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LOAF N JUG - PDP - PDP180004 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY
DELICH Loaf ‘N’ Jug TIS, February 2018 ASSOCIATES TABLE OF CONTENTS I. INTRODUCTION ........................................................................................................ 1 II. EXISTING CONDITIONS .......................................................................................... 2 Land Use ......................................................................................................................... 2 Streets ............................................................................................................................. 2 Existing Traffic ................................................................................................................. 2 Existing Operation ........................................................................................................... 6 Pederstrian Facilities ....................................................................................................... 6 Bicycle Facilities .............................................................................................................. 6 Transit Facilities .............................................................................................................. 6 III. PROPOSED DEVELOPMENT ................................................................................. 8 Trip Generation ............................................................................................................... 8 Trip Distribution ............................................................................................................... 8 Trip Assignment ............................................................................................................ 11 Background Traffic Projections ..................................................................................... 11 Total Traffic Forecasts ................................................................................................... 11 Signal Warrants ............................................................................................................. 11 Operation Analysis ........................................................................................................ 11 Geometry ...................................................................................................................... 17 Pedestrian Level of Service ........................................................................................... 24 Bicycle Level of Service ................................................................................................ 24 Transit Level of Service ................................................................................................. 24 IV. CONCLUSIONS .................................................................................................... 25 LIST OF TABLES 1. Current Peak Hour Operation .................................................................................... 7 2. Trip Generation ......................................................................................................... 8 3. Short Range (2023) Background Peak Hour Operation ......................................... 18 4. Long Range (2040) Background Peak Hour Operation ........................................... 19 5. Short Range (2023) Total Peak Hour Operation ..................................................... 20 6. Long Range (2040) Total Peak Hour Operation ...................................................... 21 DELICH Loaf ‘N’ Jug TIS, February 2018 ASSOCIATES LIST OF FIGURES 1. Site Location ............................................................................................................. 3 2. Existing Geometry ..................................................................................................... 4 3. Recent Peak Hour Traffic .......................................................................................... 5 4. Site Plan .................................................................................................................... 9 5. Trip Distribution ....................................................................................................... 10 6. Site Generated Peak Hour Traffic ........................................................................... 12 7. Short Range (2023) Background Peak Hour Traffic ................................................ 13 8. Long Range (2040) Background Peak Hour Traffic................................................. 14 9. Short Range (2023) Total Peak Hour Traffic ........................................................... 15 10. Long Range (2040) Total Peak Hour Traffic ............................................................ 16 11. Short Range (2023) Geometry ................................................................................ 22 12. Long Range (2040) Geometry ................................................................................. 23 APPENDICES A. Base Assumptions Form B. Peak Hour Traffic Counts C. Current Peak Hour Operation/Level of Service Descriptions/Fort Collins Motor Vehicle LOS Standards (Intersections) D. Short Range (2023) Background Peak Hour Operation E. Long Range (2040) Background Peak Hour Operation F. Short Range (2023) Total Peak Hour Operation G. Long Range (2040) Total Peak Hour Operation H. Pedestrian/Bicycle Level of Service Worksheets DELICH Loaf ‘N’ Jug TIS, February 2018 ASSOCIATES Page 1 I. INTRODUCTION This transportation impact study (TIS) addresses the capacity, geometric, and control requirements for the proposed Loaf ‘N’ Jug development. The proposed Loaf ‘N’ Jug site is located in the northwest quadrant of the Interstate 25 (I-25)/State Highway 392 (SH392) interchange in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the developer (Loaf ‘N’ Jug), the project planning/engineering consultant (Galloway), Fort Collins Traffic Operations, and CDOT. The Transportation Impact Study Base Assumptions form and related documents are provided in Appendix A. This study generally conforms to the format set forth in the Fort Collins TIS Guidelines in the “Larimer County Urban Area Street Standards” (LCUASS). The study involved the following steps: - Collect physical, traffic, and development data; - Perform trip generation, trip distribution, and trip assignment; - Determine peak hour traffic volumes; - Conduct capacity and operational level of service analyses on key intersections; - Analyze signal warrants; - Conduct level of service evaluation of pedestrian, bicycle, and transit modes of transportation DELICH Loaf ‘N’ Jug TIS, February 2018 ASSOCIATES Page 2 II. EXISTING CONDITIONS The location of the Loaf ‘N’ Jug site is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. Land Use Land uses in the area are primarily commercial, residential, and open space (agricultural). There are commercial uses to the east of the site, across I-25. There are residential uses to the southwest of the site. The center of Fort Collins lies to the northwest of the proposed Loaf ‘N’ Jug site. Streets The primary streets near the Loaf ‘N’ Jug site are SH392 and the SW Frontage Road. Figure 2 shows a schematic of the existing geometry at the SH392/SW Frontage Road intersections. State Highway 392 is to the south of (adjacent to) the Loaf ‘N’ Jug site. It is an east-west street designated as a four-lane arterial street on the Fort Collins Master Street Plan. Currently, SH392 has a four-lane cross section (with center median) in the area of the SW Frontage Road. The posted speed on SH392 is 45 mph. At the SH392/SW Frontage Road intersection, SH392 has eastbound and westbound left-turn lanes, two through lanes in each direction, and a westbound right-turn lane. There is provision for a second westbound left-turn lane. The SH392/SW Frontage Road intersection has signal control. The SW Frontage Road is a north-south street designated as a collector street on the Fort Collins Master Street Plan. Currently, the Frontage Road has a two-lane cross section (with a center lane from SH392 to just past the proposed site access) with an existing speed limit of 35 mph. At the SH392/SW Frontage Road intersection, the SW Frontage Road has northbound and southbound left-turn