approach Delay (s) 54.9 42.1 32.8 27.9 Approach LOS DDCC Intersection Summary HCM 2000 Control Delay 40.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 90.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 72: Lemay & Mulberry (State 14) 2015 Total PM Woodward Governor, Phase 1 Addendum 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total pm.syn Phase Number 12345678 Movement NBL SBTL WBL EBT SBL NBTL EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None None None C-Max None None None Max Maximum Split (s) 11 41 21 47 20 32 26 42 Maximum Split (%) 9.2% 34.2% 17.5% 39.2% 16.7% 26.7% 21.7% 35.0% Minimum Split (s) 11 30.5 11 29.5 11 32.5 11 28 Yellow Time (s) 3 4 3 4.5 3434 All-Red Time (s) 1 2.5 2 2 1 2.5 2 2 Minimum Initial (s) 4 10 4 15 4 10 4 10 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 17 16 15 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 35 46 87 108 35 55 9 87 End Time (s) 46 87 108 35 55 87 35 9 Yield/Force Off (s) 42 80.5 103 28.5 51 80.5 30 3 Yield/Force Off 170(s) 42 63.5 103 12.5 51 80.5 30 108 Local Start Time (s) 0 11 52 73 0 20 94 52 Local Yield (s) 7 45.5 68 113.5 16 45.5 115 88 Local Yield 170(s) 7 28.5 68 97.5 16 45.5 115 73 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 95 Offset: 35 (29%), Referenced to phase 4:EBT, Start of Red Splits and Phases: 72: Lemay & Mulberry (State 14) HCM Signalized Intersection Capacity Analysis 145: Lemay & Magnolia 2015 Total AM Link-N-Greens PDP 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 4 0 6 106 0 33 60 584 65 107 580 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 12 13 12 12 12 Total Lost time (s) 3.0 4.5 4.0 4.5 3.0 4.5 4.5 3.0 4.5 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1583 3433 1559 1770 3539 1589 1768 3539 Flt Permitted 0.95 1.00 0.95 1.00 0.39 1.00 1.00 0.36 1.00 Satd. Flow (perm) 1770 1583 3433 1559 718 3539 1589 675 3539 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 5 0 7 123 0 38 70 679 76 124 674 0 RTOR Reduction (vph) 07003500024000 Lane Group Flow (vph) 5 0 0 123 3 0 70 679 52 124 674 0 Confl. Peds. (#/hr) 1 3 3 Turn Type Prot NA Prot NA pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 6 6 2 2 Actuated Green, G (s) 1.3 1.1 7.9 8.7 79.2 74.0 74.0 82.8 75.8 Effective Green, g (s) 2.3 2.1 8.9 9.7 81.2 75.0 75.0 84.8 76.8 Actuated g/C Ratio 0.02 0.02 0.08 0.09 0.74 0.68 0.68 0.77 0.70 Clearance Time (s) 4.0 5.5 5.0 5.5 4.0 5.5 5.5 4.0 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 37 30 277 137 589 2412 1083 599 2470 v/s Ratio Prot 0.00 0.00 c0.04 c0.00 0.01 c0.19 c0.02 0.19 v/s Ratio Perm 0.08 0.03 0.14 v/c Ratio 0.14 0.00 0.44 0.02 0.12 0.28 0.05 0.21 0.27 Uniform Delay, d1 52.9 52.9 48.2 45.8 3.9 6.9 5.8 3.3 6.2 Progression Factor 1.00 1.00 1.00 1.00 0.28 0.24 0.00 0.26 0.32 Incremental Delay, d2 1.7 0.1 1.1 0.1 0.1 0.3 0.1 0.1 0.2 Delay (s) 54.5 53.0 49.3 45.9 1.2 1.9 0.1 1.0 2.2 Level of Service D D D D AAAAA Approach Delay (s) 53.6 48.5 1.7 2.0 Approach LOS D D A A Intersection Summary HCM 2000 Control Delay 6.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.29 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 42.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 145: Lemay & Magnolia 2015 Total AM Link-N-Greens PDP 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total 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 Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 12 63 13 22 12 63 11 24 Maximum Split (%) 10.9% 57.3% 11.8% 20.0% 10.9% 57.3% 10.0% 21.8% Minimum Split (s) 11 24.5 13 29.5 11 24.5 11 29.5 Yellow Time (s) 34343434 All-Red Time (s) 1 1.5 2 1.5 1 1.5 1 1.5 Minimum Initial (s) 47744747 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7 7 Flash Dont Walk (s) 12 12 Dual Entry No Yes Yes Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 72 84 37 50 72 84 37 48 End Time (s) 84 37 50 72 84 37 48 72 Yield/Force Off (s) 80 31.5 45 66.5 80 31.5 44 66.5 Yield/Force Off 170(s) 80 19.5 45 66.5 80 19.5 44 66.5 Local Start Time (s) 35 47 0 13 35 47 0 11 Local Yield (s) 43 104.5 8 29.5 43 104.5 7 29.5 Local Yield 170(s) 43 92.5 8 29.5 43 92.5 7 29.