Loading...
HomeMy WebLinkAboutWOODWARD TECHNOLOGY CENTER (FORMERLY LINK-N-GREENS) - PDP - PDP130001 - REPORTS - TRAFFIC STUDYDELICH ASSOCIATES Traffic & Transportation Engineering 2272 Glen Haven Drive Loveland, Colorado 80538 Phone: (970) 669-2061 Fax: (970) 669-5034 MEMORANDUM TO: Jeff Wingert/Aaron Schlagel, W.W. Reynolds Wayne Timura, Next Level Development Angie Milewski, BHA Design Allen Ginsborg, NewMark Merrill Mountain States Joe Olson/Ward Stanford, Fort Collins Traffic Operations FROM: Matt Delich DATE: January 29, 2013 SUBJECT: Link-N-Greens PDP Transportation Impact Study Amendment (File: 1257ME02) This memorandum provides trip generation and operational analyses of the key intersections due a change (increase of floor area) in the retail/commercial portion of the Link-N-Greens PDP project. This memorandum is an amendment to the “Link-N- Greens PDP Transportation Impact Study” (LNGPDPTIS) January 2013. It also addresses Traffic Operations Comment Number 4 as contained in the City staff letter RE: Link-N-Greens, PDP130001, Round 1, dated January 25, 2013. The future year analyses in the LNGPDPTIS utilized the 2010 Highway Capacity Manual (2010 HCM). Based upon various reviews and discussions with Fort Collins Traffic Operations, the 2010 HCM procedures were found to be inconsistent. Therefore, the analysis techniques in the 2000 Highway Capacity Manual (2000 HCM) were used for all intersections in this exercise. The scope of this exercise was discussed with Joe Olson, Fort Collins Traffic Engineer. This memorandum analyzes the impacts of an increase in floor area in the retail/commercial portion of the development on the 2018 future. It also compares the new trip generation versus that analyzed in the “Link-N-Greens ODP Transportation Impact Study,” (TIS) August 2012. The new site plan for the commercial/retail area is shown in Figure 1. The entire Link-N-Greens site plan (used in the LNGPDPTIS with the new commercial/retail area) is provided in Appendix A. The short range (Year 2018) included the development of Phases 1-4 and the new commercial/retail area. Trip Generation, 9th Edition, ITE was used to estimate the daily and peak hour trip generation for the Link-N-Greens PDP. Table 1 shows the expected trip generation for Phases 1-4 and the new commercial/retail area. The new trip generation resulted in 7626 daily trip ends, 927 morning peak hour trip ends, and 998 afternoon peak hour trip ends. Figure 2 shows the short range (2018) site generated peak hour traffic for the Link-N-Greens PDP. DELICH Link-N-Greens PDP TIS Amendment, January 2013 ASSOCIATES Background traffic projections for the short range (2018) future horizon were obtained from the cited LNGPDPTIS and are shown in Figure 3. The traffic volumes generated by the proposed Link-N-Greens PDP (Figure 2) were added to the background traffic volumes (Figure 3) to produce the total traffic volume forecasts for the short range (2018) future. Figure 4 shows the short range (2018) total peak hour traffic at the key intersections. Operation analyses were performed at the Mulberry/Lemay, Lemay/Magnolia, Lemay/Lincoln, Lemay/Vine, Lemay/RT Access, Lemay/¾ Access, Lincoln/East Access, and Lincoln/West Access intersections. The operations analyses were conducted for the short range future, reflecting year 2018 conditions. Each appendix (containing the calculation forms for the operational analyses) lists the adjustments made to the signal timings at each intersection that differ from the City of Fort Collins analyses. At the Mulberry/Lemay intersection, there will be geometric improvements that are reflected in all subsequent analyses. These are: dual eastbound left-turn lanes and three westbound through lanes. These improvements are expected to be constructed in the next 1-2 years. The intersections were evaluated using techniques provided in the 2000 HCM. A description of level of service for signalized and unsignalized intersections from the 2000 HCM and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are provided in Appendix B. The Link-N-Greens PDP site is in an area termed “commercial corridor.” In areas termed “commercial corridors,” acceptable operation at signalized intersections during the peak hours is defined as level of service D or better for the overall intersection, and level of service E or better for any leg or movement. At unsignalized intersections, there is no minimum acceptable level of service for any approach leg for an arterial/collector or local and collector/local intersection. In such areas, it is expected that there would be substantial delays to the minor street movements at unsignalized intersections during the peak hours. This is considered to be normal and acceptable in urban areas. Using the traffic volumes shown in Figure 3, the key intersections operate in the short range (2018) background traffic future as indicated in Table 2. Calculation forms for these analyses are provided in Appendix B. The key intersections will operate acceptably during the peak hours. Table 3 shows the short range (2018) total morning and afternoon peak hour operation at the key intersections. Calculation forms for these analyses are provided in Appendix C. The Mulberry/Lemay intersection will not achieve level of service E or better for all movements during the afternoon peak hour with the expected geometric improvements mentioned earlier. Therefore, dual southbound left-turn lanes were added in order to achieve acceptable operation. The operation shown in Table 3 for the Mulberry/Lemay intersection also reflects the dual southbound left-turn lanes. The other key intersections will operate acceptably. Table 4 shows the trip generation from the “Link-N-Greens ODP Transportation Impact Study,” August 2012. The trip generation from the ODP resulted in 8220 daily trip ends, 996 morning peak hour trip ends, and 1222 afternoon peak hour trip ends. Table 5 shows the full development trip generation for the Link-N-Greens property with this proposal. The trip generation for the Link-N-Greens property resulted in 8746 daily trip ends, 1139 morning peak hour trip ends, and 1202 afternoon peak hour trip ends. Based upon a comparison of Tables 4 and 5, the current proposal for full development of the Link-N-Greens property will generate more daily, more morning peak hour, and less afternoon peak hour trip ends than that calculated in the “Link-N-Greens ODP Transportation Impact Study.” Since the forecasted traffic is lower in the afternoon peak hour and during the morning peak hour the key intersections are not problematic, it is concluded that the current proposal for Link-N-Greens is compatible, from an operations perspective, with that analyzed in the “Link-N-Greens ODP TIS.” With the development of the Link-N-Greens PDP, it is concluded that the key intersections will operate acceptably with recommended geometry and control. The increase in the commercial/retail area will not significantly impact the key intersections. The current proposal for Link-N-Greens is compatible with that analyzed in the “Link-N- Greens ODP TIS.” Do not hesitate to contact me if you have questions or require additional information. DELICH Link-N-Greens PDP TIS Amendment, January 2013 ASSOCIATES SCALE: 1"=100' SITE PLAN FOR THE COMMERCIAL/ RETAIL AREA Figure 1 DELICH ASSOCIATES Link-N-Greens PDP TIS Amendment, January 2013 18 18 5 6 10 10 9 12 11 13 13 14 14 6 5 2 11 9 12 12 12 12 12 8 203 113 11 7 TR 3 3 7 13 6 12 BANK 5,400 SF RETAIL 12,000 SF SIT-DOWN REST. OFFICE 5,000 SF 21,000 SF SIT-DOWN REST. 10,000 SF RETAIL 20,000 SF TABLE 1 Phases 1-4 & Commercial/Retail Area (2018) Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out Phase 2 714 Headquarters Office 75.0 KSF 7.98 598 1.41 106 0.11 8 0.14 11 1.27 95 Phase 3 714 Office 62.0 KSF 7.98 494 1.41 87 0.11 7 0.14 9 1.27 79 140 Manufacturing (ES A & T) 154.0 KSF 3.82 588 0.57 88 0.16 25 0.26 40 0.47 72 Phase 3 Subtotal 1082 175 32 49 151 Phase 4 714 Office 22.0 KSF 7.98 176 1.41 31 0.11 2 0.14 3 1.27 28 140 Manufacturing (ITS & ES Test Center) 50.0 KSF 3.82 192 0.57 29 0.16 8 0.26 13 0.47 24 Phase 4 Subtotal 368 60 10 16 52 Phase 1 Subtotal (from Table 2) 1220 195 38 60 167 Office/Manufacturing Short Range (2018) Total 3268 536 88 136 465 Commercial Area 932 Sit-Down Restaurant 5.0 KSF 127.15 636 5.95 30 4.86 24 5.91 30 3.94 20 826 Retail 12.0 KSF 44.32 532 0.76 9 0.60 7 1.19 14 1.52 18 710 General Office 21.0 KSF 11.03 232 1.37 29 0.19 4 0.25 5 1.24 26 826 Retail 20.0 KSF 44.32 886 0.76 15 0.60 12 1.19 24 1.52 30 912 Bank 5.4 KSF 148.15 800 6.89 37 5.19 28 12.15 66 12.15 66 932 Sit-Down Restaurant 10.0 KSF 127.15 1272 5.95 59 4.86 49 5.91 59 3.94 39 Commercial Area Total 4358 179 124 198 199 Short Range (2018) Total 7626 715 212 334 664 DELICH Link-N-Greens PDP TIS Amendment, January 2013 ASSOCIATES SHORT RANGE (2018) SITE GENERATED PEAK HOUR TRAFFIC Figure 