lanes, one through lane in each direction, and northbound and southbound right-turn lane. Existing Traffic Recent peak hour traffic volumes at the SH392/SW Frontage intersection are shown in Figure 3. The counts at the SH392/SW Frontage intersection were obtained in January 2018. Raw traffic count data is provided in Appendix B. 25 MUNICIPAL AIRPORT FORT COLLINS - LOVELAND LOUDEN DITCH LOUDEN DITCH LCR32E 392 Loaf 'N' Jug LCR5 LCR3 392 SW Frontage Road SCALE: 1"=2000' SITE LOCATION Figure 1 DELICH ASSOCIATES Loaf 'N' Jug TIS, February 2018 Page 3 EXISTING INTERSECTION GEOMETRY Figure 2 DELICH ASSOCIATES Loaf 'N' Jug TIS, February 2018 Page 4 SH392 SW Frontage Rd. - Denotes Lane AM/PM RECENT PEAK HOUR TRAFFIC Figure 3 DELICH ASSOCIATES Loaf 'N' Jug TIS, February 2018 Page 5 SH392 SW Frontage Rd. 31/62 21/98 110/254 28/54 73/54 113/87 31/11 768/795 67/32 72/92 727/918 225/154 DELICH Loaf ‘N’ Jug TIS, February 2018 ASSOCIATES Page 6 Existing Operation The SH392/SW Frontage intersection was evaluated and the peak hour operation is displayed in Table 1. Calculation forms are provided in Appendix C. The SH392/SW Frontage intersection currently meets the Fort Collins operational criteria with existing control and geometry. This signal is part of the I-25/SH392 interchange signal system and the actual signal timing for the system is unknown. Therefore, the intersection was optimized with the SYNCHRO recommended cycle time and splits. The intersection was evaluated using techniques provided in the 2010 Highway Capacity Manual. A description of level of service for signalized and unsignalized intersections from the 2010 Highway Capacity Manual and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are also provided in Appendix C. At signalized intersections, acceptable operation is considered to be at level of service D overall and level of service E for any approach leg or movement. Acceptable operation is considered to be at level of service D overall and level of service F for any approach leg at collector/local stop sign controlled intersections. It is important to note that an eastbound right-turn lane is warranted at the SH392/SW Frontage intersection with the existing peak hour volumes. Pedestrian Facilities There are sidewalks along SH392 to the east of the SW Frontage Road. There are no sidewalks along the SW Frontage Road. Bicycle Facilities There are no bicycle lanes along SH392 and the SW Frontage Road within the study area. Transit Facilities Currently, this area of Fort Collins is not served by Transfort transit service. DELICH Loaf ‘N’ Jug TIS, February 2018 ASSOCIATES Page 7 TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM SH392/SW Frontage Road (signal) EB LT A A EB T B B EB T/RT B B EB APPROACH B B WB LT A A WB T A A WB RT A A WB APPROACH A A NB LT C C NB T C C NB RT A C NB APPROACH C C SB LT C C SB T C C SB RT A A SB APPROACH C C OVERALL B B DELICH Loaf ‘N’ Jug TIS, February 2018 ASSOCIATES Page 8 III. PROPOSED DEVELOPMENT The proposed Loaf ‘N’ Jug development will be approximately 5,400 square feet and include 20 fueling positions. Figure 4 shows a site plan of the proposed Loaf ‘N’ Jug site. The short range analysis (Year 2023) includes development of Phase 1 of the Loaf ‘N’ Jug site and an appropriate increase in background traffic due to normal growth and other potential developments in the area. The long range analysis year is considered to be 2040 and includes full development of the Loaf ‘N’ Jug site. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. A compilation of trip generation information contained in Trip Generation, 9 th Edition, ITE was used to estimate the trips that would be generated by the proposed/expected uses at the Loaf ‘N’ Jug site. A trip is defined as a one-way vehicle movement from origin to destination. Table 2 shows the expected trip generation for the Loaf ‘N’ Jug site on a daily and peak hour basis. The trip generation for full development of the Loaf ‘N’ Jug site resulted in 3,256 daily trip ends, 204 morning peak hour trip ends, and 270 afternoon peak hour trip ends. Passby trips were calculated using the Trip Generation Handbook, 3 rd Edition, ITE. TABLE 2 Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out 945 Fueling Center 20 Positions 162.78 3256 5.08 102 5.08 102 6.75 135 6.75 135 Trip Distribution Trip distribution for the Loaf ‘N’ Jug site was based on existing/future travel patterns, land uses in the area, consideration of trip attractions/productions in Fort Collins, and engineering judgment. Figure 5 shows the trip distribution for the short range (2023) and long range (2040) analysis futures. The trip distribution was agreed to by City of Fort Collins staff in the scoping discussions. SCALE: 1"=200' SITE PLAN Figure 4 DELICH ASSOCIATES Loaf 'N' Jug TIS, February 2018 Page 9 25 392 Frontage Road SW 25% 25% 10% 15% 10% 15% SCALE: 1"=300' TRIP DISTRIBUTION Figure 5 DELICH ASSOCIATES Loaf 'N' Jug TIS, February 2018 Page 10 DELICH Loaf ‘N’ Jug TIS, February 2018 ASSOCIATES Page 11 Trip Assignment Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Figure 6 shows the site generated peak hour traffic assignment. Background Traffic Projections Figures 7 and 8 show the respective short range (2023) and long range (2040) background traffic projections. The short range (2023) background traffic was developed by factoring the volumes on SH392 by the CDOT 20-year factor of 1.34. Traffic on the SW Frontage Road was increased by 1.7 percent per year plus known developments in the area. In the long range (2040) future, it was assumed that a similar development would be on the west side of the SW Frontage Road. The background traffic growth was agreed to by City of Fort Collins staff in the scoping discussions. Total Traffic Forecasts Figures 9 and 10 show the respective short range (2023) and long range (2040) total (site plus background) peak hour traffic assignment. Signal Warrants As a matter of policy, traffic signals are not installed at any location unless warrants are met according to the Manual on Uniform Traffic Control Devices. The SH392/SW Frontage intersection is currently signalized. The SW Frontage Road/Commercial-Site Access stop sign controlled intersection will not warrant a signal in the future, nor does it meet the signal spacing criterion. Operation Analysis Operation analyses were performed at the SH392/SW Frontage Road and SW Frontage Road/Commercial-Site Access intersections. The operations analyses were conducted for the short range and long range futures, reflecting year 2023 and 2040 conditions, respectively. The long range (2040) analyses are provided for informational purposes. As mentioned earlier, an eastbound right-turn lane is warranted at the SH392/SW Frontage intersection with the existing peak hour volumes. The Loaf ‘N’ Jug project will not add any traffic to this movement. Therefore, analyses were performed with and without this eastbound right-turn lane. In addition to this, long range (2040) analyses were performed with some dual left-turn lanes (southbound & westbound) and with single-lane left-turn lanes at all approaches for the SH392/SW Frontage intersection. Since this intersection is part of the I-25/SH392 interchange, the signal AM/PM SITE GENERATED PEAK HOUR TRAFFIC Figure 6 DELICH ASSOCIATES Loaf 'N' Jug TIS, February 2018 Page 12 SH392 SW Frontage Rd. 4/6 22/31 4/6 72/92 23/29 -12/-16 71/94 -12/-16 4/6 98/129 4/6 98/129 SW Frontage Rd. Site Access AM/PM SHORT RANGE (2023) BACKGROUND PEAK HOUR TRAFFIC Figure 7 DELICH ASSOCIATES Loaf 'N' Jug TIS, February 2018 Page 13 SH392 SW Frontage Rd. 35/71 25/112 123/292 31/63 87/65 126/100 36/13 833/863 79/36 83/106 788/996 262/171 LONG RANGE (2040) BACKGROUND PEAK HOUR TRAFFIC Figure 8 DELICH ASSOCIATES Loaf 'N' Jug TIS, February 2018 Page 14 SH392 SW Frontage Rd. 45/85 35/140 150/360 60/105 105/80 225/210 70/45 1040/1080 90/45 170/220 990/1245 310/210 SW Frontage Rd. AM/PM Rounded to Nearest 5 Vehicles Commercial 100/130 175/275 5/5 290/265 5/5 100/130 AM/PM SHORT RANGE (2023) TOTAL PEAK HOUR TRAFFIC Figure 9 DELICH ASSOCIATES Loaf 'N' Jug TIS, February 2018 Page 15 SH392 SW Frontage Rd. 35/71 29/118 123/292 53/94 91/71 198/192 59/42 821/847 79/36 154/200 776/980 262/171 244/228 4/6 144/231 98/129 4/6 98/129 SW Frontage Rd. Site Access LONG RANGE (2040) TOTAL PEAK HOUR TRAFFIC Figure 10 DELICH ASSOCIATES Loaf 'N' Jug TIS, February 