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 37 (34%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 145: Lemay & Magnolia HCM Signalized Intersection Capacity Analysis 145: Lemay & Magnolia 2015 Total PM Woodward Governor, Phase 1 Addendum 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 13 0 26 382 0 125 20 778 261 173 801 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 12 13 12 12 12 Total Lost time (s) 3.0 4.5 4.0 4.5 3.0 4.5 4.5 3.0 4.5 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1583 3433 1561 1770 3539 1588 1769 3539 Flt Permitted 0.95 1.00 0.95 1.00 0.33 1.00 1.00 0.29 1.00 Satd. Flow (perm) 1770 1583 3433 1561 619 3539 1588 548 3539 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 14 0 27 398 0 130 21 810 272 180 834 0 RTOR Reduction (vph) 0 26 0 0 114 0 0 0 98 0 0 0 Lane Group Flow (vph) 14 1 0 398 16 0 21 810 174 180 834 0 Confl. Peds. (#/hr) 1 3 3 Turn Type Prot NA Prot NA pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 6 6 2 2 Actuated Green, G (s) 2.8 3.5 12.0 13.7 78.3 75.8 75.8 88.5 82.0 Effective Green, g (s) 3.8 4.5 13.0 14.7 80.3 76.8 76.8 89.5 83.0 Actuated g/C Ratio 0.03 0.04 0.11 0.12 0.67 0.64 0.64 0.75 0.69 Clearance Time (s) 4.0 5.5 5.0 5.5 4.0 5.5 5.5 4.0 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 56 59 371 191 447 2264 1016 507 2447 v/s Ratio Prot 0.01 0.00 c0.12 c0.01 0.00 0.23 c0.03 0.24 v/s Ratio Perm 0.03 0.11 c0.24 v/c Ratio 0.25 0.02 1.07 0.08 0.05 0.36 0.17 0.36 0.34 Uniform Delay, d1 56.7 55.6 53.5 46.7 6.7 10.1 8.7 5.1 7.5 Progression Factor 1.00 1.00 1.00 1.00 0.25 0.22 0.16 0.40 0.55 Incremental Delay, d2 2.3 0.1 67.5 0.2 0.0 0.3 0.3 0.4 0.3 Delay (s) 59.1 55.7 121.0 46.9 1.7 2.6 1.7 2.4 4.4 Level of Service E E F D AAAAA Approach Delay (s) 56.9 102.7 2.3 4.1 Approach LOS E F A A Intersection Summary HCM 2000 Control Delay 23.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 59.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 145: Lemay & Magnolia 2015 Total PM Woodward Governor, Phase 1 Addendum 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total 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 Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 70 17 22 11 70 11 28 Maximum Split (%) 9.2% 58.3% 14.2% 18.3% 9.2% 58.3% 9.2% 23.3% Minimum Split (s) 11 24.5 13 29.5 11 24.5 11 29.5 Yellow Time (s) 34343434 All-Red Time (s) 1 1.5 2 1.5 1 1.5 1 1.5 Minimum Initial (s) 47744747 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7 7 Flash Dont Walk (s) 12 12 Dual Entry No Yes Yes Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 32 43 113 10 32 43 113 4 End Time (s) 43 113 10 32 43 113 4 32 Yield/Force Off (s) 39 107.5 5 26.5 39 107.5 0 26.5 Yield/Force Off 170(s) 39 95.5 5 26.5 39 95.5 0 26.5 Local Start Time (s) 39 50 0 17 39 50 0 11 Local Yield (s) 46 114.5 12 33.5 46 114.5 7 33.5 Local Yield 170(s) 46 102.5 12 33.5 46 102.5 7 33.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 113 (94%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 145: Lemay & Magnolia HCM 2010 TWSC 2: Lemay & 3/4 Access 2015 Total AM Link-N-Greens PDP 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total am.syn Intersection Intersection Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 25 90 516 662 45 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 335 - - 235 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 29 106 607 779 53 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1294 389 779 0 - 0 Stage 1 779 - - - - - Stage 2 515 - - - - - Follow-up Headway 3.52 3.32 2.22 - - - Pot Capacity-1 Maneuver 154 610 834 - - - Stage 1 413 - - - - - Stage 2 565 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 134 610 834 - - - Mov Capacity-2 Maneuver 134 - - - - - Stage 1 413 - - - - - Stage 2 493 - - - - - Approach EB NB SB HCM Control Delay, s 11.2 1.5 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 834 - 610 - - HCM Lane V/C Ratio 0.127 - 0.048 - - HCM Control Delay (s) 9.943 - 11.2 - - HCM Lane LOS A B HCM 95th %tile Q(veh) 0.434 - 0.152 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined Lanes and Geometrics 2: Lemay & 3/4 Access 2015 Total AM Link-N-Greens PDP 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total 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 0 335 235 Storage Lanes 0 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Ped Bike Factor Frt 0.865 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 1611 1770 3539 3539 1583 Flt Permitted 0.950 Satd. Flow (perm) 0 1611 1770 3539 3539 1583 Link Speed (mph) 30 35 35 Link Distance (ft) 478 873 725 Travel Time (s) 10.9 17.0 14.1 Intersection Summary Area Type: Other HCM 2010 TWSC 2: Lemay & 3/4 Access 2015 Total PM Woodward Governor, Phase 1 Addendum 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total pm.syn Intersection Intersection Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 103 29 911 871 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 335 - - 235 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 94 93 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 121 34 969 937 18 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1490 468 937 0 - 0 Stage 1 937 - - - - - Stage 2 553 - - - - - Follow-up Headway 3.52 3.32 2.22 - - - Pot Capacity-1 Maneuver 115 542 727 - - - Stage 1 342 - - - - - Stage 2 540 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 110 542 727 - - - Mov Capacity-2 Maneuver 110 - - - - - Stage 1 342 - - - - - Stage 2 515 - - - - - Approach EB NB SB HCM Control Delay, s 13.5 0.3 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 727 - 542 - - HCM Lane V/C Ratio 0.047 - 0.224 - - HCM Control Delay (s) 10.196 - 13.5 - - HCM Lane LOS B B HCM 95th %tile Q(veh) 0.147 - 0.85 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined Lanes and Geometrics 2: Lemay & 3/4 Access 2015 Total PM Woodward Governor, Phase 1 Addendum 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total 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 0 335 235 Storage Lanes 0 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Ped Bike Factor Frt 0.865 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 1611 1770 3539 3539 1583 Flt Permitted 0.950 Satd. Flow (perm) 0 1611 1770 3539 3539 1583 Link Speed (mph) 30 35 35 Link Distance (ft) 478 873 725 Travel Time (s) 10.9 17.0 14.1 Intersection Summary Area Type: Other HCM Signalized Intersection Capacity Analysis 73: Lemay & Lincoln 2015 Total AM Link-N-Greens PDP 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 20 155 103 65 103 98 101 281 35 142 539 79 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 14 14 13 13 13 12 13 13 13 12 12 12 Total Lost time (s) 3.0 5.0 5.0 3.0 4.5 4.5 3.0 5.0 3.0 3.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.97 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1882 1987 1608 1828 1925 1542 1829 1925 1599 1764 1827 Flt Permitted 0.65 1.00 1.00 0.39 1.00 1.00 0.23 1.00 1.00 0.50 1.00 Satd. Flow (perm) 1292 1987 1608 747 1925 1542 440 1925 1599 924 1827 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 24 182 121 76 121 115 119 331 41 167 634 93 RTOR Reduction (vph) 0 0 104 0 0 96 000050 Lane Group Flow (vph) 24 182 17 76 121 19 119 331 41 167 722 0 Confl. Peds. (#/hr) 2 1 1 2 5 5 Confl. Bikes (#/hr) 2 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Free pm+pt NA Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 4 8 8 6 Free 2 Actuated Green, G (s) 19.0 14.9 14.9 22.5 16.9 16.9 68.2 60.8 110.0 70.8 62.1 Effective Green, g (s) 21.0 15.9 15.9 24.5 17.9 17.9 70.2 61.8 110.0 72.8 63.1 Actuated g/C Ratio 0.19 0.14 0.14 0.22 0.16 0.16 0.64 0.56 1.00 0.66 0.57 Clearance Time (s) 4.0 6.0 6.0 4.0 5.5 5.5 4.0 6.0 4.