2 DELICH ASSOCIATES Link-N-Greens PDP TIS Amendment, January 2013 Vine Lincoln Magnolia Mulberry 3/4 Access AM/PM RT Access Lemay East Access West Access 180/84 44/134 52/167 43/133 143/67 144/67 201/144 266/74 43/46 69/264 46/102 NOM 33/97 NOM 6/14 9/28 6/24 31/16 12/6 27/11 49/242 63/68 45/9 210/57 102/119 25/8 45/25 6/30 5/14 40/39 81/64 13/4 23/13 15/36 6/19 467/218 20/22 82/339 57/95 53/55 66/21 45/61 51/12 8/46 6/22 SHORT RANGE (2018) BACKGROUND PEAK HOUR TRAFFIC Figure 3 DELICH ASSOCIATES Link-N-Greens PDP TIS Amendment, January 2013 31/75 379/838 19/64 41/30 664/646 47/72 18/48 90/171 52/79 101/160 126/123 55/53 Vine 85/67 557/655 154/145 18/93 167/219 96/191 110/206 106/234 112/268 57/87 301/713 37/64 Lincoln 7/20 379/690 163/373 75/228 461/661 164/256 86/251 827/1112 10/8 147/213 1073/1126 263/419 Magnolia Mulberry Lemay 589/741 113/184 523/795 68/276 36/133 113/405 AM/PM East Access West Access 4/31 3/20 20/3 248/423 29/4 SHORT RANGE (2018) TOTAL PEAK HOUR TRAFFIC Figure 4 DELICH ASSOCIATES Link-N-Greens PDP TIS Amendment, January 2013 37/89 388/866 25/88 41/30 695/662 47/72 18/48 90/171 64/85 101/160 126/123 82/64 Vine 201/144 789/869 68/276 43/46 658/1005 113/184 46/102 NOM 33/97 36/133 NOM 113/405 49/242 763/992 45/9 210/57 646/1046 110/75 602/680 154/145 24/123 172/233 136/230 191/270 106/234 125/272 80/100 316/749 43/83 Lincoln Magnolia 7/20 559/774 163/373 119/362 513/828 207/389 229/318 827/1112 10/8 291/280 1073/1126 TABLE 2 Short Range (2018) Background Peak Hour Operation Intersection Movement Level of Service AM PM EB LT D D EB T C E EB RT A A EB APPROACH C E WB LT D E WB T C D WB RT A A WB APPROACH C D NB LT C C NB T D D NB RT A A NB APPROACH C C SB LT C D SB T C C SB RT A A SB APPROACH C C Mulberry/Lemay (signal) OVERALL C D WB LT D D WB RT D D WB APPROACH D D NB T A A NB RT A B NB APPROACH A A SB LT A A SB T A A SB APPROACH A A Lemay/Magnolia (signal) OVERALL A B Continued on next page DELICH Link-N-Greens PDP TIS Amendment, January 2013 ASSOCIATES Continued from previous page TABLE 2 Short Range (2018) Background Peak Hour Operation Intersection Movement Level of Service AM PM EB LT D D EB T D D EB RT D D EB APPROACH D D WB LT C D WB T D E WB RT D D WB APPROACH D D NB LT B C NB T B C NB RT A A NB APPROACH B B SB LT A B SB T/RT B C SB APPROACH B C Lemay/Lincoln (signal) OVERALL C C Lincoln/East Access SB LT/RT B C (stop sign) EB LT A A Lincoln/West Access SB LT/RT B C (stop sign) EB LT A A EB LT D E EB T/RT D D EB APPROACH D D WB LT D D WB T/RT D D WB APPROACH D D NB LT/T/RT A C SB LT/T/RT A B Lemay/Vine (signal) OVERALL B C DELICH Link-N-Greens PDP TIS Amendment, January 2013 ASSOCIATES TABLE 3 Short Range (2018) Total Peak Hour Operation Intersection Movement Level of Service AM PM EB LT E [E] D [D] EB T D [C] E [E] EB RT A [A] A [A] EB APPROACH D [D] E [E] WB LT D [D] E [E] WB T C [C] D [D] WB RT A [A] A [A] WB APPROACH C [C] D [D] NB LT C [E] C [E] NB T D [D] E [E] NB RT A [A] A [A] NB APPROACH C [C] D [D] SB LT D [E] F [E] SB T C [C] C [C] SB RT A [A] A [A] SB APPROACH C [C] E [C] Mulberry/Lemay (signal) [with dual SB LT-lanes] OVERALL C [C] E [D] Lemay/RT Access (RT-in/RT-out) EB RT B C EB LT E E EB T/RT D D EB APPROACH D E WB LT D E WB T/RT D D WB APPROACH D E NB LT A B 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 B Lemay/Magnolia (signal) OVERALL A B Lemay/¾ Access EB RT B C (stop sign) NB LT B B Continued on next page DELICH Link-N-Greens PDP TIS Amendment, January 2013 ASSOCIATES Continued from previous page TABLE 3 Short Range (2018) Total Peak Hour Operation Intersection Movement Level of Service AM PM EB LT C D EB T D D EB RT D D EB APPROACH D D WB LT D D WB T D E WB RT D D WB APPROACH D D NB LT C E NB T B C NB RT A A NB APPROACH B C SB LT A C SB T/RT C D SB APPROACH C D Lemay/Lincoln (signal) OVERALL C D NB LT/T/RT C D SB LT/T/RT B C EB LT A A Lincoln/East Access (stop sign) WB LT A A NB LT/T/RT C D SB LT/T/RT B C EB LT A A Lincoln/West Access (stop sign) WB LT A A EB LT D E EB T/RT D D EB APPROACH D D WB LT D E WB T/RT D D WB APPROACH D D NB LT/T/RT A D SB LT/T/RT B B Lemay/Vine (signal) OVERALL B D DELICH Link-N-Greens PDP TIS Amendment, January 2013 ASSOCIATES TABLE 4 Trip Generation from Link-N-Greens ODP (August 2012) Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out Phase 1 140 Manufacturing 214.0 KSF 3.82 820 0.57 122 0.16 34 0.26 56 0.47 100 Retail/Commercial 820 Retail 54.5 KSF 42.92 2340 0.61 34 0.39 21 1.83 148 1.90 155 311 All-Suites Hotel 150 Rooms 4.90 740 0.21 31 0.17 26 0.18 27 0.22 33 932 Sit-Down Restaurant 7.0 KSF 127.15 890 5.99 42 5.53 39 6.58 46 4.57 32 Retail/Commercial Subtotal 3970 107 86 221 220 Phase 1 Total 4790 229 120 277 320 Phase 2 140 Manufacturing 388.0 KSF 3.82 1480 0.57 220 0.16 63 0.26 102 0.47 181 714 Corporate Office 244.0 KSF 7.98 1950 1.39 339 0.10 25 0.14 34 1.26 308 Phase 2 Total 3430 559 88 136 489 Link-N-Greens ODP Total 8220 788 208 413 809 TABLE 5 Link-N-Greens Property Full Development Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out ITS and A&T 714 Office 60.6 KSF 7.98 484 1.41 85 0.11 7 0.14 8 1.27 77 140 Manufacturing 205.4 KSF 3.82 784 0.57 117 0.16 33 0.26 53 0.47 97 ES A&T 714 Office 73.0 KSF 7.98 582 1.41 103 0.11 8 0.14 10 1.27 93 140 Manufacturing 193.0 KSF 3.82 738 0.57 110 0.16 31 0.26 50 0.47 91 ITS and ES Test 714 Office 22.0 KSF 7.98 176 1.41 31 0.11 2 0.14 3 1.27 28 140 Manufacturing 80.0 KSF 3.82 306 0.57 46 0.16 13 0.26 21 0.47 38 Other 714 Headquarters Office 100.0 KSF 7.98 798 1.41 141 0.11 11 0.14 14 1.27 127 140 Misc (Cafeteria/ Production Support) 36.0 KSF 3.82 138 0.57 21 0.16 4 0.26 5 0.47 17 140 Undefined Expansion 100.0 KSF 3.82 382 0.57 57 0.16 16 0.26 26 0.47 47 Office/Manufacturing Subtotal 4388 711 125 190 615 Commercial Area Subtotal (from Table 1) 4358 179 124 198 199 Link-N-Greens Full Development Total 8746 890 249 388 814 DELICH Link-N-Greens PDP TIS Amendment, January 2013 ASSOCIATES APPENDIX A SCALE: 1"=400' SITE PLAN Figure 5 DELICH ASSOCIATES Link-N-Greens PDP TIS, January 2013 Page 12 18 18 5 6 10 10 9 12 11 13 13 14 14 6 5 2 11 9 12 12 12 12 12 8 203 113 11 7 TR 3 3 7 13 6 12 BANK 5,400 SF RETAIL 12,000 SF SIT-DOWN REST. OFFICE 5,000 SF 21,000 SF SIT-DOWN REST. 10,000 SF RETAIL 20,000 SF APPENDIX B 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 (City Limits) Motor Vehicle LOS Standards (Intersections) Land Use (from structure plan) Other corridors within: Intersection type Commercial corridors Mixed use districts Low density mixed use residential All other areas Signalized intersections (overall) DE*DD Any Leg EEDE Any Movement EEDE Stop sign control (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 Signal Adjustments Short Range (2018) 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. • Lemay/Magnolia – No change. • Lemay/Lincoln – NB right-turn lane is channelized and analyzed with a “Free” condition with an acceleration lane. • 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. 72: Mulberry (State 14) & Lemay HCM Signalized Intersection Capacity Analysis 2018 Bkgrd AM 1/28/2013 Delich Associates Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 Movement 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 12 12 16 12 12 15 12 12 16 12 12 12 Total Lost time (s) 3.0 5.5 5.5 4.0 5.0 5.0 3.0 5.5 5.5 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 1769 3539 1561 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.47 1.00 1.00 0.34 1.00 1.00 Satd. Flow (perm) 3433 3406 1769 3433 4893 1720 872 3539 1772 627 3539 1561 Volume (vph) 86 827 10 263 1073 147 7 379 163 164 461 75 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) 93 899 11 286 1166 160 8 412 177 178 501 82 RTOR Reduction (vph) 000000000000 Lane Group Flow (vph) 93 899 11 286 1166 160 8 412 177 178 501 82 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 Free Prot Free pm+pt Free pm+pt Free Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases Free Free 6 Free 2 Free Actuated Green, G (s) 7.2 42.3 110.0 13.5 49.1 110.0 22.7 21.4 110.0 36.2 30.9 110.0 Effective Green, g (s) 9.2 43.3 110.0 14.5 50.1 110.0 27.2 22.4 110.0 39.7 31.9 110.0 Actuated g/C Ratio 0.08 0.39 1.00 0.13 0.46 1.00 0.25 0.20 1.00 0.36 0.29 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) 287 1341 1769 453 2229 1720 234 721 1772 349 1026 1561 v/s Ratio Prot 0.03 c0.26 c0.08 0.24 0.00 0.12 c0.05 0.14 v/s Ratio Perm 0.01 0.09 0.01 0.10 c0.13 0.05 v/c Ratio 0.32 0.67 0.01 0.63 0.52 0.09 0.03 0.57 0.10 0.51 0.49 0.05 Uniform Delay, d1 47.5 27.5 0.0 45.2 21.4 0.0 31.3 39.5 0.0 25.5 32.3 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.85 1.00 Incremental Delay, d2 0.7 2.7 0.0 2.9 0.9 0.1 0.1 1.1 0.1 1.2 0.4 0.1 Delay (s) 48.1 30.2 0.0 48.1 22.3 0.1 31.4 40.6 0.1 22.6 27.8 0.1 Level of Service D C A D C A C D A C C A Approach Delay (s) 31.5 24.7 28.5 23.6 Approach LOS CCCC Intersection Summary HCM Average Control Delay 26.8 HCM Level of Service