2018 Page 16 SH392 SW Frontage Rd. 45/85 40/145 150/360 85/135 110/85 295/305 95/75 1030/1065 90/45 240/315 980/1230 310/210 SW Frontage Rd. Site Access AM/PM Rounded to Nearest 5 Vehicles 100/130 175/275 100/130 5/5 290/265 5/5 5/5 NOM 100/130 5/5 NOM 100/130 Commercial DELICH Loaf ‘N’ Jug TIS, February 2018 ASSOCIATES Page 17 timing for the SH392/SW Frontage Road intersection is dependent upon the interchange signal system. Therefore, the intersection was optimized with the SYNCHRO recommended cycle time and splits. Using the traffic volumes shown in Figure 7, the SH392/SW Frontage Road intersection operates in the short range (2023) background traffic future as indicated in Table 3. Calculation forms for these analyses are provided in Appendix D. The SH392/ SW Frontage Road intersection will meet the Fort Collins operational criteria operate acceptably during the peak hours with existing control and geometry, as well as with the required eastbound right-turn lane. Using the traffic volumes shown in Figure 8, the SH392/SW Frontage Road and SW Frontage Road/Commercial intersections operate in the long range (2040) background traffic future as indicated in Table 4. Calculation forms for these analyses are provided in Appendix E. Table 5 shows the short range (2023) total peak hour operation at the SH392/SW Frontage Road and SW Frontage Road/Site Access intersections (Figure 9). The SH392/SW Frontage Road and SW Frontage Road/Site Access intersections will meet the Fort Collins operational criteria during the peak hours with and without the required eastbound right-turn lane at the SH392/SW Frontage Road intersection. Calculation forms for these analyses are provided in Appendix F. Using the traffic volumes shown in Figure 10, the SH392/SW Frontage Road and SW Frontage Road/Commercial-Site Access intersections operate in the long range (2040) total traffic future as indicated in Table 6. Calculation forms for these analyses are provided in Appendix G. Geometry Figure 11 shows a schematic of the short range (2023) geometry. As mentioned earlier, an eastbound right-turn lane is warranted at the SH392/SW Frontage Road intersection with the existing peak hour volumes. The Loaf ‘N’ Jug development adds no traffic to this movement. This intersection meets the Fort Collins operational criteria without this right-turn lane. In the short range (2023) future, a northbound right-turn lane and a southbound left-turn lane will be required at the SW Frontage Road/Site Access intersection. Figure 12 shows a schematic of the long range (2040) geometry. It is assumed that an eastbound right-turn lane would be built at the SH392/SW Frontage Road intersection based upon background traffic. In addition to this, it is assumed that there will be dual westbound left-turn lanes and dual southbound left-turn lanes at this intersection. The volumes for these movements are on the “rule of thumb” threshold (>300 vph) for requiring dual left-turn lanes. The SH392/SW Frontage Road intersection can operate with single left-turn lane approaches as well. DELICH Loaf ‘N’ Jug TIS, February 2018 ASSOCIATES Page 18 TABLE 3 Short Range (2023) Background Peak Hour Operation Intersection Movement Level of Service AM PM SH392/SW Frontage Road (signal) (existing geometry) EB LT A A EB T B B EB T/RT B B EB APPROACH B B WB LT A A WB T A B WB RT A A WB APPROACH A B NB LT C C NB T C C NB RT A C NB APPROACH C C SB LT C C SB T C B SB RT A A SB APPROACH C C OVERALL B B SH392/SW Frontage Road (signal) (with required EB RT Lane) EB LT A A EB T B B EB RT A A EB APPROACH B B WB LT A A WB T A B WB RT A A WB APPROACH A B NB LT C C NB T C C NB RT A C NB APPROACH C C SB LT C C SB T C B SB RT A A SB APPROACH C C OVERALL B B DELICH Loaf ‘N’ Jug TIS, February 2018 ASSOCIATES Page 19 TABLE 4 Long Range (2040) Background Peak Hour Operation Intersection Movement Level of Service AM PM SH392/SW Frontage Road (signal) (with required EB RT Lane) EB LT D D EB T C C EB RT A A EB APPROACH C C WB LT D D WB T B C WB RT B B WB APPROACH C C NB LT C C NB T D C NB RT A D NB APPROACH D D SB LT C C SB T C C SB RT A A SB APPROACH C C OVERALL C C SH392/SW Frontage Road (signal) (existing geometry) EB LT B B EB T C C EB T/RT C C EB APPROACH C C WB LT C B WB T B C WB RT B B WB APPROACH B B NB LT D C NB T D D NB RT A D NB APPROACH D D SB LT C C SB T D C SB RT A A SB APPROACH C C OVERALL C C SW Frontage Road/Commercial (stop sign) SE LT B C SE RT B B SE OVERALL B B NE LT A A OVERALL A A DELICH Loaf ‘N’ Jug TIS, February 2018 ASSOCIATES Page 20 TABLE 5 Short Range (2040) Total Peak Hour Operation Intersection Movement Level of Service AM PM SH392/SW Frontage Road (signal) (existing geometry) EB LT A A EB T B B EB T/RT B B EB APPROACH B B WB LT B A WB T B B WB RT A A WB APPROACH B B NB LT C C NB T B B NB RT B B NB APPROACH C B SB LT C C SB T C B SB RT A A SB APPROACH C C OVERALL B B SH392/SW Frontage Road (signal) (with required EB RT Lane) EB LT A A EB T B B EB RT A A EB APPROACH B B WB LT B A WB T B B WB RT A A WB APPROACH B B NB LT C C NB T B B NB RT B B NB APPROACH B B SB LT C C SB T B B SB RT A A SB APPROACH C C OVERALL B B SW Frontage Road/Site Access (stop sign) NW LT B C NW RT A A NW OVERALL B C SW LT A A OVERALL A A DELICH Loaf ‘N’ Jug TIS, February 2018 ASSOCIATES Page 21 TABLE 6 Long Range (2040) Total Peak Hour Operation Intersection Movement Level of Service AM PM SH392/SW Frontage Road (signal) (with required EB RT Lane and Dual SB & WB LT Lanes with protected only phase) EB LT D D EB T C C EB RT A A EB APPROACH C C WB LT D D WB T B C WB RT B B WB APPROACH C C NB LT D D NB T D C NB RT A D NB APPROACH D D SB LT D D SB T D C SB RT A C SB APPROACH D D OVERALL C C SH392/SW Frontage Road (signal) (existing geometry) EB LT B B EB T C C EB T/RT C C EB APPROACH C C WB LT C C WB T B C WB RT B B WB APPROACH B C NB LT D C NB T D D NB RT A D NB APPROACH D D SB LT D C SB T C C SB RT A C SB APPROACH D C OVERALL C C SW Frontage Road/Commercial-Site Access (stop sign) NW LT D F NW T/RT A A NW OVERALL D F SE LT C C SE RT B B SE OVERALL B B NE LT A A SW LT A A OVERALL A B SHORT RANGE (2023) GEOMETRY Figure 11 DELICH ASSOCIATES Loaf 'N' Jug TIS, February 2018 Page 22 SW Frontage Rd. SW Frontage Rd. Site Access SH392 - Denotes Lane Required Existing S TOP LONG RANGE (2040) GEOMETRY Figure 12 DELICH ASSOCIATES Loaf 'N' Jug TIS, February 2018 Page 23 SW Frontage Rd. SW Frontage Rd. Site Access SH392 - Denotes Lane Commercial OR OR STOP STOP Existing Existing DELICH Loaf ‘N’ Jug TIS, February 2018 ASSOCIATES Page 24 Pedestrian Level of Service It is expected that sidewalks will be constructed along the SW Frontage Road property frontage. Appendix H shows a map of the area that is within 1320 feet of the Loaf ‘N’ Jug site. There will be two pedestrian destinations within 1320 feet of the Loaf ‘N’ Jug. These are: 1) the commercial uses to the east of the site; and 2) the commercial uses to the southeast of the site. This site is in an area type termed “commercial corridor.” The level of service determination assumes that this development will build their streets and adjacent streets in accordance with Fort Collins Standards. The Pedestrian LOS Worksheet is provided in Appendix H. The minimum level of service for “commercial corridor” is B for all categories, except for Street Crossing which is LOS C. The Pedestrian LOS will be achieved in the short range (2023) future. As future development occurs in the area, it is assumed that the future developments will build their streets in accordance with Fort Collins Standards. Bicycle Level of Service Appendix H shows a map of the area that is within 1320 feet of the Loaf ‘N’ Jug site. There are two bicycle destinations within 1320 feet of the site: 1) the commercial uses to the east of the site; and 2) the commercial uses to the southeast of the site. The Bicycle LOS Worksheet is provided in Appendix H. The minimum level of service for this site is B. This site is connected to bike lanes on the SW Frontage Road (shoulders) and SH392. Therefore, it is concluded that level of service B can be achieved. Transit Level of Service Currently, this area of Fort Collins is not served by Transfort transit service. DELICH Loaf ‘N’ Jug TIS, February 2018 ASSOCIATES Page 25 IV. CONCLUSIONS This study assessed the impacts of the Loaf ‘N’ Jug site on the street system in the vicinity of the proposed development in the short range (2023) and long range (2040) future. As a result of this analysis, the following is concluded: - The development of the Loaf ‘N’ Jug site is feasible from a traffic engineering standpoint. The trip generation for full development of the Loaf ‘N’ Jug site resulted in 3,256 daily trip ends, 204 morning peak hour trip ends, and 270 afternoon peak hour trip ends. - The SH392/SW Frontage Road intersection currently meets the Fort Collins operational criteria with existing control and geometry. - The SH392/SW Frontage Road intersection are currently signalized. The stop sign controlled intersection along the Frontage Road will not warrant a signal in the future, nor does it meet the signal spacing criterion. - In the short range (2023) future, given development of the Loaf ‘N’ Jug site and an increase in background traffic, the SH392/SW Frontage Road and SW Frontage Road/Site Access intersections will meet the Fort Collins operational criteria operate acceptably during the peak hours with and without the required eastbound right-turn lane at the SH392/SW Frontage Road intersection. - In the long range (2040) future, given development of the Loaf ‘N’ Jug site and an increase in background traffic, the SH392/SW Frontage Road and SW Frontage Road/Site Access intersections will meet the Fort Collins operational criteria operate acceptably during the peak hours. - The short range (2023) geometry is shown in Figure 11. - The long range (2040) geometry is shown in Figure 12. - Acceptable level of service is achieved for the pedestrian and bicycle modes based upon the measures in the multi-modal transportation guidelines and future improvements to the street system in the area. Currently, this area of Fort Collins is not served by Transfort transit service. APPENDIX A APPENDIX B DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 1/17/2018 Observer: Vickie Day: Wednesday Jurisdiction: Fort Collins/Larimer County R = right turn Intersection: SH392/SW Frontage Road S = straight L = left turn Time Northbound: SW Frontage Southbound: SW Frontage Total Eastbound: SH392 Westbound: SH392 Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:15 8 9 26 43 29 9 8 46 89 7 229 16 252 48 172 19 239 491 580 7:30 7 7 29 43 30 25 8 63 106 6 201 12 219 48 187 14 249 468 574 7:45 8 4 26 38 29 29 6 64 102 6 178 25 209 78 203 20 301 510 612 8:00 8 1 29 38 25 10 6 41 79 12 160 14 186 51 165 19 235 421 500 # 8:15 5 6 28 39 12 8 8 28 67 3 136 14 153 30 180 11 221 374 441 # 8:30 10 12 23 45 16 15 9 40 85 6 149 14 169 31 164 9 204 373 458 # 7:15-8:15 31 21 110 162 113 73 28 214 376 31 768 67 866 225 727 72 1024 1890 2266 PHF 0.97 0.58 0.95 0.94 0.94 0.63 0.88 0.84 0.65 0.84 0.67 0.86 0.72 0.9 0.9 0.85 0.93 4:15 17 15 48 80 17 8 11 36 116 4 209 13 226 30 178 18 226 452 568 4:30 14 19 61 94 17 15 14 46 140 3 206 8 217 37 210 19 266 483 623 4:45 14 31 68 113 20 14 9 43 156 4 197 7 208 40 238 30 308 516 672 5:00 22 29 69 120 29 10 17 56 176 3 168 8 179 33 252 20 305 484 660 # 5:15 12 19 56 87 21 15 14 50 137 1 224 9 234 44 218 23 285 519 656 # 5:30 8 16 52 76 19 8 7 34 110 7 189 8 204 38 223 28 289 493 603 # 4:30-5:30 62 98 254 414 87 54 54 195 609 11 795 32 838 154 918 92 1164 2002 2611 PHF 0.7 0.79 0.92 0.86 0.75 0.9 0.79 0.87 0.69 0.89 0.89 0.9 0.88 0.91 0.77 0.94 0.97 APPENDIX C HCM 2010 Signalized Intersection Summary Recent AM 3: SW Frontage Road & SH392 Loaf 'N' Jug 02/16/2018 Synchro 9 Light Report Delich Associates recent am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 768 67 225 727 72 31 21 110 113 73 28 Future Volume (veh/h) 31 768 67 225 727 72 31 21 110 113 73 28 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 33 826 61 242 782 18 33 23 0 122 78 0 Adj No. of Lanes 120121111111 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222 Cap, veh/h 482 1569 116 506 1881 841 314 342 290 359 342 290 Arrive On Green 0.05 0.47 0.45 0.11 0.53 0.53 0.18 0.18 0.00 0.18 0.18 0.00 Sat Flow, veh/h 1774 3342 247 1774 3539 1583 1316 1863 1583 1383 1863 1583 Grp Volume(v), veh/h 33 437 450 242 782 18 33 23 0 122 78 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1819 1774 1770 1583 1316 1863 1583 1383 1863 1583 Q Serve(g_s), s 0.5 10.5 10.5 3.6 8.0 0.3 1.3 0.6 0.0 4.8 2.1 0.0 Cycle Q Clear(g_c), s 0.5 10.5 10.5 3.6 8.0 0.3 3.5 0.6 0.0 5.4 2.1 0.0 Prop In Lane 1.00 0.14 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 482 831 854 506 1881 841 314 342 290 359 342 290 V/C Ratio(X) 0.07 0.53 0.53 0.48 0.42 0.02 0.11 0.07 0.00 0.34 0.23 0.00 Avail Cap(c_a), veh/h 597 831 854 659 1881 841 314 342 290 359 342 290 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 7.2 11.2 11.3 7.2 8.5 6.7 22.4 20.3 0.0 22.5 20.9 0.0 Incr Delay (d2), s/veh 0.1 2.4 2.3 0.7 0.7 0.0 0.7 0.4 0.0 2.6 1.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 5.7 5.8 1.8 4.0 0.2 0.5 0.3 0.0 2.1 1.3 0.0 LnGrp Delay(d),s/veh 7.2 13.6 13.6 7.9 9.1 6.7 23.0 20.6 0.0 25.0 22.4 0.0 LnGrp LOS ABBAAACC CC Approach Vol, veh/h 920 1042 56 200 Approach Delay, s/veh 13.4 8.8 22.0 24.0 Approach LOS B A C C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.8 34.2 16.0 6.1 37.9 16.0 Change Period (Y+Rc), s 4.0 7.0 6.0 4.0 7.0 6.0 Max Green Setting (Gmax), s 11.0 22.0 10.0 6.0 27.0 10.0 Max Q Clear Time (g_c+I1), s 5.6 12.5 7.4 2.5 10.0 5.5 Green Ext Time (p_c), s 0.3 6.3 0.2 0.0 9.5 0.4 Intersection Summary HCM 2010 Ctrl Delay 12.4 HCM 2010 LOS B Timing Report, Sorted By Phase Recent AM 3: SW Frontage Road & SH392 Loaf 'N' Jug 02/16/2018 Synchro 9 Light Report Delich Associates recent am.syn Phase Number 124568 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None C-Max Max None C-Max Max Maximum Split (s) 15 29 16 10 34 16 Maximum Split (%) 25.0% 48.3% 26.7% 16.7% 56.7% 26.7% Minimum Split (s) 9.5 25 12 9.5 25 12 Yellow Time (s) 354354 All-Red Time (s) 122122 Minimum Initial (s) 555555 Vehicle Extension (s) 333333 Minimum Gap (s) 333333 Time Before Reduce (s) 000000 Time To Reduce (s) 000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 45 0 29 45 55 29 End Time (s) 0 29 45 55 29 45 Yield/Force Off (s) 56 22 39 51 22 39 Yield/Force Off 170(s) 56 22 39 51 22 39 Local Start Time (s) 45 0 29 45 55 29 Local Yield (s) 56 22 39 51 22 39 Local Yield 170(s) 56 22 39 51 22 39 Intersection Summary Cycle Length 60 Control Type Actuated-Coordinated Natural Cycle 50 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Recent AM 3: SW Frontage Road & SH392 Loaf 'N' Jug 02/16/2018 Synchro 9 Light Report Delich Associates recent am.syn Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 33 898 242 782 77 33 23 118 122 78 30 v/c Ratio 0.06 0.60 0.49 0.39 0.08 0.14 0.07 0.25 0.48 0.23 0.06 Control Delay 3.8 15.6 7.1 9.0 1.0 22.2 21.0 1.6 29.3 22.9 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.8 15.6 7.1 9.0 1.0 22.2 21.0 1.6 29.3 22.9 0.2 Queue Length 50th (ft) 3 123 26 58 0 10 7 0 40 24 0 Queue Length 95th (ft) 9 191 46 137 8 31 24 4 86 57 0 Internal Link Dist (ft) 748 786 325 349 Turn Bay Length (ft) 360 360 300 200 275 200 150 Base Capacity (vph) 520 1491 545 2005 952 241 341 468 253 341 468 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.06 0.60 0.44 0.39 0.08 0.14 0.07 0.25 0.48 0.23 0.06 Intersection Summary HCM 2010 Signalized Intersection Summary Recent PM 3: SW Frontage Road & SH392 Loaf 'N' Jug 02/16/2018 Synchro 9 Light Report Delich Associates recent pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 795 32 154 918 92 62 98 254 87 54 54 Future Volume (veh/h) 11 795 32 154 918 92 62 98 254 87 54 54 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 11 820 28 159 946 40 64 101 46 90 56 0 Adj No. of Lanes 120121111111 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 383 1650 56 488 1897 849 355 373 317 310 373 317 Arrive On Green 0.03 0.47 0.46 0.09 0.54 0.54 0.20 0.20 0.20 0.20 0.20 0.00 Sat Flow, veh/h 1774 3492 119 1774 3539 1583 1342 1863 1583 1236 1863 1583 Grp Volume(v), veh/h 11 415 433 159 946 40 64 101 46 90 56 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1842 1774 1770 1583 1342 1863 1583 1236 1863 1583 Q Serve(g_s), s 0.2 9.7 9.7 2.4 10.2 0.7 2.5 2.8 1.4 4.0 1.5 0.0 Cycle Q Clear(g_c), s 0.2 9.7 9.7 2.4 10.2 0.7 4.0 2.8 1.4 6.7 1.5 0.0 Prop In Lane 1.00 0.06 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 383 836 870 488 1897 849 355 373 317 310 373 317 V/C Ratio(X) 0.03 0.50 0.50 0.33 0.50 0.05 0.18 0.27 0.15 0.29 0.15 0.00 Avail Cap(c_a), veh/h 535 836 870 528 1897 849 355 