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 274 287 232 231 313 250 386 1081 1599 685 1048 v/s Ratio Prot 0.00 c0.09 c0.02 0.06 c0.02 0.17 c0.02 c0.40 v/s Ratio Perm 0.01 0.01 0.05 0.01 0.17 0.03 0.14 v/c Ratio 0.09 0.63 0.08 0.33 0.39 0.07 0.31 0.31 0.03 0.24 0.69 Uniform Delay, d1 36.5 44.3 40.7 34.9 41.1 39.0 11.2 12.8 0.0 7.2 16.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.89 1.00 0.95 1.02 Incremental Delay, d2 0.1 4.5 0.1 0.8 0.8 0.1 0.4 0.7 0.0 0.2 3.1 Delay (s) 36.6 48.8 40.8 35.8 41.9 39.2 10.9 12.1 0.0 7.0 20.0 Level of Service DDDDDDBBAAB Approach Delay (s) 45.0 39.4 10.8 17.6 Approach LOS D D B B Intersection Summary HCM 2000 Control Delay 23.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 73: Lemay & Lincoln 2015 Total AM Link-N-Greens PDP 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total am.syn Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 12 65 11 22 14 63 11 22 Maximum Split (%) 10.9% 59.1% 10.0% 20.0% 12.7% 57.3% 10.0% 20.0% Minimum Split (s) 11 30 11 29 11 30 11 24.5 Yellow Time (s) 3 3.5 3 3.5 3434 All-Red Time (s) 1 2.5 1 2.5 1 2 1 1.5 Minimum Initial (s) 47474747 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) 17 17 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 20 32 97 108 20 34 97 108 End Time (s) 32 97 108 20 34 97 108 20 Yield/Force Off (s) 28 91 104 14 30 91 104 14.5 Yield/Force Off 170(s) 28 74 104 14 30 74 104 14.5 Local Start Time (s) 33 45 0 11 33 47 0 11 Local Yield (s) 41 104 7 27 43 104 7 27.5 Local Yield 170(s) 41 87 7 27 43 87 7 27.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 85 Offset: 97 (88%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 73: Lemay & Lincoln HCM Signalized Intersection Capacity Analysis 73: Lemay & Lincoln 2015 Total PM Woodward Governor, Phase 1 Addendum 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 97 207 179 85 247 216 190 668 63 134 622 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 14 14 13 13 13 12 13 13 13 12 12 12 Total Lost time (s) 3.0 5.0 5.0 3.0 4.5 4.5 3.0 5.0 3.0 3.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.97 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1887 1987 1610 1828 1925 1542 1829 1925 1599 1770 1836 Flt Permitted 0.23 1.00 1.00 0.34 1.00 1.00 0.18 1.00 1.00 0.21 1.00 Satd. Flow (perm) 466 1987 1610 646 1925 1542 344 1925 1599 392 1836 Peak-hour factor, PHF 0.85 0.86 0.85 0.85 0.89 0.87 0.85 0.94 0.85 0.85 0.93 0.87 Adj. Flow (vph) 114 241 211 100 278 248 224 711 74 158 669 71 RTOR Reduction (vph) 0 0 172 0 0 201 000030 Lane Group Flow (vph) 114 241 39 100 278 47 224 711 74 158 737 0 Confl. Peds. (#/hr) 2 1 1 2 5 5 Confl. Bikes (#/hr) 2 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Free pm+pt NA Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 4 8 8 6 Free 2 Actuated Green, G (s) 28.1 21.1 21.1 28.6 21.6 21.6 72.8 64.1 120.0 71.0 63.2 Effective Green, g (s) 30.1 22.1 22.1 30.6 22.6 22.6 74.8 65.1 120.0 73.0 64.2 Actuated g/C Ratio 0.25 0.18 0.18 0.26 0.19 0.19 0.62 0.54 1.00 0.61 0.54 Clearance Time (s) 4.0 6.0 6.0 4.0 5.5 5.5 4.0 6.0 4.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 211 365 296 243 362 290 334 1044 1599 339 982 v/s Ratio Prot c0.04 0.12 0.03 c0.14 c0.05 0.37 0.03 c0.40 v/s Ratio Perm 0.10 0.02 0.08 0.03 0.36 0.05 0.25 v/c Ratio 0.54 0.66 0.13 0.41 0.77 0.16 0.67 0.68 0.05 0.47 0.75 Uniform Delay, d1 36.7 45.5 40.9 35.7 46.2 40.8 17.0 19.9 0.0 14.9 21.