C HCM Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 72: Mulberry (State 14) & Lemay Timing Report, Sorted By Phase 2018 Bkgrd AM 1/28/2013 Delich Associates Synchro 6 Light Report Matthew J. Delich , P. E. Page 2 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: Mulberry (State 14) & Lemay HCM Signalized Intersection Capacity Analysis 72: Mulberry (State 14) & Lemay 2018 Bkgrd PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement 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 12 12 16 12 12 15 12 12 16 12 12 12 Total Lost time (s) 3.0 5.5 5.5 4.0 5.0 5.0 3.0 5.5 5.5 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 0.38 1.00 1.00 0.14 1.00 1.00 Satd. Flow (perm) 3433 3406 1769 3433 4893 1720 713 3539 1772 267 3539 1561 Volume (vph) 251 1112 8 419 1126 213 20 690 373 256 661 228 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) 259 1146 8 432 1161 220 21 711 385 264 681 235 RTOR Reduction (vph) 000000000000 Lane Group Flow (vph) 259 1146 8 432 1161 220 21 711 385 264 681 235 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 Free Prot Free pm+pt Free pm+pt 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 38.4 120.5 16.1 34.0 120.5 30.8 28.0 120.5 48.0 41.2 120.5 Effective Green, g (s) 23.0 39.4 120.5 17.1 35.0 120.5 35.3 29.0 120.5 51.5 42.2 120.5 Actuated g/C Ratio 0.19 0.33 1.00 0.14 0.29 1.00 0.29 0.24 1.00 0.43 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) 655 1114 1769 487 1421 1720 242 852 1772 326 1239 1561 v/s Ratio Prot 0.08 c0.34 0.13 c0.24 0.00 0.20 c0.11 0.19 v/s Ratio Perm 0.00 0.13 0.02 0.22 c0.23 0.15 v/c Ratio 0.40 1.03 0.00 0.89 0.82 0.13 0.09 0.83 0.22 0.81 0.55 0.15 Uniform Delay, d1 42.7 40.5 0.0 50.8 39.8 0.0 30.5 43.5 0.0 26.3 31.5 0.0 Progression 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 Incremental Delay, d2 0.4 34.6 0.0 17.5 5.3 0.2 0.2 7.1 0.3 13.8 0.5 0.2 Delay (s) 43.1 75.1 0.0 68.2 45.1 0.2 30.6 50.6 0.3 40.0 32.0 0.2 Level of Service D E A E D A C D A D C A Approach Delay (s) 68.8 45.1 32.9 27.5 Approach LOS E D C C Intersection Summary HCM Average Control Delay 44.9 HCM Level of Service D HCM Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 120.5 Sum of lost time (s) 13.5 Intersection Capacity Utilization 91.9% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 72: Mulberry (State 14) & Lemay 2018 Bkgrd PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 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 32.5 26 42 Maximum Split (%) 9.1% 34.0% 17.4% 39.0% 16.6% 27.0% 21.6% 34.9% 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) 35 46 87.5 108.5 35 55 9 87.5 End Time (s) 46 87.5 108.5 35 55 87.5 35 9 Yield/Force Off (s) 42 81 103.5 28.5 51 81 30 3 Yield/Force Off 170(s) 42 64 103.5 12.5 51 62 30 108.5 Local Start Time (s) 0 11 52.5 73.5 0 20 94.5 52.5 Local Yield (s) 7 46 68.5 114 16 46 115.5 88.5 Local Yield 170(s) 7 29 68.5 98 16 27 115.5 73.5 Intersection Summary Cycle Length 120.5 Control Type Actuated-Coordinated Natural Cycle 105 Offset: 35 (29%), Referenced to phase 4:EBT, Start of Red Splits and Phases: 72: Mulberry (State 14) & Lemay 145: Magnolia & Lemay HCM Signalized Intersection Capacity Analysis 2018 Bkgrd AM 1/28/2013 Delich Associates Synchro 6 Light Report Matthew J. Delich , P. E. Page 7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 13 12 12 Total Lost time (s) 5.0 5.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.97 1.00 0.97 1.00 1.00 Flpb, ped/bikes 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 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 1543 3539 1589 1768 3539 Flt Permitted 0.95 1.00 1.00 1.00 0.39 1.00 Satd. Flow (perm) 3433 1543 3539 1589 729 3539 Volume (vph) 113 36 523 68 113 589 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 131 42 608 79 131 685 RTOR Reduction (vph) 0 38 0 20 0 0 Lane Group Flow (vph) 131 4 608 59 131 685 Confl. Peds. (#/hr) 1 3 3 Turn Type Perm Perm pm+pt Protected Phases 3 6 5 2 Permitted Phases 3 6 2 Actuated Green, G (s) 9.4 9.4 80.3 80.3 90.1 90.1 Effective Green, g (s) 9.4 9.4 81.8 81.8 91.6 91.6 Actuated g/C Ratio 0.09 0.09 0.74 0.74 0.83 0.83 Clearance Time (s) 5.0 5.0 5.5 5.5 4.0 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 293 132 2632 1182 662 2947 v/s Ratio Prot c0.04 0.17 0.01 c0.19 v/s Ratio Perm 0.00 0.04 0.15 v/c Ratio 0.45 0.03 0.23 0.05 0.20 0.23 Uniform Delay, d1 47.8 46.1 4.4 3.8 1.9 1.9 Progression Factor 1.00 1.00 0.23 0.00 0.25 0.24 Incremental Delay, d2 1.1 0.1 0.2 0.1 0.1 0.1 Delay (s) 48.9 46.2 1.2 0.1 0.6 0.6 Level of Service D D AAAA Approach Delay (s) 48.3 1.1 0.6 Approach LOS D A A Intersection Summary HCM Average Control Delay 5.7 HCM Level of Service A HCM Volume to Capacity ratio 0.25 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 9.0 Intersection Capacity Utilization 39.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 145: Magnolia & Lemay Timing Report, Sorted By Phase 2018 Bkgrd AM 1/28/2013 Delich Associates Synchro 6 Light Report Matthew J. Delich , P. E. Page 8 Phase Number 2356 Movement SBTL WBL SBL NBT Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode C-Max None None C-Max Maximum Split (s) 83 27 12 71 Maximum Split (%) 75.5% 24.5% 10.9% 64.5% Minimum Split (s) 24.5 13 11 24.5 Yellow Time (s) 4334 All-Red Time (s) 1.5 2 1 1.5 Minimum Initial (s) 7747 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7 7 Flash Dont Walk (s) 12 12 Dual Entry Yes Yes No Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 64 37 64 76 End Time (s) 37 64 76 37 Yield/Force Off (s) 31.5 59 72 31.5 Yield/Force Off 170(s) 19.5 59 72 19.5 Local Start Time (s) 27 0 27 39 Local Yield (s) 104.5 22 35 104.5 Local Yield 170(s) 92.5 22 35 92.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 50 Offset: 37 (34%), Referenced to phase 2:SBTL and 6:NBT, Start of Red Splits and Phases: 145: Magnolia & Lemay HCM Signalized Intersection Capacity Analysis 145: Magnolia & Lemay 2018 Bkgrd PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 13 12 12 Total Lost time (s) 5.0 5.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.98 1.00 0.97 1.00 1.00 Flpb, ped/bikes 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 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 1547 3539 1588 1769 3539 Flt Permitted 0.95 1.00 1.00 1.00 0.28 1.00 Satd. Flow (perm) 3433 1547 3539 1588 528 3539 Volume (vph) 405 133 795 276 184 741 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 422 139 828 288 192 772 RTOR Reduction (vph) 0 116 0 102 0 0 Lane Group Flow (vph) 422 23 828 186 192 772 Confl. Peds. (#/hr) 1 3 3 Turn Type Perm Perm pm+pt Protected Phases 3 6 5 2 Permitted Phases 3 6 2 Actuated Green, G (s) 19.8 19.8 76.2 76.2 89.7 89.7 Effective Green, g (s) 19.8 19.8 77.7 77.7 91.2 91.2 Actuated g/C Ratio 0.17 0.17 0.65 0.65 0.76 0.76 Clearance Time (s) 5.0 5.0 5.5 5.5 4.0 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 566 255 2292 1028 500 2690 v/s Ratio Prot c0.12 0.23 c0.03 0.22 v/s Ratio Perm 0.01 0.12 c0.26 v/c Ratio 0.75 0.09 0.36 0.18 0.38 0.29 Uniform Delay, d1 47.7 42.5 9.7 8.4 5.0 4.4 Progression Factor 1.00 1.00 1.00 1.00 1.69 1.84 Incremental Delay, d2 5.3 0.2 0.4 0.4 0.4 0.2 Delay (s) 53.0 42.6 10.2 8.8 8.8 8.3 Level of Service D D BAAA Approach Delay (s) 50.4 9.8 8.4 Approach LOS D A A Intersection Summary HCM Average Control Delay 17.9 HCM Level of Service B HCM Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0 Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 145: Magnolia & Lemay 2018 Bkgrd PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Phase Number 2356 Movement SBTL WBL SBL NBT Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode C-Max None None C-Max Maximum Split (s) 90 30 11 79 Maximum Split (%) 75.0% 25.0% 9.2% 65.8% Minimum Split (s) 24.5 13 11 24.5 Yellow Time (s) 4334 All-Red Time (s) 1.5 2 1 1.5 Minimum Initial (s) 7747 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7 7 Flash Dont Walk (s) 12 12 Dual Entry Yes Yes No Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 45 15 45 56 End Time (s) 15 45 56 15 Yield/Force Off (s) 9.5 40 52 9.5 Yield/Force Off 170(s) 117.5 40 52 117.5 Local Start Time (s) 30 0 30 41 Local Yield (s) 114.5 25 37 114.5 Local Yield 170(s) 102.5 25 37 102.