373 317 310 373 317 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 7.8 10.9 10.9 6.8 8.8 6.6 21.4 20.3 19.8 23.2 19.8 0.0 Incr Delay (d2), s/veh 0.0 2.1 2.0 0.4 0.9 0.1 1.1 1.8 1.0 2.3 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 5.2 5.4 1.2 5.1 0.3 1.0 1.6 0.7 1.6 0.9 0.0 LnGrp Delay(d),s/veh 7.8 13.0 13.0 7.2 9.8 6.7 22.5 22.1 20.7 25.5 20.6 0.0 LnGrp LOS ABBAAACCCCC Approach Vol, veh/h 859 1145 211 146 Approach Delay, s/veh 12.9 9.3 21.9 23.6 Approach LOS B A C C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.6 34.4 17.0 4.8 38.2 17.0 Change Period (Y+Rc), s 4.0 7.0 6.0 4.0 7.0 6.0 Max Green Setting (Gmax), s 6.0 26.0 11.0 6.0 26.0 11.0 Max Q Clear Time (g_c+I1), s 4.4 11.7 8.7 2.2 12.2 6.0 Green Ext Time (p_c), s 0.1 9.1 0.3 0.0 8.9 0.7 Intersection Summary HCM 2010 Ctrl Delay 12.6 HCM 2010 LOS B Timing Report, Sorted By Phase Recent PM 3: SW Frontage Road & SH392 Loaf 'N' Jug 02/16/2018 Synchro 9 Light Report Delich Associates recent pm.syn Phase Number 124568 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None C-Max Max None C-Max Max Maximum Split (s) 10 33 17 10 33 17 Maximum Split (%) 16.7% 55.0% 28.3% 16.7% 55.0% 28.3% Minimum Split (s) 9.5 25 12 9.5 25 12 Yellow Time (s) 354354 All-Red Time (s) 122122 Minimum Initial (s) 555555 Vehicle Extension (s) 333333 Minimum Gap (s) 333333 Time Before Reduce (s) 000000 Time To Reduce (s) 000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 50 0 33 50 0 33 End Time (s) 0 33 50 0 33 50 Yield/Force Off (s) 56 26 44 56 26 44 Yield/Force Off 170(s) 56 26 44 56 26 44 Local Start Time (s) 50 0 33 50 0 33 Local Yield (s) 56 26 44 56 26 44 Local Yield 170(s) 56 26 44 56 26 44 Intersection Summary Cycle Length 60 Control Type Actuated-Coordinated Natural Cycle 50 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Recent PM 3: SW Frontage Road & SH392 Loaf 'N' Jug 02/16/2018 Synchro 9 Light Report Delich Associates recent pm.syn Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 11 853 159 946 95 64 101 262 90 56 56 v/c Ratio 0.02 0.50 0.35 0.46 0.10 0.24 0.27 0.50 0.35 0.15 0.13 Control Delay 3.5 12.4 5.9 8.8 1.6 22.9 22.6 7.0 25.2 21.1 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.5 12.4 5.9 8.8 1.6 22.9 22.6 7.0 25.2 21.1 0.6 Queue Length 50th (ft) 1 110 17 80 0 20 31 0 28 17 0 Queue Length 95th (ft) 5 157 34 180 14 49 68 52 65 43 0 Internal Link Dist (ft) 748 786 325 337 Turn Bay Length (ft) 360 360 300 200 275 200 150 Base Capacity (vph) 481 1705 458 2064 976 268 372 526 257 372 432 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.02 0.50 0.35 0.46 0.10 0.24 0.27 0.50 0.35 0.15 0.13 Intersection Summary UNSIGNALIZED INTERSECTIONS Level-of-Service Average Total Delay sec/veh A < 10 B > 10 and < 15 C > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 50 SIGNALIZED INTERSECTIONS Level-of-Service Average Total Delay sec/veh A < 10 B > 10 and < 20 C > 20 and < 35 D > 35 and < 55 E > 55 and < 80 F > 80 Table 4-3 Fort Collins (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Overall Any Approach Leg Any Movement Signalized D1 E E2 Unsignalized E3 F4 Arterial/Arterial Collector/Collector Unsignalized D3 F4 Arterial/Collector Arterial/Local Collector/Local Local/Local Roundabout E3,5 E5,4 E5 1 In mixed use district including downtown as defined by structure plan, overall LOS E is acceptable 2 Applicable with at least 5% of total entering volume 3 Use weighed average to identify overall delay 4 Mitigation may be required 5 Apply unsignalized delay value thresholds to determine LOS APPENDIX D HCM 2010 Signalized Intersection Summary Short Bkgrd AM 3: SW Frontage Road & SH392 02/16/2018 Synchro 9 Light Report sb am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 833 79 262 788 83 35 25 123 126 87 31 Future Volume (veh/h) 36 833 79 262 788 83 35 25 123 126 87 31 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 39 896 73 282 847 32 38 27 0 135 94 0 Adj No. of Lanes 120121111111 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222 Cap, veh/h 472 1577 128 503 1924 861 279 310 264 333 310 264 Arrive On Green 0.06 0.48 0.46 0.12 0.54 0.54 0.17 0.17 0.00 0.17 0.17 0.00 Sat Flow, veh/h 1774 3315 270 1774 3539 1583 1297 1863 1583 1378 1863 1583 Grp Volume(v), veh/h 39 478 491 282 847 32 38 27 0 135 94 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1815 1774 1770 1583 1297 1863 1583 1378 1863 1583 Q Serve(g_s), s 0.6 11.7 11.7 4.2 8.6 0.6 1.6 0.7 0.0 5.5 2.7 0.0 Cycle Q Clear(g_c), s 0.6 11.7 11.7 4.2 8.6 0.6 4.2 0.7 0.0 6.2 2.7 0.0 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 472 842 864 503 1924 861 279 310 264 333 310 264 V/C Ratio(X) 0.08 0.57 0.57 0.56 0.44 0.04 0.14 0.09 0.00 0.41 0.30 0.00 Avail Cap(c_a), veh/h 578 842 864 637 1924 861 279 310 264 333 310 264 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 6.9 11.3 11.4 7.8 8.2 6.4 23.8 21.1 0.0 23.8 21.9 0.0 Incr Delay (d2), s/veh 0.1 2.8 2.7 1.0 0.7 0.1 1.0 0.6 0.0 3.6 2.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 6.2 6.4 2.1 4.3 0.3 0.6 0.4 0.0 2.4 1.6 0.0 LnGrp Delay(d),s/veh 7.0 14.1 14.1 8.8 9.0 6.5 24.8 21.7 0.0 27.4 24.4 0.0 LnGrp LOS ABBAAACC CC Approach Vol, veh/h 1008 1161 65 229 Approach Delay, s/veh 13.8 8.9 23.5 26.2 Approach LOS B A C C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.5 34.5 15.0 6.4 38.6 15.0 Change Period (Y+Rc), s 4.0 7.0 6.0 4.0 7.0 6.0 Max Green Setting (Gmax), s 11.0 23.0 9.0 6.0 28.0 9.0 Max Q Clear Time (g_c+I1), s 6.2 13.7 8.2 2.6 10.6 6.2 Green Ext Time (p_c), s 0.4 6.6 0.1 0.0 10.5 0.3 Intersection Summary HCM 2010 Ctrl Delay 12.9 HCM 2010 LOS B Timing Report, Sorted By Phase Short Bkgrd AM 3: SW Frontage Road & SH392 02/16/2018 Synchro 9 Light Report sb am.syn Phase Number 124568 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None C-Max Max None C-Max Max Maximum Split (s) 15 30 15 10 35 15 Maximum Split (%) 25.0% 50.0% 25.0% 16.7% 58.3% 25.0% Minimum Split (s) 9.5 25 12 9.5 25 12 Yellow Time (s) 354354 All-Red Time (s) 122122 Minimum Initial (s) 555555 Vehicle Extension (s) 333333 Minimum Gap (s) 333333 Time Before Reduce (s) 000000 Time To Reduce (s) 000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 45 0 30 45 55 30 End Time (s) 0 30 45 55 30 45 Yield/Force Off (s) 56 23 39 51 23 39 Yield/Force Off 170(s) 56 23 39 51 23 39 Local Start Time (s) 45 0 30 45 55 30 Local Yield (s) 56 23 39 51 23 39 Local Yield 170(s) 56 23 39 51 23 39 Intersection Summary Cycle Length 60 Control Type Actuated-Coordinated Natural Cycle 50 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Short Bkgrd AM 3: SW Frontage Road & SH392 02/16/2018 Synchro 9 Light Report sb am.syn Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 39 981 282 847 89 38 27 132 135 94 33 v/c Ratio 0.08 0.65 0.59 0.41 0.09 0.18 0.09 0.30 0.59 0.30 0.07 Control Delay 3.7 16.0 10.1 8.6 1.2 23.8 22.0 2.6 35.6 25.0 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.7 16.0 10.1 8.6 1.2 23.8 22.0 2.6 35.6 25.0 0.3 Queue Length 50th (ft) 3 135 28 61 0 12 8 0 46 30 0 Queue Length 95th (ft) 10 207 78 145 11 35 27 10 #109 67 0 Internal Link Dist (ft) 748 786 325 349 Turn Bay Length (ft) 360 360 300 200 275 200 150 Base Capacity (vph) 506 1519 525 2064 976 216 310 445 229 310 445 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.08 0.65 0.54 0.41 0.09 0.18 0.09 0.30 0.59 0.30 0.