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.56 0.96 1.00 0.84 0.88 Incremental Delay, d2 2.8 4.4 0.2 1.1 9.4 0.3 5.1 3.5 0.1 0.8 4.2 Delay (s) 39.5 49.9 41.1 36.8 55.6 41.0 31.5 22.7 0.1 13.3 23.4 Level of Service DDDDEDCCABC Approach Delay (s) 44.5 46.8 23.0 21.6 Approach LOS DDCC Intersection Summary HCM 2000 Control Delay 31.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 80.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 73: Lemay & Lincoln 2015 Total PM Woodward Governor, Phase 1 Addendum 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total pm.syn Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 67 11 31 11 67 11 31 Maximum Split (%) 9.2% 55.8% 9.2% 25.8% 9.2% 55.8% 9.2% 25.8% Minimum Split (s) 11 30 11 29 11 30 11 24.5 Yellow Time (s) 3 3.5 3 3.5 3434 All-Red Time (s) 1 2.5 1 2.5 1 2 1 1.5 Minimum Initial (s) 47474747 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) 17 13 17 12 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 92 103 50 61 92 103 50 61 End Time (s) 103 50 61 92 103 50 61 92 Yield/Force Off (s) 99 44 57 86 99 44 57 86.5 Yield/Force Off 170(s) 99 27 57 73 99 27 57 74.5 Local Start Time (s) 42 53 0 11 42 53 0 11 Local Yield (s) 49 114 7 36 49 114 7 36.5 Local Yield 170(s) 49 97 7 23 49 97 7 24.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 85 Offset: 50 (42%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 73: Lemay & Lincoln HCM 2010 TWSC 4: East Access & Lincoln 2015 Total AM Link-N-Greens PDP 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total am.syn Intersection Intersection Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 29 205 37 0 234 20 904304 Conflicting Peds, #/hr 000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 250 - 160 250 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 222222222222 Mvmt Flow 34 241 44 0 275 24 11 05405 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 299 0 0 241 0 0 598 608 241 599 596 287 Stage 1 ------ 309 309- 287 287- Stage 2 ------ 289 299- 312 309- Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1262 - - 1326 - - 414 410 798 413 417 752 Stage 1 ------ 701 660- 720 674- Stage 2 ------ 719 666- 699 660- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 1262 - - 1326 - - 403 399 798 402 406 752 Mov Capacity-2 Maneuver ------ 403 399- 402 406- Stage 1 ------ 682 642- 701 674- Stage 2 ------ 715 666- 676 642- Approach EB WB NB SB HCM Control Delay, s 0.8 0 12.8 11.7 HCM LOS B B Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 475 1262 - - 1326 - - 548 HCM Lane V/C Ratio 0.032 0.027 ----- 0.015 HCM Control Delay (s) 12.8 7.932 - - 0 - - 11.7 HCM Lane LOS B A A B HCM 95th %tile Q(veh) 0.1 0.083 - - 0 - - 0.046 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined Lanes and Geometrics 4: East Access & Lincoln 2015 Total AM Link-N-Greens PDP 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total 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) 250 160 250 0 0 0 0 0 Storage Lanes 1 1 1 0 0 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 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.988 0.958 0.925 Flt Protected 0.950 0.967 0.978 Satd. Flow (prot) 1770 1863 1583 1863 1840 0 0 1726 0 0 1685 0 Flt Permitted 0.950 0.967 0.978 Satd. Flow (perm) 1770 1863 1583 1863 1840 0 0 1726 0 0 1685 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2717 1377 381 357 Travel Time (s) 61.8 31.3 8.7 8.1 Intersection Summary Area Type: Other HCM 2010 TWSC 4: East Access & Lincoln 2015 Total PM Woodward Governor, Phase 1 Addendum 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total pm.syn Intersection Intersection Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 364 12 0 399 3 39 0 16 20 0 31 Conflicting Peds, #/hr 000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 