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 50 Offset: 15 (13%), Referenced to phase 2:SBTL and 6:NBT, Start of Red Splits and Phases: 145: Magnolia & Lemay 73: Lincoln & Lemay HCM Signalized Intersection Capacity Analysis 2018 Bkgrd AM 1/28/2013 Delich Associates Synchro 6 Light Report Matthew J. Delich , P. E. Page 3 Movement 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 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 5.0 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 1609 1828 1925 1543 1829 1925 1599 1765 1826 Flt Permitted 0.67 1.00 1.00 0.37 1.00 1.00 0.21 1.00 1.00 0.48 1.00 Satd. Flow (perm) 1332 1987 1609 708 1925 1543 403 1925 1599 886 1826 Volume (vph) 18 167 96 57 112 106 110 301 37 154 557 85 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) 21 196 113 67 132 125 129 354 44 181 655 100 RTOR Reduction (vph) 0 0 96 0 0 102 000050 Lane Group Flow (vph) 21 196 17 67 132 23 129 354 44 181 750 0 Confl. Peds. (#/hr) 2 1 1 2 5 5 Confl. Bikes (#/hr) 2 Turn Type pm+pt Perm pm+pt Perm pm+pt Free pm+pt Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 4 8 8 6 Free 2 Actuated Green, G (s) 18.8 16.0 16.0 24.9 19.3 19.3 67.0 59.8 110.0 69.8 61.2 Effective Green, g (s) 22.8 17.0 17.0 28.4 20.3 20.3 71.0 60.8 110.0 73.8 62.2 Actuated g/C Ratio 0.21 0.15 0.15 0.26 0.18 0.18 0.65 0.55 1.00 0.67 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) 295 307 249 250 355 285 366 1064 1599 671 1033 v/s Ratio Prot 0.00 c0.10 c0.02 0.07 c0.03 0.18 c0.02 c0.41 v/s Ratio Perm 0.01 0.01 0.05 0.01 0.20 0.03 0.16 v/c Ratio 0.07 0.64 0.07 0.27 0.37 0.08 0.35 0.33 0.03 0.27 0.73 Uniform Delay, d1 35.0 43.6 39.7 31.8 39.3 37.1 11.8 13.5 0.0 7.0 17.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.39 0.79 1.00 0.72 0.91 Incremental Delay, d2 0.1 4.3 0.1 0.6 0.7 0.1 0.6 0.8 0.0 0.2 3.6 Delay (s) 35.1 47.9 39.9 32.4 39.9 37.3 16.9 11.4 0.0 5.2 19.7 Level of Service DDDCDDBBAAB Approach Delay (s) 44.4 37.3 11.8 16.9 Approach LOS D D B B Intersection Summary HCM Average Control Delay 23.1 HCM Level of Service C HCM Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 67.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 73: Lincoln & Lemay Timing Report, Sorted By Phase 2018 Bkgrd AM 1/28/2013 Delich Associates Synchro 6 Light Report Matthew J. Delich , P. E. Page 4 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) 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) 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 1 30 74 104 2.5 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 14 43 87 7 15.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 95 Offset: 97 (88%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 73: Lincoln & Lemay HCM Signalized Intersection Capacity Analysis 73: Lincoln & Lemay 2018 Bkgrd PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement 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 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 5.0 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 1835 Flt Permitted 0.23 1.00 1.00 0.33 1.00 1.00 0.15 1.00 1.00 0.18 1.00 Satd. Flow (perm) 449 1987 1610 636 1925 1542 283 1925 1599 339 1835 Volume (vph) 93 219 191 87 268 234 206 713 64 145 655 67 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) 109 255 225 102 301 269 242 759 75 171 704 77 RTOR Reduction (vph) 0 0 183 0 0 212 000030 Lane Group Flow (vph) 109 255 42 102 301 57 242 759 75 171 778 0 Confl. Peds. (#/hr) 2 1 1 2 5 5 Confl. Bikes (#/hr) 2 Turn Type pm+pt Perm pm+pt Perm pm+pt Free pm+pt Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 4 8 8 6 Free 2 Actuated Green, G (s) 28.6 21.6 21.6 29.1 22.1 22.1 73.0 63.7 120.0 69.8 62.1 Effective Green, g (s) 32.6 22.6 22.6 32.6 23.1 23.1 77.0 64.7 120.0 73.8 63.1 Actuated g/C Ratio 0.27 0.19 0.19 0.27 0.19 0.19 0.64 0.54 1.00 0.61 0.53 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) 218 374 303 252 371 297 314 1038 1599 312 965 v/s Ratio Prot c0.03 0.13 0.03 c0.16 c0.07 0.39 0.04 0.42 v/s Ratio Perm 0.10 0.03 0.08 0.04 c0.43 0.05 0.30 v/c Ratio 0.50 0.68 0.14 0.40 0.81 0.19 0.77 0.73 0.05 0.55 0.81 Uniform Delay, d1 34.8 45.4 40.6 34.3 46.4 40.6 19.1 21.0 0.0 16.1 23.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.65 0.77 1.00 1.04 0.84 Incremental Delay, d2 1.8 5.1 0.2 1.1 12.6 0.3 10.7 4.4 0.1 1.5 5.5 Delay (s) 36.6 50.4 40.8 35.3 59.0 40.9 23.2 20.7 0.1 18.3 25.1 Level of Service DDDDEDCCABC Approach Delay (s) 44.2 48.2 19.8 23.9 Approach LOS D D B C Intersection Summary HCM Average Control Delay 31.1 HCM Level of Service C HCM Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 83.9% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 73: Lincoln & Lemay 2018 Bkgrd PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 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 95 Offset: 50 (42%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 73: Lincoln & Lemay 4: Lincoln & East Access HCM Unsignalized Intersection Capacity Analysis 2018 Bkgrd AM 1/28/2013 Delich Associates Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 29 207 248 20 3 4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 34 244 292 24 4 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 315 615 304 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 315 615 304 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 97 99 99 cM capacity (veh/h) 1245 442 736 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 34 244 315 8 Volume Left 34 0 0 4 Volume Right 0 0 24 5 cSH 1245 1700 1700 573 Volume to Capacity 0.03 0.14 0.19 0.01 Queue Length 95th (ft) 2001 Control Delay (s) 8.0 0.0 0.0 11.4 Lane LOS A B Approach Delay (s) 1.0 0.0 11.4 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 30.9% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Lincoln & East Access 2018 Bkgrd PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 4 383 423 3 20 31 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 5 451 498 4 24 36 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 501 959 499 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 501 959 499 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 92 94 cM capacity (veh/h) 1063 284 571 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 5 451 501 60 Volume Left 5 0 0 24 Volume Right 0 0 4 36 cSH 1063 1700 1700 409 Volume to Capacity 0.00 0.27 0.29 0.15 Queue Length 95th (ft) 0 0 0 13 Control Delay (s) 8.4 0.0 0.0 15.3 Lane LOS A C Approach Delay (s) 0.1 0.0 15.3 Approach LOS C Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 32.4% ICU Level of Service A Analysis Period (min) 15 9: Lincoln & West Access HCM Unsignalized Intersection Capacity Analysis 2018 Bkgrd AM 1/28/2013 Delich Associates Synchro 6 Light Report Matthew J. Delich , P. E. Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 23 260 252 16 2 3 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 27 306 296 19 2 4 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 315 666 306 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 315 666 306 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 98 99 100 cM capacity (veh/h) 1245 415 734 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 27 306 315 6 Volume Left 27 0 0 2 Volume Right 0 0 19 4 cSH 1245 1700 1700 562 Volume to Capacity 0.02 0.18 0.19 0.01 Queue Length 95th (ft) 2001 Control Delay (s) 8.0 0.0 0.0 11.5 Lane LOS A B Approach Delay (s) 0.6 0.0 11.5 Approach LOS B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 29.1% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 9: Lincoln & West Access 2018 Bkgrd PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 3 355 480 2 16 25 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 4 418 565 2 19 29 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 567 991 566 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 567 991 566 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 93 94 cM capacity (veh/h) 1005 272 524 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 4 418 567 48 Volume Left 4 0 0 19 Volume Right 0 0 2 29 cSH 1005 1700 1700 385 Volume to Capacity 0.00 0.25 0.33 0.13 Queue Length 95th (ft) 0 0 0 11 Control Delay (s) 8.6 0.0 0.0 15.7 Lane LOS A C Approach Delay (s) 0.1 0.0 15.7 Approach LOS C Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 35.4% ICU Level of Service A Analysis Period (min) 15 127: Vine & Lemay HCM Signalized Intersection Capacity Analysis 2018 Bkgrd AM 1/28/2013 Delich Associates Synchro 6 Light Report Matthew J. Delich , P. E. Page 5 Movement 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 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 0.94 0.99 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1767 1937 1770 1922 1904 1964 Flt Permitted 0.31 1.00 0.53 1.00 0.91 0.94 Satd. Flow (perm) 572 1937 997 1922 1731 1861 Volume (vph) 18 90 52 55 126 96 31 379 19 47 664 41 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) 21 97 61 65 148 113 36 441 22 55 781 48 RTOR Reduction (vph) 0 21 0 0 26 0010020 Lane Group Flow (vph) 21 137 0 65 235 0 0 498 0 0 882 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 Perm Perm Perm Protected Phases 4862 Permitted Phases 4862 Actuated Green, G (s) 20.6 20.6 20.6 20.6 78.9 79.4 Effective Green, g (s) 21.6 21.6 21.6 21.6 79.9 80.4 Actuated g/C Ratio 0.20 0.20 0.20 0.20 0.73 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) 112 380 196 377 1257 1360 v/s Ratio Prot 0.07 c0.12 v/s Ratio Perm 0.04 0.07 0.29 c0.47 v/c Ratio 0.19 0.36 0.33 0.62 0.40 0.65 Uniform Delay, d1 36.9 38.2 38.0 40.5 5.8 7.6 Progression Factor 1.00 1.00 1.00 1.00 0.51 1.00 Incremental Delay, d2 2.3 1.6 2.8 5.4 0.9 2.4 Delay (s) 39.2 39.9 40.8 45.9 3.9 10.0 Level of Service D D D D A A Approach Delay (s) 39.8 44.9 3.9 10.0 Approach LOS D D A A Intersection Summary HCM Average Control Delay 17.2 HCM Level of Service B HCM Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 79.