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 2010 Signalized Intersection Summary Short Bkgrd PM 3: SW Frontage Road & SH392 Loaf 'N' Jug 02/16/2018 Synchro 9 Light Report Delich Associates sb pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 863 36 171 996 106 71 112 292 100 65 63 Future Volume (veh/h) 13 863 36 171 996 106 71 112 292 100 65 63 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 13 890 32 176 1027 52 73 115 86 103 67 0 Adj No. of Lanes 120121111111 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 345 1584 57 451 1830 819 369 404 343 314 404 343 Arrive On Green 0.03 0.45 0.44 0.10 0.52 0.52 0.22 0.22 0.22 0.22 0.22 0.00 Sat Flow, veh/h 1774 3485 125 1774 3539 1583 1329 1863 1583 1177 1863 1583 Grp Volume(v), veh/h 13 452 470 176 1027 52 73 115 86 103 67 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1841 1774 1770 1583 1329 1863 1583 1177 1863 1583 Q Serve(g_s), s 0.2 11.2 11.2 2.8 11.8 1.0 2.8 3.1 2.7 4.8 1.8 0.0 Cycle Q Clear(g_c), s 0.2 11.2 11.2 2.8 11.8 1.0 4.6 3.1 2.7 7.9 1.8 0.0 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 345 804 836 451 1830 819 369 404 343 314 404 343 V/C Ratio(X) 0.04 0.56 0.56 0.39 0.56 0.06 0.20 0.28 0.25 0.33 0.17 0.00 Avail Cap(c_a), veh/h 493 804 836 488 1830 819 369 404 343 314 404 343 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 8.5 12.0 12.0 7.8 9.9 7.2 21.0 19.6 19.5 22.9 19.1 0.0 Incr Delay (d2), s/veh 0.0 2.8 2.7 0.6 1.2 0.1 1.2 1.8 1.7 2.8 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 6.0 6.3 1.3 6.0 0.5 1.2 1.8 1.3 1.8 1.0 0.0 LnGrp Delay(d),s/veh 8.5 14.8 14.7 8.4 11.1 7.4 22.2 21.4 21.2 25.7 20.0 0.0 LnGrp LOS ABBABACCCCB Approach Vol, veh/h 935 1255 274 170 Approach Delay, s/veh 14.7 10.6 21.5 23.4 Approach LOS B B C C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.7 33.3 18.0 5.0 37.0 18.0 Change Period (Y+Rc), s 4.0 7.0 6.0 4.0 7.0 6.0 Max Green Setting (Gmax), s 6.0 25.0 12.0 6.0 25.0 12.0 Max Q Clear Time (g_c+I1), s 4.8 13.2 9.9 2.2 13.8 6.6 Green Ext Time (p_c), s 0.1 8.5 0.4 0.0 8.1 0.9 Intersection Summary HCM 2010 Ctrl Delay 14.0 HCM 2010 LOS B Timing Report, Sorted By Phase Short Bkgrd PM 3: SW Frontage Road & SH392 Loaf 'N' Jug 02/16/2018 Synchro 9 Light Report Delich Associates sb pm.syn Phase Number 124568 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None C-Max Max None C-Max Max Maximum Split (s) 10 32 18 10 32 18 Maximum Split (%) 16.7% 53.3% 30.0% 16.7% 53.3% 30.0% Minimum Split (s) 9.5 25 12 9.5 25 12 Yellow Time (s) 354354 All-Red Time (s) 122122 Minimum Initial (s) 555555 Vehicle Extension (s) 333333 Minimum Gap (s) 333333 Time Before Reduce (s) 000000 Time To Reduce (s) 000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 50 0 32 50 0 32 End Time (s) 0 32 50 0 32 50 Yield/Force Off (s) 56 25 44 56 25 44 Yield/Force Off 170(s) 56 25 44 56 25 44 Local Start Time (s) 50 0 32 50 0 32 Local Yield (s) 56 25 44 56 25 44 Local Yield 170(s) 56 25 44 56 25 44 Intersection Summary Cycle Length 60 Control Type Actuated-Coordinated Natural Cycle 50 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Short Bkgrd PM 3: SW Frontage Road & SH392 Loaf 'N' Jug 02/16/2018 Synchro 9 Light Report Delich Associates sb pm.syn Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 13 927 176 1027 109 73 115 301 103 67 65 v/c Ratio 0.03 0.56 0.42 0.51 0.11 0.25 0.29 0.55 0.37 0.17 0.14 Control Delay 3.9 13.8 7.5 9.9 2.1 22.3 21.9 8.6 24.8 20.4 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.9 13.8 7.5 9.9 2.1 22.3 21.9 8.6 24.8 20.4 0.7 Queue Length 50th (ft) 1 127 20 95 0 22 35 10 32 20 0 Queue Length 95th (ft) 6 181 39 208 19 53 74 66 71 48 2 Internal Link Dist (ft) 748 786 325 337 Turn Bay Length (ft) 360 360 300 200 275 200 150 Base Capacity (vph) 435 1646 415 2005 951 287 403 552 275 403 456 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.03 0.56 0.42 0.51 0.11 0.25 0.29 0.55 0.37 0.17 0.14 Intersection Summary HCM 2010 Signalized Intersection Summary Short Bkgrd AM 3: SW Frontage Road & SH392 With Required EB LT Lane Load 'N' Jug 02/19/2018 Synchro 9 Light Report Delich Associates sb am eb rt.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 833 79 262 788 83 35 25 123 126 87 31 Future Volume (veh/h) 36 833 79 262 788 83 35 25 123 126 87 31 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 39 896 0 282 847 30 38 27 0 135 94 0 Adj No. of Lanes 121121111111 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222 Cap, veh/h 458 1611 694 515 1865 834 301 342 290 356 342 290 Arrive On Green 0.06 0.46 0.00 0.13 0.53 0.53 0.18 0.18 0.00 0.18 0.18 0.00 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1297 1863 1583 1378 1863 1583 Grp Volume(v), veh/h 39 896 0 282 847 30 38 27 0 135 94 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1297 1863 1583 1378 1863 1583 Q Serve(g_s), s 0.7 11.1 0.0 4.3 8.9 0.5 1.6 0.7 0.0 5.4 2.6 0.0 Cycle Q Clear(g_c), s 0.7 11.1 0.0 4.3 8.9 0.5 4.2 0.7 0.0 6.1 2.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 458 1611 694 515 1865 834 301 342 290 356 342 290 V/C Ratio(X) 0.09 0.56 0.00 0.55 0.45 0.04 0.13 0.08 0.00 0.38 0.28 0.00 Avail Cap(c_a), veh/h 565 1611 694 672 1865 834 301 342 290 356 342 290 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 7.5 11.9 0.0 7.9 8.8 6.8 22.9 20.3 0.0 22.8 21.1 0.0 Incr Delay (d2), s/veh 0.1 1.4 0.0 0.9 0.8 0.1 0.9 0.5 0.0 3.1 2.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 5.7 0.0 2.2 4.6 0.3 0.6 0.4 0.0 2.4 1.5 0.0 LnGrp Delay(d),s/veh 7.6 13.3 0.0 8.8 9.6 6.9 23.7 20.8 0.0 25.9 23.1 0.0 LnGrp LOS A B A A A C C C C Approach Vol, veh/h 935 1159 65 229 Approach Delay, s/veh 13.1 9.4 22.5 24.7 Approach LOS B A C C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.7 33.3 16.0 6.4 37.6 16.0 Change Period (Y+Rc), s 4.0 7.0 6.0 4.0 7.0 6.0 Max Green Setting (Gmax), s 12.0 21.0 10.0 6.0 27.0 10.0 Max Q Clear Time (g_c+I1), s 6.3 13.1 8.1 2.7 10.9 6.2 Green Ext Time (p_c), s 0.4 5.8 0.2 0.0 9.9 0.4 Intersection Summary HCM 2010 Ctrl Delay 12.6 HCM 2010 LOS B Timing Report, Sorted By Phase Short Bkgrd AM 3: SW Frontage Road & SH392 With Required EB LT Lane Load 'N' Jug 02/19/2018 Synchro 9 Light Report Delich Associates sb am eb rt.syn Phase Number 124568 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None C-Max Max None C-Max Max Maximum Split (s) 16 28 16 10 34 16 Maximum Split (%) 26.7% 46.7% 26.7% 16.7% 56.7% 26.7% Minimum Split (s) 9.5 25 12 9.5 25 12 Yellow Time (s) 354354 All-Red Time (s) 122122 Minimum Initial (s) 555555 Vehicle Extension (s) 333333 Minimum Gap (s) 333333 Time Before Reduce (s) 000000 Time To Reduce (s) 000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 44 0 28 44 54 28 End Time (s) 0 28 44 54 28 44 Yield/Force Off (s) 56 21 38 50 21 38 Yield/Force Off 170(s) 56 21 38 50 21 38 Local Start Time (s) 44 0 28 44 54 28 Local Yield (s) 56 21 38 50 21 38 Local Yield 170(s) 56 21 38 50 21 38 Intersection Summary Cycle Length 60 Control Type Actuated-Coordinated Natural Cycle 50 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Short Bkgrd AM 3: SW Frontage Road & SH392 With Required EB LT Lane Load 'N' Jug 02/19/2018 Synchro 9 Light Report Delich Associates sb am eb rt.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 39 896 85 282 847 89 38 27 132 135 94 33 v/c Ratio 0.08 0.62 0.11 0.56 0.42 0.09 0.16 0.08 0.28 0.54 0.28 0.07 Control Delay 4.1 16.7 0.3 9.0 9.3 1.3 22.6 21.1 2.4 31.0 23.6 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.1 16.7 0.3 9.0 9.3 1.3 22.6 21.1 2.4 31.0 23.6 0.3 Queue Length 50th (ft) 4 127 0 31 65 0 12 8 0 45 30 0 Queue Length 95th (ft) 10 199 0 69 151 12 34 26 10 #95 65 0 Internal Link Dist (ft) 748 786 325 349 Turn Bay Length (ft) 360 300 360 300 200 275 200 150 Base Capacity (vph) 493 1453 744 564 2005 952 237 341 468 252 341 468 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.08 0.62 0.11 0.50 0.42 0.09 0.16 0.08 0.28 0.54 0.28 0.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 2010 Signalized Intersection Summary Short Bkgrd PM 3: SW Frontage Road & SH392 Required EB LT Lane Loaf 'N' Jug 02/19/2018 Synchro 9 Light Report Delich Associates sb pm eb rt.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 863 36 171 996 106 71 112 292 100 65 63 Future Volume (veh/h) 13 863 36 171 996 106 71 112 292 100 65 63 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 13 890 0 176 1027 52 73 115 86 103 67 0 Adj No. of Lanes 121121111111 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 345 1608 693 458 1830 819 369 404 343 314 404 343 Arrive On Green 0.03 0.45 0.00 0.10 0.52 0.52 0.22 0.22 0.22 0.22 0.22 0.00 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1329 1863 1583 1177 1863 1583 Grp Volume(v), veh/h 13 890 0 176 1027 52 73 115 86 103 67 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1329 1863 1583 1177 1863 1583 Q Serve(g_s), s 0.2 11.0 0.0 2.8 11.8 1.0 2.8 3.1 2.7 4.8 1.8 0.0 Cycle Q Clear(g_c), s 0.2 11.0 0.0 2.8 11.8 1.0 4.6 3.1 2.7 7.9 1.