250 - 160 250 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 222222222222 Mvmt Flow 5 428 14 0 469 4 46 0 19 24 0 36 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 473 0 0 428 0 0 927 911 428 918 909 471 Stage 1 ------ 438 438- 471 471- Stage 2 ------ 489 473- 447 438- Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1089 - - 1131 - - 249 274 627 252 275 593 Stage 1 ------ 597 579- 573 560- Stage 2 ------ 561 558- 591 579- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 1089 - - 1131 - - 233 273 627 244 274 593 Mov Capacity-2 Maneuver ------ 233 273- 244 274- Stage 1 ------ 594 576- 570 560- Stage 2 ------ 526 558- 571 576- Approach EB WB NB SB HCM Control Delay, s 0.1 0 21.3 16.2 HCM LOS C C Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 285 1089 - - 1131 - - 380 HCM Lane V/C Ratio 0.227 0.004 ----- 0.158 HCM Control Delay (s) 21.3 8.32 - - 0 - - 16.2 HCM Lane LOS C A A C HCM 95th %tile Q(veh) 0.855 0.013 - - 0 - - 0.555 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined Lanes and Geometrics 4: East Access & Lincoln 2015 Total PM Woodward Governor, Phase 1 Addendum 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total 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) 250 160 250 0 0 0 0 0 Storage Lanes 1 1 1 0 0 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 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.999 0.961 0.919 Flt Protected 0.950 0.966 0.980 Satd. Flow (prot) 1770 1863 1583 1863 1861 0 0 1729 0 0 1678 0 Flt Permitted 0.950 0.966 0.980 Satd. Flow (perm) 1770 1863 1583 1863 1861 0 0 1729 0 0 1678 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2717 1377 381 357 Travel Time (s) 61.8 31.3 8.7 8.1 Intersection Summary Area Type: Other HCM Signalized Intersection Capacity Analysis 127: Lemay & Vine 2015 Total AM Link-N-Greens PDP 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 17 85 54 62 119 96 31 360 20 45 636 38 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 16 12 12 16 8 12 13 12 12 14 12 Total Lost time (s) 4.5 4.5 4.5 4.5 4.0 3.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 0.93 0.99 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1767 1929 1770 1918 1902 1964 Flt Permitted 0.33 1.00 0.54 1.00 0.91 0.95 Satd. Flow (perm) 613 1929 1014 1918 1731 1865 Peak-hour factor, PHF 0.85 0.93 0.85 0.85 0.85 0.85 0.85 0.86 0.85 0.85 0.85 0.85 Adj. Flow (vph) 20 91 64 73 140 113 36 419 24 53 748 45 RTOR Reduction (vph) 0 24 0 0 27 0020020 Lane Group Flow (vph) 20 131 0 73 226 0 0 477 0 0 844 0 Confl. Peds. (#/hr) 1 1 Confl. Bikes (#/hr) 1 9 3 Heavy Vehicles (%) 2% 5% 2% 2% 5% 2% 2% 2% 2% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4862 Permitted Phases 4862 Actuated Green, G (s) 20.9 20.9 20.9 20.9 78.6 79.1 Effective Green, g (s) 21.9 21.9 21.9 21.9 79.6 80.1 Actuated g/C Ratio 0.20 0.20 0.20 0.20 0.72 0.73 Clearance Time (s) 5.5 5.5 5.5 5.5 5.0 4.5 Vehicle Extension (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Grp Cap (vph) 122 384 201 381 1252 1358 v/s Ratio Prot 0.07 c0.12 v/s Ratio Perm 0.03 0.07 0.28 c0.45 v/c Ratio 0.16 0.34 0.36 0.59 0.38 0.62 Uniform Delay, d1 36.5 37.9 38.0 40.0 5.8 7.4 Progression Factor 1.00 1.00 1.00 1.00 0.56 1.00 Incremental Delay, d2 1.8 1.5 3.1 4.5 0.9 2.2 Delay (s) 38.3 39.3 41.2 44.5 4.1 9.6 Level of Service D D D D A A Approach Delay (s) 39.2 43.8 4.1 9.6 Approach LOS D D A A Intersection Summary HCM 2000 Control Delay 17.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.5 Intersection Capacity Utilization 76.