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 127: Vine & Lemay Timing Report, Sorted By Phase 2018 Bkgrd AM 1/28/2013 Delich Associates Synchro 6 Light Report Matthew J. Delich , P. E. Page 6 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: Vine & Lemay HCM Signalized Intersection Capacity Analysis 127: Vine & Lemay 2018 Bkgrd PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement 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 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 0.92 0.99 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 Satd. Flow (prot) 1768 1955 1770 1883 1896 1964 Flt Permitted 0.20 1.00 0.28 1.00 0.87 0.81 Satd. Flow (perm) 367 1955 530 1883 1660 1591 Volume (vph) 48 171 79 53 123 160 75 838 64 72 646 30 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) 56 194 93 62 145 188 88 921 75 85 718 35 RTOR Reduction (vph) 0 15 0 0 41 0020010 Lane Group Flow (vph) 56 272 0 62 292 0 0 1082 0 0 837 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 Perm Perm Perm Protected Phases 4862 Permitted Phases 4862 Actuated Green, G (s) 25.0 25.0 25.0 25.0 84.5 85.0 Effective Green, g (s) 26.0 26.0 26.0 26.0 85.5 86.0 Actuated g/C Ratio 0.22 0.22 0.22 0.22 0.71 0.72 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) 80 424 115 408 1183 1140 v/s Ratio Prot 0.14 c0.16 v/s Ratio Perm 0.15 0.12 c0.65 0.53 v/c Ratio 0.70 0.64 0.54 0.72 0.91 0.73 Uniform Delay, d1 43.4 42.8 41.7 43.6 14.2 10.2 Progression Factor 1.00 1.00 1.00 1.00 0.75 1.00 Incremental Delay, d2 33.2 5.4 11.1 8.4 9.7 4.2 Delay (s) 76.6 48.1 52.8 52.0 20.4 14.4 Level of Service E D D D C B Approach Delay (s) 52.8 52.1 20.4 14.4 Approach LOS D D C B Intersection Summary HCM Average Control Delay 27.4 HCM Level of Service C HCM Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.5 Intersection Capacity Utilization 98.1% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 127: Vine & Lemay 2018 Bkgrd PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Phase Number 2468 Movement SBTL EBTL NBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Min None C-Min None Maximum Split (s) 85 35 85 35 Maximum Split (%) 70.8% 29.2% 70.8% 29.2% 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) 48 13 48 13 End Time (s) 13 48 13 48 Yield/Force Off (s) 8.5 42.5 8 42.5 Yield/Force Off 170(s) 118.5 32.5 118 32.5 Local Start Time (s) 35 0 35 0 Local Yield (s) 115.5 29.5 115 29.5 Local Yield 170(s) 105.5 19.5 105 19.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 13 (11%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 127: Vine & Lemay APPENDIX C Signal Adjustments Short Range (2018) Traffic • Mulberry/Lemay – EB dual left-turn lanes, an additional WB through lane, and dual SB left-turn lanes 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. • 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 14 seconds of NB through time and 25 seconds of SB through time in the afternoon peak hour to the EB & WB legs. • Lemay/Lincoln – NB right-turn lane is channelized and analyzed with a “Free” condition with an acceleration lane. During the afternoon peak hour, 6 seconds of green time needed to be added to the NB left-turn phase and was taken from SB through phase. • 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: Mulberry (State 14) & Lemay 2018 Total AM Single SB left-turn lane Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement 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 12 12 16 12 12 15 12 12 16 12 12 12 Total Lost time (s) 3.0 5.5 5.5 4.0 5.0 5.0 3.0 5.5 5.5 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 1769 3539 1561 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.44 1.00 1.00 0.22 1.00 1.00 Satd. Flow (perm) 3433 3406 1769 3433 4893 1720 825 3539 1772 416 3539 1561 Volume (vph) 229 827 10 263 1073 291 7 559 163 207 513 119 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) 249 899 11 286 1166 316 8 608 177 225 558 129 RTOR Reduction (vph) 000000000000 Lane Group Flow (vph) 249 899 11 286 1166 316 8 608 177 225 558 129 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 Free Prot Free pm+pt Free pm+pt 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 38.1 110.0 12.8 42.4 110.0 27.5 26.2 110.0 41.1 35.8 110.0 Effective Green, g (s) 11.0 39.1 110.0 13.8 43.4 110.0 32.0 27.2 110.0 44.6 36.8 110.0 Actuated g/C Ratio 0.10 0.36 1.00 0.13 0.39 1.00 0.29 0.25 1.00 0.41 0.33 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) 343 1211 1769 431 1931 1720 260 875 1772 315 1184 1561 v/s Ratio Prot 0.07 c0.26 0.08 c0.24 0.00 0.17 c0.08 0.16 v/s Ratio Perm 0.01 0.18 0.01 0.10 c0.21 0.08 v/c Ratio 0.73 0.74 0.01 0.66 0.60 0.18 0.03 0.69 0.10 0.71 0.47 0.08 Uniform Delay, d1 48.0 31.0 0.0 45.9 26.5 0.0 27.8 37.6 0.0 23.8 28.9 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.17 0.84 1.00 Incremental Delay, d2 7.4 4.1 0.0 3.8 1.4 0.2 0.0 2.4 0.1 7.2 0.3 0.1 Delay (s) 55.5 35.2 0.0 49.7 27.9 0.2 27.8 40.0 0.1 35.1 24.7 0.1 Level of Service E D A D C A C D A D C A Approach Delay (s) 39.2 26.5 31.0 23.8 Approach LOS DCCC Intersection Summary HCM Average Control Delay 29.9 HCM Level of Service C HCM Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 73.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 72: Mulberry (State 14) & Lemay 2018 Total AM Single SB left-turn lane Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 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: Mulberry (State 14) & Lemay HCM Signalized Intersection Capacity Analysis 72: Mulberry (State 14) & Lemay 2018 Total PM Single SB left-turn lane Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement 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 12 12 16 12 12 15 12 12 16 12 12 12 Total Lost time (s) 3.0 5.5 5.5 4.0 5.0 5.0 3.0 5.5 5.5 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 0.26 1.00 1.00 0.12 1.00 1.00 Satd. Flow (perm) 3433 3406 1769 3433 4893 1720 475 3539 1772 217 3539 1561 Volume (vph) 318 1112 8 419 1126 280 20 774 373 389 828 362 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) 328 1146 8 432 1161 289 21 798 385 401 854 373 RTOR Reduction (vph) 000000000000 Lane Group Flow (vph) 328 1146 8 432 1161 289 21 798 385 401 854 373 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 Free Prot Free pm+pt Free pm+pt 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 38.1 120.0 16.0 33.6 120.0 30.7 27.9 120.0 47.9 41.1 120.0 Effective Green, g (s) 23.0 39.1 120.0 17.0 34.6 120.0 35.2 28.9 120.0 51.4 42.1 120.0 Actuated g/C Ratio 0.19 0.33 1.00 0.14 0.29 1.00 0.29 0.24 1.00 0.43 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) 658 1110 1769 486 1411 1720 180 852 1772 313 1242 1561 v/s Ratio Prot 0.10 c0.34 0.13 c0.24 0.00 0.23 c0.18 0.24 v/s Ratio Perm 0.00 0.17 0.03 0.22 c0.37 0.24 v/c Ratio 0.50 1.03 0.00 0.89 0.82 0.17 0.12 0.94 0.22 1.28 0.69 0.24 Uniform Delay, d1 43.3 40.5 0.0 50.6 39.8 0.0 30.5 44.7 0.0 35.3 33.3 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.50 0.93 1.00 Incremental Delay, d2 0.6 35.7 0.0 17.7 5.5 0.2 0.3 17.3 0.3 145.7 1.4 0.3 Delay (s) 43.9 76.1 0.0 68.3 45.4 0.2 30.8 61.9 0.3 198.7 32.4 0.3 Level of Service D E A E D A C E A F C A Approach Delay (s) 68.6 43.7 41.7 66.0 Approach LOS E D D E Intersection Summary HCM Average Control Delay 55.1 HCM Level of Service E HCM Volume to Capacity ratio 1.14 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 101.5% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 72: Mulberry (State 14) & Lemay 2018 Total PM Single SB left-turn lane Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 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 115 Offset: 35 (29%), Referenced to phase 4:EBT, Start of Red Splits and Phases: 72: Mulberry (State 14) & Lemay HCM Signalized Intersection Capacity Analysis 72: Mulberry (State 14) & Lemay 2018 Total AM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement 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 12 12 16 12 12 15 12 12 16 12 12 12 Total Lost time (s) 3.0 5.5 5.5 4.0 5.0 5.0 3.0 5.5 5.5 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 0.97 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 1770 3539 1772 3433 3539 1561 Flt Permitted 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 (perm) 3433 3406 1769 3433 4893 1720 1770 3539 1772 3433 3539 1561 Volume (vph) 229 827 10 263 1073 291 7 559 163 207 513 119 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) 249 899 11 286 1166 316 8 608 177 225 558 129 RTOR Reduction (vph) 000000000000 Lane Group Flow (vph) 249 899 11 286 1166 316 8 608 177 225 558 129 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 Free Prot Free Prot Free Prot Free Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases Free Free Free Free Actuated Green, G (s) 9.0 38.6 110.0 12.8 42.9 110.0 1.4 26.2 110.0 10.4 35.2 110.0 Effective Green, g (s) 11.0 39.6 110.0 13.8 43.9 110.0 2.4 27.2 110.0 11.4 36.2 110.0 Actuated g/C Ratio 0.10 0.36 1.00 0.13 0.40 1.00 0.02 0.25 1.00 0.10 0.33 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) 343 1226 1769 431 1953 1720 39 875 1772 356 1165 1561 v/s Ratio Prot 0.07 c0.26 c0.08 0.24 0.00 c0.17 c0.07 0.16 v/s Ratio Perm 0.01 0.18 0.10 0.08 v/c Ratio 0.73 0.73 0.01 0.66 0.60 0.18 0.21 0.69 0.10 0.63 0.48 0.08 Uniform Delay, d1 48.0 30.6 0.0 45.9 26.1 0.0 52.9 37.6 0.0 47.3 29.4 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.26 0.84 1.00 Incremental Delay, d2 7.4 3.9 0.0 3.8 1.4 0.2 2.6 2.4 0.1 3.5 0.3 0.1 Delay (s) 55.5 34.5 0.0 49.7 27.4 0.2 55.5 40.0 0.1 63.2 25.1 0.1 Level of Service E C A D C A E D A E C A Approach Delay (s) 38.7 26.2 31.3 31.0 Approach LOS DCCC Intersection Summary HCM Average Control Delay 31.1 HCM Level of Service C HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 68.