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 345 1608 693 458 1830 819 369 404 343 314 404 343 V/C Ratio(X) 0.04 0.55 0.00 0.38 0.56 0.06 0.20 0.28 0.25 0.33 0.17 0.00 Avail Cap(c_a), veh/h 493 1608 693 496 1830 819 369 404 343 314 404 343 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 8.5 11.9 0.0 7.7 9.9 7.2 21.0 19.6 19.5 22.9 19.1 0.0 Incr Delay (d2), s/veh 0.0 1.4 0.0 0.5 1.2 0.1 1.2 1.8 1.7 2.8 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 5.6 0.0 1.3 6.0 0.5 1.2 1.8 1.3 1.8 1.0 0.0 LnGrp Delay(d),s/veh 8.5 13.3 0.0 8.3 11.1 7.4 22.2 21.4 21.2 25.7 20.0 0.0 LnGrp LOS A B A B A CCCCB Approach Vol, veh/h 903 1255 274 170 Approach Delay, s/veh 13.2 10.6 21.5 23.4 Approach LOS B B C C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.7 33.3 18.0 5.0 37.0 18.0 Change Period (Y+Rc), s 4.0 7.0 6.0 4.0 7.0 6.0 Max Green Setting (Gmax), s 6.0 25.0 12.0 6.0 25.0 12.0 Max Q Clear Time (g_c+I1), s 4.8 13.0 9.9 2.2 13.8 6.6 Green Ext Time (p_c), s 0.1 8.7 0.4 0.0 8.2 0.9 Intersection Summary HCM 2010 Ctrl Delay 13.5 HCM 2010 LOS B Timing Report, Sorted By Phase Short Bkgrd PM 3: SW Frontage Road & SH392 Required EB LT Lane Loaf 'N' Jug 02/19/2018 Synchro 9 Light Report Delich Associates sb pm eb rt.syn Phase Number 124568 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None C-Max Max None C-Max Max Maximum Split (s) 10 32 18 10 32 18 Maximum Split (%) 16.7% 53.3% 30.0% 16.7% 53.3% 30.0% Minimum Split (s) 9.5 25 12 9.5 25 12 Yellow Time (s) 354354 All-Red Time (s) 122122 Minimum Initial (s) 555555 Vehicle Extension (s) 333333 Minimum Gap (s) 333333 Time Before Reduce (s) 000000 Time To Reduce (s) 000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 50 0 32 50 0 32 End Time (s) 0 32 50 0 32 50 Yield/Force Off (s) 56 25 44 56 25 44 Yield/Force Off 170(s) 56 25 44 56 25 44 Local Start Time (s) 50 0 32 50 0 32 Local Yield (s) 56 25 44 56 25 44 Local Yield 170(s) 56 25 44 56 25 44 Intersection Summary Cycle Length 60 Control Type Actuated-Coordinated Natural Cycle 50 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Short Bkgrd PM 3: SW Frontage Road & SH392 Required EB LT Lane Loaf 'N' Jug 02/19/2018 Synchro 9 Light Report Delich Associates sb pm eb rt.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 13 890 37 176 1027 109 73 115 301 103 67 65 v/c Ratio 0.03 0.54 0.05 0.41 0.51 0.11 0.25 0.29 0.55 0.37 0.17 0.14 Control Delay 3.9 13.7 0.1 7.2 9.9 2.1 22.3 21.9 8.6 24.8 20.4 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.9 13.7 0.1 7.2 9.9 2.1 22.3 21.9 8.6 24.8 20.4 0.7 Queue Length 50th (ft) 1 122 0 20 95 0 22 35 10 32 20 0 Queue Length 95th (ft) 6 173 0 39 208 19 53 74 66 71 48 2 Internal Link Dist (ft) 748 786 325 337 Turn Bay Length (ft) 360 300 360 300 200 275 200 150 Base Capacity (vph) 435 1651 782 430 2005 951 287 403 552 275 403 456 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.03 0.54 0.05 0.41 0.51 0.11 0.25 0.29 0.55 0.37 0.17 0.14 Intersection Summary APPENDIX E HCM 2010 Signalized Intersection Summary Long Bkgrd AM 3: SW Frontage Road & SH392 02/19/2018 Synchro 9 Light Report lb am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 1040 90 310 990 170 45 35 150 225 105 60 Future Volume (veh/h) 70 1040 90 310 990 170 45 35 150 225 105 60 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 74 1095 0 326 1042 85 47 37 0 237 111 0 Adj No. of Lanes 121221111111 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222 Cap, veh/h 114 1595 696 437 1817 813 281 166 141 432 342 291 Arrive On Green 0.06 0.45 0.00 0.13 0.51 0.51 0.05 0.09 0.00 0.14 0.18 0.00 Sat Flow, veh/h 1774 3539 1583 3442 3539 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 74 1095 0 326 1042 85 47 37 0 237 111 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1721 1770 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 3.7 22.1 0.0 8.2 18.3 2.5 2.1 1.7 0.0 10.3 4.7 0.0 Cycle Q Clear(g_c), s 3.7 22.1 0.0 8.2 18.3 2.5 2.1 1.7 0.0 10.3 4.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 114 1595 696 437 1817 813 281 166 141 432 342 291 V/C Ratio(X) 0.65 0.69 0.00 0.75 0.57 0.10 0.17 0.22 0.00 0.55 0.32 0.00 Avail Cap(c_a), veh/h 177 1595 696 497 1817 813 331 166 141 432 342 291 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 41.1 19.7 0.0 37.9 15.1 11.3 34.3 38.1 0.0 28.9 31.9 0.0 Incr Delay (d2), s/veh 6.0 2.4 0.0 5.3 1.3 0.3 0.3 3.1 0.0 1.5 2.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 11.3 0.0 4.2 9.2 1.1 1.0 1.0 0.0 5.2 2.6 0.0 LnGrp Delay(d),s/veh 47.1 22.1 0.0 43.2 16.4 11.5 34.6 41.2 0.0 30.3 34.4 0.0 LnGrp LOS D C D B B C D C C Approach Vol, veh/h 1169 1453 84 348 Approach Delay, s/veh 23.7 22.1 37.5 31.6 Approach LOS CCDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.4 46.6 7.5 21.5 8.8 52.2 16.0 13.0 Change Period (Y+Rc), s 4.0 7.0 4.0 6.0 4.0 7.0 4.0 6.0 Max Green Setting (Gmax), s 12.0 38.0 6.0 13.0 8.0 42.0 12.0 7.0 Max Q Clear Time (g_c+I1), s 10.2 24.1 4.1 6.7 5.7 20.3 12.3 3.7 Green Ext Time (p_c), s 0.2 10.6 0.0 0.3 0.0 15.0 0.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 24.2 HCM 2010 LOS C Timing Report, Sorted By Phase Long Bkgrd AM 3: SW Frontage Road & SH392 02/19/2018 Synchro 9 Light Report lb am.syn Phase Number 12345678 Movement WBL EBT NBL SBTL EBL WBT SBL NBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None Max None C-Max None Max Maximum Split (s) 16 45 10 19 12 49 16 13 Maximum Split (%) 17.8% 50.0% 11.1% 21.1% 13.3% 54.4% 17.8% 14.4% Minimum Split (s) 9.5 25 9.5 12 9.5 25 9.5 12 Yellow Time (s) 35343534 All-Red Time (s) 12121212 Minimum Initial (s) 55555555 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 74 0 45 55 74 86 45 61 End Time (s) 0 45 55 74 86 45 61 74 Yield/Force Off (s) 86 38 51 68 82 38 57 68 Yield/Force Off 170(s) 86 38 51 68 82 38 57 68 Local Start Time (s) 74 0 45 55 74 86 45 61 Local Yield (s) 86 38 51 68 82 38 57 68 Local Yield 170(s) 86 38 51 68 82 38 57 68 Intersection Summary Cycle Length 90 Control Type Actuated-Coordinated Natural Cycle 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Long Bkgrd AM 3: SW Frontage Road & SH392 02/19/2018 Synchro 9 Light Report lb am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 74 1095 95 326 1042 179 47 37 158 237 111 63 v/c Ratio 0.45 0.71 0.12 0.68 0.58 0.20 0.17 0.21 0.49 0.59 0.30 0.15 Control Delay 47.2 23.8 0.3 44.5 18.0 2.6 25.5 41.4 8.7 33.1 35.3 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.2 23.8 0.3 44.5 18.0 2.6 25.5 41.4 8.7 33.1 35.3 0.7 Queue Length 50th (ft) 40 260 0 91 221 0 19 20 0 110 57 0 Queue Length 95th (ft) 84 336 0 136 286 32 45 50 36 180 108 0 Internal Link Dist (ft) 748 786 325 701 Turn Bay Length (ft) 360 300 360 300 200 275 200 150 Base Capacity (vph) 177 1549 779 495 1787 889 285 174 324 407 372 432 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.42 0.71 0.12 0.66 0.58 0.20 0.16 0.21 0.49 0.58 0.30 0.15 Intersection Summary HCM 2010 Signalized Intersection Summary Long Bkgrd PM 3: SW Frontage Road & SH392 02/19/2018 Synchro 9 Light Report lb pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 45 1080 45 210 1245 220 85 140 360 210 80 105 Future Volume (veh/h) 45 1080 45 210 1245 220 85 140 360 210 80 105 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 46 1113 0 216 1284 107 88 144 213 216 82 -7 Adj No. of Lanes 121221111111 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 87 1534 669 306 1675 749 443 393 334 366 418 355 Arrive On Green 0.05 0.43 0.00 0.09 0.47 0.47 0.06 0.21 0.21 0.08 0.22 0.00 Sat Flow, veh/h 1774 3539 1583 3442 3539 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 46 1113 0 216 1284 107 88 144 213 216 82 -7 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1721 1770 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 2.3 23.4 0.0 5.5 27.0 3.4 3.4 5.9 11.0 7.0 3.2 0.0 Cycle Q Clear(g_c), s 2.3 23.4 0.0 5.5 27.0 3.4 3.4 5.9 11.0 7.0 3.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 87 1534 669 306 1675 749 443 393 334 366 418 355 V/C Ratio(X) 0.53 0.73 0.00 0.71 0.77 0.14 0.20 0.37 0.64 0.59 0.20 -0.02 Avail Cap(c_a), veh/h 138 1534 669 306 1675 749 467 393 334 366 418 355 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 41.8 21.1 0.0 39.9 19.6 13.4 24.9 30.4 32.4 27.3 28.3 0.0 Incr Delay (d2), s/veh 4.9 3.0 0.0 7.2 3.4 0.4 0.2 2.6 9.0 2.5 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 11.9 0.0 2.9 13.8 1.6 1.7 3.3 5.6 1.7 1.8 0.0 LnGrp Delay(d),s/veh 46.7 24.1 0.0 47.1 23.0 13.8 25.1 33.0 41.3 29.8 29.4 0.0 LnGrp LOS D C D C B CCDCC Approach Vol, veh/h 1159 1607 445 291 Approach Delay, s/veh 25.0 25.6 35.4 30.4 Approach LOS CCDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 45.0 8.8 25.2 7.4 48.6 10.0 24.0 Change Period (Y+Rc), s 4.0 7.0 4.0 6.0 4.0 7.