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 127: Lemay & Vine 2015 Total AM Link-N-Greens PDP 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total am.syn Phase Number 2468 Movement SBTL EBTL NBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Min None C-Min None Maximum Split (s) 81 29 81 29 Maximum Split (%) 73.6% 26.4% 73.6% 26.4% Minimum Split (s) 21.5 22.5 22 22.5 Yellow Time (s) 3.5 4 3.5 4.5 All-Red Time (s) 1 1.5 1.5 1 Minimum Initial (s) 7777 Vehicle Extension (s) 6666 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7777 Flash Dont Walk (s) 10 10 10 10 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 76 47 76 47 End Time (s) 47 76 47 76 Yield/Force Off (s) 42.5 70.5 42 70.5 Yield/Force Off 170(s) 32.5 60.5 32 60.5 Local Start Time (s) 29 0 29 0 Local Yield (s) 105.5 23.5 105 23.5 Local Yield 170(s) 95.5 13.5 95 13.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 60 Offset: 47 (43%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 127: Lemay & Vine HCM Signalized Intersection Capacity Analysis 127: Lemay & Vine 2015 Total PM Woodward Governor, Phase 1 Addendum 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 46 161 76 53 116 151 75 799 68 68 613 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 16 12 12 16 8 12 13 12 12 14 12 Total Lost time (s) 4.5 4.5 4.5 4.5 4.0 3.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 0.91 0.99 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 Satd. Flow (prot) 1767 1954 1770 1882 1893 1964 Flt Permitted 0.18 1.00 0.27 1.00 0.87 0.81 Satd. Flow (perm) 343 1954 508 1882 1658 1600 Peak-hour factor, PHF 0.85 0.88 0.85 0.85 0.85 0.85 0.85 0.91 0.85 0.85 0.90 0.85 Adj. Flow (vph) 54 183 89 62 136 178 88 878 80 80 681 34 RTOR Reduction (vph) 0 15 0 0 40 0020010 Lane Group Flow (vph) 54 257 0 62 274 0 0 1044 0 0 794 0 Confl. Peds. (#/hr) 1 1 Confl. Bikes (#/hr) 1 9 3 Heavy Vehicles (%) 2% 5% 2% 2% 5% 2% 2% 2% 2% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4862 Permitted Phases 4862 Actuated Green, G (s) 22.5 22.5 22.5 22.5 87.0 87.5 Effective Green, g (s) 23.5 23.5 23.5 23.5 88.0 88.5 Actuated g/C Ratio 0.20 0.20 0.20 0.20 0.73 0.74 Clearance Time (s) 5.5 5.5 5.5 5.5 5.0 4.5 Vehicle Extension (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Grp Cap (vph) 67 382 99 368 1215 1180 v/s Ratio Prot 0.13 0.15 v/s Ratio Perm c0.16 0.12 c0.63 0.50 v/c Ratio 0.81 0.67 0.63 0.74 0.86 0.67 Uniform Delay, d1 46.1 44.7 44.2 45.4 11.5 8.2 Progression Factor 1.00 1.00 1.00 1.00 0.75 1.00 Incremental Delay, d2 55.8 7.0 19.2 10.5 6.5 3.1 Delay (s) 101.9 51.7 63.5 55.9 15.1 11.3 Level of Service F D E E B B Approach Delay (s) 60.0 57.2 15.1 11.3 Approach LOS EEBB Intersection Summary HCM 2000 Control Delay 25.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.5 Intersection Capacity Utilization 95.5% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 127: Lemay & Vine 2015 Total PM Woodward Governor, Phase 1 Addendum 2/6/2014 Synchro 8 Light Report Delich Associates 2015 total pm.syn Phase Number 2468 Movement SBTL EBTL NBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Min None C-Min None Maximum Split (s) 90 30 90 30 Maximum Split (%) 75.0% 25.0% 75.0% 25.0% Minimum Split (s) 21.5 22.5 22 22.5 Yellow Time (s) 3.5 4 3.5 4.5 All-Red Time (s) 1 1.5 1.5 1 Minimum Initial (s) 7777 Vehicle Extension (s) 6666 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7777 Flash Dont Walk (s) 10 10 10 10 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 43 13 43 13 End Time (s) 13 43 13 43 Yield/Force Off (s) 8.5 37.5 8 37.5 Yield/Force Off 170(s) 118.5 27.5 118 27.5 Local Start Time (s) 30 0 30 0 Local Yield (s) 115.5 24.5 115 24.5 Local Yield 170(s) 105.5 14.5 105 14.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 13 (11%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 127: Lemay & Vine 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 Magnolia 6/18 415/670 154/352 81/255 446/673 165/281 127/252 779/1048 10/8 185/216 1011/1061 248/395 Mulberry 3/4 Access Lemay East Access AM/PM Existing Access