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 72: Mulberry (State 14) & Lemay 2018 Total AM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Phase Number 12345678 Movement NBL SBT WBL EBT SBL NBT 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: Mulberry (State 14) & Lemay HCM Signalized Intersection Capacity Analysis 72: Mulberry (State 14) & Lemay 2018 Total PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement 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 12 12 16 12 12 15 12 12 16 12 12 12 Total Lost time (s) 3.0 5.5 5.5 4.0 5.0 5.0 3.0 5.5 5.5 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 0.97 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 1770 3539 1772 3433 3539 1561 Flt Permitted 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 (perm) 3433 3406 1769 3433 4893 1720 1770 3539 1772 3433 3539 1561 Volume (vph) 318 1112 8 419 1126 280 20 774 373 389 828 362 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) 328 1146 8 432 1161 289 21 798 385 401 854 373 RTOR Reduction (vph) 000000000000 Lane Group Flow (vph) 328 1146 8 432 1161 289 21 798 385 401 854 373 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 Free Prot Free Prot Free Prot Free Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases Free Free Free Free Actuated Green, G (s) 21.0 38.1 120.0 16.0 33.6 120.0 2.8 28.1 120.0 15.8 41.1 120.0 Effective Green, g (s) 23.0 39.1 120.0 17.0 34.6 120.0 3.8 29.1 120.0 16.8 42.1 120.0 Actuated g/C Ratio 0.19 0.33 1.00 0.14 0.29 1.00 0.03 0.24 1.00 0.14 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) 658 1110 1769 486 1411 1720 56 858 1772 481 1242 1561 v/s Ratio Prot 0.10 c0.34 0.13 c0.24 0.01 c0.23 c0.12 0.24 v/s Ratio Perm 0.00 0.17 0.22 0.24 v/c Ratio 0.50 1.03 0.00 0.89 0.82 0.17 0.38 0.93 0.22 0.83 0.69 0.24 Uniform Delay, d1 43.3 40.5 0.0 50.6 39.8 0.0 56.9 44.5 0.0 50.2 33.3 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.19 0.93 1.00 Incremental Delay, d2 0.6 35.7 0.0 17.7 5.5 0.2 4.2 16.3 0.3 10.1 1.4 0.3 Delay (s) 43.9 76.1 0.0 68.3 45.4 0.2 61.1 60.8 0.3 70.0 32.4 0.3 Level of Service D E A E D AEEAECA Approach Delay (s) 68.6 43.7 41.4 34.3 Approach LOS E D D C Intersection Summary HCM Average Control Delay 46.8 HCM Level of Service D HCM Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 91.0% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 72: Mulberry (State 14) & Lemay 2018 Total PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Phase Number 12345678 Movement NBL SBT WBL EBT SBL NBT 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) 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) 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 61.5 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 26.5 115 73 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 105 Offset: 35 (29%), Referenced to phase 4:EBT, Start of Red Splits and Phases: 72: Mulberry (State 14) & Lemay HCM Unsignalized Intersection Capacity Analysis 7: RT Access & Lemay 2018 Total AM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 57 0 1058 784 20 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 0 66 0 1230 912 23 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 552 557 pX, platoon unblocked 0.89 0.91 0.91 vC, conflicting volume 1538 467 935 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1185 319 831 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 89 100 cM capacity (veh/h) 162 617 726 Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 66 615 615 608 327 Volume Left 00000 Volume Right 66 0 0 0 23 cSH 617 1700 1700 1700 1700 Volume to Capacity 0.11 0.36 0.36 0.36 0.19 Queue Length 95th (ft) 90000 Control Delay (s) 11.5 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 11.5 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 32.6% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 7: RT Access & Lemay 2018 Total PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 95 0 1289 1485 22 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 0 99 0 1343 1547 23 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 532 577 pX, platoon unblocked 0.88 0.82 0.82 vC, conflicting volume 2230 785 1570 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1645 518 1475 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 76 100 cM capacity (veh/h) 79 412 371 Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 99 671 671 1031 539 Volume Left 00000 Volume Right 99 0 0 0 23 cSH 412 1700 1700 1700 1700 Volume to Capacity 0.24 0.39 0.39 0.61 0.32 Queue Length 95th (ft) 23 0000 Control Delay (s) 16.5 0.0 0.0 0.0 0.0 Lane LOS C Approach Delay (s) 16.5 0.0 0.0 Approach LOS C Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 HCM Signalized Intersection Capacity Analysis 145: Magnolia & Lemay 2018 Total AM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement 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 12 12 12 12 12 12 12 12 13 12 12 12 Total Lost time (s) 4.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.97 1.00 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 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1583 3433 1562 1770 3539 1589 1769 3539 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.32 1.00 1.00 0.28 1.00 1.00 Satd. Flow (perm) 1770 1583 3433 1562 598 3539 1589 520 3539 1583 Volume (vph) 46 0 33 113 0 36 201 789 68 113 658 43 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) 53 0 38 131 0 42 234 917 79 131 765 50 RTOR Reduction (vph) 0 36 0 0 39 0 0 0 26 0 0 17 Lane Group Flow (vph) 53 2 0 131 3 0 234 917 53 131 765 33 Confl. Peds. (#/hr) 1 3 3 Turn Type Prot Prot pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 6 6 2 2 Actuated Green, G (s) 6.0 3.3 7.9 6.2 80.4 72.8 72.8 77.2 71.2 71.2 Effective Green, g (s) 6.0 4.8 7.9 7.7 81.9 74.3 74.3 78.7 72.7 72.7 Actuated g/C Ratio 0.05 0.04 0.07 0.07 0.74 0.68 0.68 0.72 0.66 0.66 Clearance Time (s) 4.0 5.5 5.0 5.5 4.0 5.5 5.5 4.0 5.5 5.5 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) 97 69 247 109 526 2390 1073 440 2339 1046 v/s Ratio Prot 0.03 0.00 c0.04 c0.00 c0.03 0.26 0.02 0.22 v/s Ratio Perm c0.30 0.03 0.20 0.02 v/c Ratio 0.55 0.02 0.53 0.03 0.44 0.38 0.05 0.30 0.33 0.03 Uniform Delay, d1 50.7 50.4 49.3 47.7 4.6 7.8 6.0 5.1 8.1 6.5 Progression Factor 1.00 1.00 1.00 1.00 1.56 0.24 0.00 0.50 0.44 0.21 Incremental Delay, d2 6.2 0.1 2.2 0.1 0.5 0.4 0.1 0.3 0.3 0.0 Delay (s) 56.8 50.5 51.4 47.8 7.7 2.3 0.1 2.9 3.8 1.4 Level of Service E D D D AAAAAA Approach Delay (s) 54.2 50.5 3.2 3.6 Approach LOS D D A A Intersection Summary HCM Average Control Delay 8.6 HCM Level of Service A HCM Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 49.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 145: Magnolia & Lemay 2018 Total AM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 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) 7777 Flash Dont Walk (s) 12 17 12 17 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 49.5 80 19.5 44 49.5 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 12.5 43 92.5 7 12.5 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: Magnolia & Lemay HCM Signalized Intersection Capacity Analysis 145: Magnolia & Lemay 2018 Total PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement 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 12 12 12 12 12 12 12 12 13 12 12 12 Total Lost time (s) 4.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.97 1.00 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 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1583 3433 1562 1770 3539 1588 1769 3539 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.20 1.00 1.00 0.25 1.00 1.00 Satd. Flow (perm) 1770 1583 3433 1562 381 3539 1588 458 3539 1583 Volume (vph) 102 0 97 405 0 133 144 869 276 184 1005 46 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) 106 0 101 422 0 139 150 905 288 192 1047 48 RTOR Reduction (vph) 0 95 0 0 122 0 0 0 123 0 0 20 Lane Group Flow (vph) 106 6 0 422 17 0 150 905 165 192 1047 28 Confl. Peds. (#/hr) 1 3 3 Turn Type Prot Prot pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 6 6 2 2 Actuated Green, G (s) 11.3 5.9 18.0 13.6 75.2 67.3 67.3 77.0 68.2 68.2 Effective Green, g (s) 11.3 7.4 18.0 15.1 76.7 68.8 68.8 78.5 69.7 69.7 Actuated g/C Ratio 0.09 0.06 0.15 0.13 0.64 0.57 0.57 0.65 0.58 0.58 Clearance Time (s) 4.0 5.5 5.0 5.5 4.0 5.5 5.5 4.0 5.5 5.5 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) 167 98 515 197 335 2029 910 396 2056 919 v/s Ratio Prot 0.06 0.00 c0.12 c0.01 0.03 0.26 c0.04 c0.30 v/s Ratio Perm 0.26 0.10 0.28 0.02 v/c Ratio 0.63 0.06 0.82 0.09 0.45 0.45 0.18 0.48 0.51 0.03 Uniform Delay, d1 52.4 53.0 49.4 46.4 10.3 14.7 12.2 9.5 15.0 10.7 Progression Factor 1.00 1.00 1.00 1.00 1.57 0.32 0.62 0.58 0.71 0.45 Incremental Delay, d2 7.7 0.3 9.8 0.2 0.6 0.5 0.3 0.7 0.7 0.0 Delay (s) 60.0 53.3 59.3 46.6 16.9 5.1 7.9 6.3 11.4 4.9 Level of Service E D E D BAAABA Approach Delay (s) 56.7 56.1 7.0 10.4 Approach LOS EEAB Intersection Summary HCM Average Control Delay 19.4 HCM Level of Service B HCM Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0 Intersection Capacity Utilization 66.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 145: Magnolia & Lemay 2018 Total PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 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 63 24 22 11 63 17 29 Maximum Split (%) 9.2% 52.5% 20.0% 18.3% 9.2% 52.5% 14.2% 24.2% 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) 7777 Flash Dont Walk (s) 12 17 12 17 Dual Entry No Yes Yes Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 39 50 113 17 39 50 113 10 End Time (s) 50 113 17 39 50 113 10 39 Yield/Force Off (s) 46 107.5 12 33.5 46 107.5 6 33.5 Yield/Force Off 170(s) 46 95.5 12 16.5 46 95.5 6 16.5 Local Start Time (s) 46 57 0 24 46 57 0 17 Local Yield (s) 53 114.5 19 40.5 53 114.5 13 40.5 Local Yield 170(s) 53 102.5 19 23.5 53 102.5 13 23.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 113 (94%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 145: Magnolia & Lemay HCM Unsignalized Intersection Capacity Analysis 2: 3/4 Access & Lemay 2018 Total AM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 49 210 646 763 45 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 58 247 760 898 53 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 873 725 pX, platoon unblocked 0.95 vC, conflicting volume 1772 449 951 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1760 449 951 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 90 66 cM capacity (veh/h) 47 557 718 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 58 247 380 380 449 449 53 Volume Left 0 247 00000 Volume Right 58 0000053 cSH 557 718 1700 1700 1700 1700 1700 Volume to Capacity 0.10 0.34 0.22 0.22 0.26 0.26 0.03 Queue Length 95th (ft) 9 38 00000 Control Delay (s) 12.2 12.6 0.0 0.0 0.0 0.0 0.0 Lane LOS B B Approach Delay (s) 12.2 3.1 0.0 Approach LOS B Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 39.4% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2: 3/4 Access & Lemay 2018 Total PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 242 57 1046 992 9 Peak Hour Factor 0.85 0.85 0.85 0.94 0.93 0.85 Hourly flow rate (vph) 0 285 67 1113 1067 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 873 725 pX, platoon unblocked 0.87 vC, conflicting volume 1757 533 1077 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1719 533 1077 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 42 90 cM capacity (veh/h) 62 491 643 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 285 67 556 556 533 533 11 Volume Left 0 67 00000 Volume Right 285 0000011 cSH 491 643 1700 1700 1700 1700 1700 Volume to Capacity 0.58 0.10 0.33 0.33 0.31 0.31 0.01 Queue Length 95th (ft) 91 900000 Control Delay (s) 22.0 11.2 0.0 0.0 0.0 0.0 0.0 Lane LOS C B Approach Delay (s) 22.0 0.6 0.0 Approach LOS C Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 49.1% ICU Level of Service A Analysis Period (min) 15 HCM Signalized Intersection Capacity Analysis 73: Lincoln & Lemay 2018 Total AM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement 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 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 5.0 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) 1883 1987 1609 1828 1925 1543 1829 1925 1599 1765 1820 Flt Permitted 0.58 1.00 1.00 0.36 1.00 1.00 0.15 1.00 1.00 0.47 1.00 Satd. Flow (perm) 1159 1987 1609 699 1925 1543 293 1925 1599 873 1820 Volume (vph) 24 172 136 80 125 106 191 316 43 154 602 110 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) 28 202 160 94 147 125 225 372 51 181 708 129 RTOR Reduction (vph) 0 0 136 0 0 104 000060 Lane Group Flow (vph) 28 202 24 94 147 21 225 372 51 181 831 0 Confl. Peds. (#/hr) 2 1 1 2 5 5 Confl. Bikes (#/hr) 2 Turn Type pm+pt Perm pm+pt Perm pm+pt Free pm+pt Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 4 8 8 6 Free 2 Actuated Green, G (s) 19.3 15.2 15.2 22.8 17.2 17.2 68.5 60.4 110.0 69.9 61.1 Effective Green, g (s) 23.3 16.2 16.2 26.3 18.2 18.2 72.5 61.4 110.0 73.9 62.1 Actuated g/C Ratio 0.21 0.15 0.15 0.24 0.17 0.17 0.66 0.56 1.00 0.67 0.56 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) 279 293 237 235 319 255 320 1075 1599 666 1027 v/s Ratio Prot 0.00 c0.10 c0.02 0.08 c0.06 0.19 c0.02 c0.46 v/s Ratio Perm 0.02 0.01 0.07 0.01 0.41 0.03 0.16 v/c Ratio 0.10 0.69 0.10 0.40 0.46 0.08 0.70 0.35 0.03 0.27 0.81 Uniform Delay, d1 34.7 44.5 40.6 33.9 41.5 38.8 16.1 13.3 0.0 7.0 19.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.71 0.84 1.00 0.79 0.94 Incremental Delay, d2 0.2 6.6 0.2 1.1 1.1 0.1 6.5 0.8 0.0 0.2 5.5 Delay (s) 34.9 51.1 40.8 35.0 42.5 39.0 34.0 12.0 0.0 5.7 23.5 Level of Service CDDDDDCBAAC Approach Delay (s) 45.7 39.4 18.7 20.4 Approach LOS D D B C Intersection Summary HCM Average Control Delay 26.9 HCM Level of Service C HCM Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 73: Lincoln & Lemay 2018 Total AM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 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) 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) 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 1 30 74 104 2.5 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 14 43 87 7 15.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 95 Offset: 97 (88%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 73: Lincoln & Lemay HCM Signalized Intersection Capacity Analysis 73: Lincoln & Lemay 2018 Total PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement 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 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 5.0 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) 1887 1987 1610 1828 1925 1542 1829 1925 1599 1770 1833 Flt Permitted 0.22 1.00 1.00 0.30 1.00 1.00 0.07 1.00 1.00 0.17 1.00 Satd. Flow (perm) 440 1987 1610 581 1925 1542 126 1925 1599 319 1833 Volume (vph) 123 233 230 100 272 234 270 749 83 145 680 75 Peak-hour factor, PHF 0.85 0.86 0.85 0.85 0.89 0.87 0.94 0.94 0.85 0.85 0.93 0.87 Adj. Flow (vph) 145 271 271 118 306 269 287 797 98 171 731 86 RTOR Reduction (vph) 0 0 217 0 0 198 000040 Lane Group Flow (vph) 145 271 54 118 306 71 287 797 98 171 813 0 Confl. Peds. (#/hr) 2 1 1 2 5 5 Confl. Bikes (#/hr) 2 Turn Type pm+pt Perm pm+pt Perm pm+pt Free pm+pt Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 4 8 8 6 Free 2 Actuated Green, G (s) 28.9 21.9 21.9 29.4 22.4 22.4 75.1 63.4 120.0 62.7 55.0 Effective Green, g (s) 32.9 22.9 22.9 32.9 23.4 23.4 78.1 64.4 120.0 66.7 56.0 Actuated g/C Ratio 0.27 0.19 0.19 0.27 0.19 0.19 0.65 0.54 1.00 0.56 0.47 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) 217 379 307 242 375 301 325 1033 1599 283 855 v/s Ratio Prot c0.04 0.14 0.03 c0.16 c0.13 0.41 0.04 0.44 v/s Ratio Perm 0.14 0.03 0.10 0.05 c0.45 0.06 0.29 v/c Ratio 0.67 0.72 0.18 0.49 0.82 0.24 0.88 0.77 0.06 0.60 0.95 Uniform Delay, d1 35.4 45.5 40.7 34.5 46.2 40.8 38.1 22.0 0.0 18.4 30.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.44 0.80 1.00 1.02 0.89 Incremental Delay, d2 7.6 6.3 0.3 1.5 12.8 0.4 22.1 5.2 0.1 2.6 16.8 Delay (s) 42.9 51.8 40.9 36.0 59.1 41.2 76.9 22.8 0.1 21.4 44.1 Level of Service DDDDEDECACD Approach Delay (s) 45.6 48.2 34.0 40.1 Approach LOS DDCD Intersection Summary HCM Average Control Delay 40.7 HCM Level of Service D HCM Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 10.5 Intersection Capacity Utilization 91.1% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 73: Lincoln & Lemay 2018 Total PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 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) 17 61 11 31 11 67 11 31 Maximum Split (%) 14.2% 50.8% 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) 92 109 50 61 92 103 50 61 End Time (s) 109 50 61 92 103 50 61 92 Yield/Force Off (s) 105 44 57 86 99 44 57 86.5 Yield/Force Off 170(s) 105 27 57 73 99 27 57 74.5 Local Start Time (s) 42 59 0 11 42 53 0 11 Local Yield (s) 55 114 7 36 49 114 7 36.5 Local Yield 170(s) 55 97 7 23 49 97 7 24.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 105 Offset: 50 (42%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 73: Lincoln & Lemay HCM Unsignalized Intersection Capacity Analysis 4: Lincoln & East Access 2018 Total AM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 29 252 51 66 301 20 806304 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 34 296 60 78 354 24 907405 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 378 356 879 898 296 893 946 366 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 378 356 879 898 296 893 946 366 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 97 94 96 100 99 99 100 99 cM capacity (veh/h) 1181 1202 248 254 743 242 238 679 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 NB 1 SB 1 Volume Total 34 296 60 78 378 16 8 Volume Left 34 0 0 78 0 9 4 Volume Right 0 0 60 0 24 7 5 cSH 1181 1700 1700 1202 1700 347 382 Volume to Capacity 0.03 0.17 0.04 0.06 0.22 0.05 0.02 Queue Length 95th (ft) 2005042 Control Delay (s) 8.1 0.0 0.0 8.2 0.0 15.9 14.6 Lane LOS A A C B Approach Delay (s) 0.7 1.4 15.9 14.6 Approach LOS C B Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 33.7% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Lincoln & East Access 2018 Total PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 4 444 12 21 478 3 46 0 22 20 0 31 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 5 522 14 25 562 4 54 0 26 24 0 36 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 566 536 1180 1147 522 1171 1159 564 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 566 536 1180 1147 522 1171 1159 564 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 98 64 100 95 85 100 93 cM capacity (veh/h) 1006 1032 152 193 554 158 190 525 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 NB 1 SB 1 Volume Total 5 522 14 25 566 80 60 Volume Left 5 0 0 25 0 54 24 Volume Right 0 0 14 0 4 26 36 cSH 1006 1700 1700 1032 1700 199 275 Volume to Capacity 0.00 0.31 0.01 0.02 0.33 0.40 0.22 Queue Length 95th (ft) 000204520 Control Delay (s) 8.6 0.0 0.0 8.6 0.0 34.8 21.7 Lane LOS A A D C Approach Delay (s) 0.1 0.4 34.8 21.7 Approach LOS D C Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 38.6% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 9: Lincoln & West Access 2018 Total AM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 23 351 51 28 285 16 805203 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 27 413 60 33 335 19 906204 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 354 473 872 887 413 884 938 345 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 354 473 872 887 413 884 938 345 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 98 97 96 100 99 99 100 99 cM capacity (veh/h) 1205 1089 259 268 639 253 251 698 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 NB 1 SB 1 Volume Total 27 413 60 33 354 15 6 Volume Left 27 0 0 33 0 9 2 Volume Right 0 0 60 0 19 6 4 cSH 1205 1700 1700 1089 1700 336 410 Volume to Capacity 0.02 0.24 0.04 0.03 0.21 0.05 0.01 Queue Length 95th (ft) 2002041 Control Delay (s) 8.1 0.0 0.0 8.4 0.0 16.2 13.9 Lane LOS A A C B Approach Delay (s) 0.4 0.7 16.2 13.9 Approach LOS C B Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 33.3% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 9: Lincoln & West Access 2018 Total PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 3 406 15 8 573 2 37 0 22 16 0 25 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 4 478 18 9 674 2 44 0 26 19 0 29 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 676 495 1207 1180 478 1205 1196 675 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 676 495 1207 1180 478 1205 1196 675 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 99 71 100 96 88 100 94 cM capacity (veh/h) 915 1068 148 188 588 152 184 454 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 NB 1 SB 1 Volume Total 4 478 18 9 676 69 48 Volume Left 400904419 Volume Right 0 0 18 0 2 26 29 cSH 915 1700 1700 1068 1700 206 256 Volume to Capacity 0.00 0.28 0.01 0.01 0.40 0.34 0.19 Queue Length 95th (ft) 000103517 Control Delay (s) 8.9 0.0 0.0 8.4 0.0 31.2 22.3 Lane LOS A A D C Approach Delay (s) 0.1 0.1 31.2 22.3 Approach LOS D C Intersection Summary Average Delay 2.6 Intersection Capacity Utilization 42.4% ICU Level of Service A Analysis Period (min) 15 HCM Signalized Intersection Capacity Analysis 127: Vine & Lemay 2018 Total AM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement 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 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 0.93 1.00 0.94 0.99 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1767 1922 1770 1922 1900 1965 Flt Permitted 0.30 1.00 0.50 1.00 0.88 0.94 Satd. Flow (perm) 562 1922 932 1922 1679 1861 Volume (vph) 18 90 64 82 126 96 37 388 25 47 695 41 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) 21 97 75 96 148 113 44 451 29 55 818 48 RTOR Reduction (vph) 0 27 0 0 26 0020020 Lane Group Flow (vph) 21 145 0 96 235 0 0 522 0 0 919 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 Perm Perm Perm Protected Phases 4862 Permitted Phases 4862 Actuated Green, G (s) 20.3 20.3 20.3 20.3 79.2 79.7 Effective Green, g (s) 21.3 21.3 21.3 21.3 80.2 80.7 Actuated g/C Ratio 0.19 0.19 0.19 0.19 0.73 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) 109 372 180 372 1224 1365 v/s Ratio Prot 0.08 c0.12 v/s Ratio Perm 0.04 0.10 0.31 c0.49 v/c Ratio 0.19 0.39 0.53 0.63 0.43 0.67 Uniform Delay, d1 37.1 38.7 39.9 40.8 5.9 7.7 Progression Factor 1.00 1.00 1.00 1.00 0.55 1.00 Incremental Delay, d2 2.4 1.9 7.1 5.8 1.0 2.7 Delay (s) 39.6 40.6 46.9 46.5 4.3 10.4 Level of Service D D D D A B Approach Delay (s) 40.5 46.6 4.3 10.4 Approach LOS D D A B Intersection Summary HCM Average Control Delay 18.2 HCM Level of Service B HCM Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 80.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 127: Vine & Lemay 2018 Total AM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 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: Vine & Lemay HCM Signalized Intersection Capacity Analysis 127: Vine & Lemay 2018 Total PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Movement 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 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 0.92 0.99 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1768 1951 1770 1883 1889 1964 Flt Permitted 0.20 1.00 0.27 1.00 0.85 0.80 Satd. Flow (perm) 367 1951 505 1883 1617 1570 Volume (vph) 48 171 85 64 123 160 89 866 88 72 662 30 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) 56 194 100 75 145 188 105 952 104 85 736 35 RTOR Reduction (vph) 0 16 0 0 41 0030010 Lane Group Flow (vph) 56 278 0 75 292 0 0 1158 0 0 855 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 Perm Perm Perm Protected Phases 4862 Permitted Phases 4862 Actuated Green, G (s) 25.0 25.0 25.0 25.0 84.5 85.0 Effective Green, g (s) 26.0 26.0 26.0 26.0 85.5 86.0 Actuated g/C Ratio 0.22 0.22 0.22 0.22 0.71 0.72 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) 80 423 109 408 1152 1125 v/s Ratio Prot 0.14 c0.16 v/s Ratio Perm 0.15 0.15 c0.72 0.54 v/c Ratio 0.70 0.66 0.69 0.72 1.01 0.76 Uniform Delay, d1 43.4 42.9 43.3 43.6 17.2 10.6 Progression Factor 1.00 1.00 1.00 1.00 0.78 1.00 Incremental Delay, d2 33.2 5.8 24.1 8.4 23.5 4.8 Delay (s) 76.6 48.7 67.4 52.0 37.0 15.4 Level of Service E D E D D B Approach Delay (s) 53.2 54.8 37.0 15.4 Approach LOS D D D B Intersection Summary HCM Average Control Delay 35.0 HCM Level of Service C HCM Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.5 Intersection Capacity Utilization 104.8% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group Timing Report, Sorted By Phase 127: Vine & Lemay 2018 Total PM Delich Associates Michael Delich Synchro 6 Matthew J. Delich , P. E. 1/28/2013 Phase Number 2468 Movement SBTL EBTL NBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Min None C-Min None Maximum Split (s) 85 35 85 35 Maximum Split (%) 70.8% 29.2% 70.8% 29.2% 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) 48 13 48 13 End Time (s) 13 48 13 48 Yield/Force Off (s) 8.5 42.5 8 42.5 Yield/Force Off 170(s) 118.5 32.5 118 32.5 Local Start Time (s) 35 0 35 0 Local Yield (s) 115.5 29.5 115 29.5 Local Yield 170(s) 105.5 19.5 105 19.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 13 (11%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 127: Vine & Lemay 263/419 Mulberry 3/4 Access AM/PM 1058/1289 20/22 784/1485 RT Access 57/95 Lemay 8/46 NOM 6/22 4/31 NOM 3/20 29/4 252/444 51/12 20/3 301/478 66/21 8/37 NOM 5/22 3/25 NOM 2/16 23/3 351/406 51/15 16/2 285/573 28/8 East Access West Access 207/383 3/25 2/16 16/2 252/480 23/3 260/355 33/93 28/8 91/51 51/15 8/37 5/22