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 38.0 6.0 18.0 6.0 39.0 6.0 18.0 Max Q Clear Time (g_c+I1), s 7.5 25.4 5.4 5.2 4.3 29.0 9.0 13.0 Green Ext Time (p_c), s 0.0 10.6 0.0 1.6 0.0 8.6 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 27.1 HCM 2010 LOS C Timing Report, Sorted By Phase Long Bkgrd PM 3: SW Frontage Road & SH392 02/19/2018 Synchro 9 Light Report lb pm.syn Phase Number 12345678 Movement WBL EBT NBL SBTL EBL WBT SBL NBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None Max None C-Max None Max Maximum Split (s) 11 45 10 24 10 46 10 24 Maximum Split (%) 12.2% 50.0% 11.1% 26.7% 11.1% 51.1% 11.1% 26.7% Minimum Split (s) 9.5 25 9.5 12 9.5 25 9.5 12 Yellow Time (s) 35343534 All-Red Time (s) 12121212 Minimum Initial (s) 55555555 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 79 0 45 55 79 89 45 55 End Time (s) 0 45 55 79 89 45 55 79 Yield/Force Off (s) 86 38 51 73 85 38 51 73 Yield/Force Off 170(s) 86 38 51 73 85 38 51 73 Local Start Time (s) 79 0 45 55 79 89 45 55 Local Yield (s) 86 38 51 73 85 38 51 73 Local Yield 170(s) 86 38 51 73 85 38 51 73 Intersection Summary Cycle Length 90 Control Type Actuated-Coordinated Natural Cycle 70 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Long Bkgrd PM 3: SW Frontage Road & SH392 02/19/2018 Synchro 9 Light Report lb pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 46 1113 46 216 1284 227 88 144 371 216 82 108 v/c Ratio 0.34 0.73 0.06 0.71 0.74 0.26 0.20 0.37 0.76 0.54 0.19 0.23 Control Delay 46.7 24.5 0.2 53.7 22.8 3.0 21.8 33.5 27.3 28.7 30.6 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.7 24.5 0.2 53.7 22.8 3.0 21.8 33.5 27.3 28.7 30.6 3.6 Queue Length 50th (ft) 25 266 0 62 324 0 34 71 94 91 39 0 Queue Length 95th (ft) 60 344 0 #110 414 39 68 126 #228 150 78 23 Internal Link Dist (ft) 748 786 325 701 Turn Bay Length (ft) 360 300 360 300 200 275 200 150 Base Capacity (vph) 137 1533 745 305 1730 889 443 393 487 402 434 480 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.34 0.73 0.06 0.71 0.74 0.26 0.20 0.37 0.76 0.54 0.19 0.23 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 2010 Signalized Intersection Summary Long Bkgrd AM 3: SW Frontage Road & SH392 Existing Geometry 02/19/2018 Synchro 9 Light Report lb am existing geo.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 1040 90 310 990 170 45 35 150 225 105 60 Future Volume (veh/h) 70 1040 90 310 990 170 45 35 150 225 105 60 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 74 1095 88 326 1042 91 47 37 0 237 111 0 Adj No. of Lanes 120121111111 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222 Cap, veh/h 356 1579 127 403 1918 858 267 145 123 397 301 256 Arrive On Green 0.06 0.48 0.46 0.12 0.54 0.54 0.05 0.08 0.00 0.13 0.16 0.00 Sat Flow, veh/h 1774 3319 267 1774 3539 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 74 584 599 326 1042 91 47 37 0 237 111 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1816 1774 1770 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 1.8 23.2 23.3 7.7 17.2 2.5 2.1 1.7 0.0 10.6 4.8 0.0 Cycle Q Clear(g_c), s 1.8 23.2 23.3 7.7 17.2 2.5 2.1 1.7 0.0 10.6 4.8 0.0 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 356 842 864 403 1918 858 267 145 123 397 301 256 V/C Ratio(X) 0.21 0.69 0.69 0.81 0.54 0.11 0.18 0.26 0.00 0.60 0.37 0.00 Avail Cap(c_a), veh/h 392 842 864 518 1918 858 317 145 123 397 301 256 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 11.0 18.4 18.5 16.0 13.4 10.0 35.2 39.0 0.0 30.6 33.6 0.0 Incr Delay (d2), s/veh 0.3 4.7 4.6 7.3 1.1 0.2 0.3 4.2 0.0 2.4 3.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 12.3 12.8 4.8 8.7 1.2 1.1 1.0 0.0 5.4 2.8 0.0 LnGrp Delay(d),s/veh 11.3 23.1 23.1 23.3 14.5 10.3 35.5 43.3 0.0 33.1 37.1 0.0 LnGrp LOS B C C C B B D D C D Approach Vol, veh/h 1257 1459 84 348 Approach Delay, s/veh 22.4 16.2 38.9 34.3 Approach LOS C B D C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.2 48.8 7.5 19.5 8.2 54.8 15.0 12.0 Change Period (Y+Rc), s 4.0 7.0 4.0 6.0 4.0 7.0 4.0 6.0 Max Green Setting (Gmax), s 16.0 36.0 6.0 11.0 6.0 46.0 11.0 6.0 Max Q Clear Time (g_c+I1), s 9.7 25.3 4.1 6.8 3.8 19.2 12.6 3.7 Green Ext Time (p_c), s 0.5 8.6 0.0 0.2 0.0 17.5 0.0 0.1 Intersection Summary HCM 2010 Ctrl Delay 21.3 HCM 2010 LOS C Timing Report, Sorted By Phase Long Bkgrd AM 3: SW Frontage Road & SH392 Existing Geometry 02/19/2018 Synchro 9 Light Report lb am existing geo.syn Phase Number 12345678 Movement WBL EBTL NBL SBTL EBL WBTL SBL NBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None Max None C-Max None Max Maximum Split (s) 20 43 10 17 10 53 15 12 Maximum Split (%) 22.2% 47.8% 11.1% 18.9% 11.1% 58.9% 16.7% 13.3% Minimum Split (s) 9.5 25 9.5 12 9.5 25 9.5 12 Yellow Time (s) 35343534 All-Red Time (s) 12121212 Minimum Initial (s) 55555555 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 70 0 43 53 70 80 43 58 End Time (s) 0 43 53 70 80 43 58 70 Yield/Force Off (s) 86 36 49 64 76 36 54 64 Yield/Force Off 170(s) 86 36 49 64 76 36 54 64 Local Start Time (s) 70 0 43 53 70 80 43 58 Local Yield (s) 86 36 49 64 76 36 54 64 Local Yield 170(s) 86 36 49 64 76 36 54 64 Intersection Summary Cycle Length 90 Control Type Actuated-Coordinated Natural Cycle 70 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Long Bkgrd AM 3: SW Frontage Road & SH392 Existing Geometry 02/19/2018 Synchro 9 Light Report lb am existing geo.syn Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 74 1190 326 1042 179 47 37 158 237 111 63 v/c Ratio 0.21 0.79 0.83 0.54 0.19 0.18 0.25 0.45 0.64 0.34 0.14 Control Delay 7.9 27.2 37.7 15.1 2.2 27.1 43.6 5.1 37.1 37.8 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.9 27.2 37.7 15.1 2.2 27.1 43.6 5.1 37.1 37.8 0.7 Queue Length 50th (ft) 13 306 118 200 0 20 20 0 114 59 0 Queue Length 95th (ft) 27 394 #246 257 29 47 51 10 186 111 0 Internal Link Dist (ft) 748 786 325 701 Turn Bay Length (ft) 360 360 300 200 275 200 150 Base Capacity (vph) 352 1508 423 1927 944 268 149 349 371 331 441 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.21 0.79 0.77 0.54 0.19 0.18 0.25 0.45 0.64 0.34 0.14 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 2010 Signalized Intersection Summary Long Bkgrd PM 3: SW Frontage Road & SH392 Existing Geometry 02/19/2018 Synchro 9 Light Report lb pm existing geo.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 45 1080 45 210 1245 220 85 140 360 210 80 105 Future Volume (veh/h) 45 1080 45 210 1245 220 85 140 360 210 80 105 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 46 1113 43 216 1284 113 88 144 193 216 82 0 Adj No. of Lanes 120121111111 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 247 1561 60 341 1753 784 412 331 281 351 374 318 Arrive On Green 0.05 0.45 0.44 0.10 0.50 0.50 0.07 0.18 0.18 0.09 0.20 0.00 Sat Flow, veh/h 1774 3474 134 1774 3539 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 46 567 589 216 1284 113 88 144 193 216 82 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1839 1774 1770 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 1.2 23.4 23.4 5.4 25.9 3.5 3.6 6.2 10.3 8.0 3.3 0.0 Cycle Q Clear(g_c), s 1.2 23.4 23.4 5.4 25.9 3.5 3.6 6.2 10.3 8.0 3.3 0.0 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 247 795 826 341 1753 784 412 331 281 351 374 318 V/C Ratio(X) 0.19 0.71 0.71 0.63 0.73 0.14 0.21 0.43 0.69 0.62 0.22 0.00 Avail Cap(c_a), veh/h 298 795 826 408 1753 784 433 331 281 351 374 318 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 14.6 20.1 20.1 16.0 18.0 12.3 27.1 33.0 34.6 27.8 30.1 0.0 Incr Delay (d2), s/veh 0.4 5.4 5.2 2.4 2.7 0.4 0.3 4.1 12.8 3.2 1.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 12.5 13.0 2.8 13.2 1.6 1.7 3.6 5.5 1.3 1.8 0.0 LnGrp Delay(d),s/veh 15.0 25.5 25.3 18.4 20.7 12.7 27.3 37.1 47.4 31.0 31.4 0.0 LnGrp LOS B C C B C B CDDCC Approach Vol, veh/h 1202 1613 425 298 Approach Delay, s/veh 25.0 19.9 39.8 31.1 Approach LOS C B D C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.6 46.4 8.9 23.1 7.4 50.6 11.0 21.0 Change Period (Y+Rc), s 4.0 7.0 4.0 6.0 4.0 7.0 4.0 6.0 Max Green Setting (Gmax), s 11.0 36.0 6.0 16.0 6.0 41.0 7.0 15.0 Max Q Clear Time (g_c+I1), s 7.4 25.4 5.6 5.3 3.2 27.9 10.0 12.3 Green Ext Time (p_c), s 0.2 9.0 0.0 1.4 0.0 10.9 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 24.9 HCM 2010 LOS C Timing Report, Sorted By Phase Long Bkgrd PM 3: SW Frontage Road & SH392 Existing Geometry 02/19/2018 Synchro 9 Light Report lb pm existing geo.syn Phase Number 12345678 Movement WBL EBTL NBL SBTL EBL WBTL SBL NBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None Max None C-Max None Max Maximum Split (s) 15 43 10 22 10 48 11 21 Maximum Split (%) 16.7% 47.8% 11.1% 24.4% 11.1% 53.3% 12.2% 23.3% Minimum Split (s) 9.5 25 9.5 12 9.5 25 9.5 12 Yellow Time (s) 35343534 All-Red Time (s) 12121212 Minimum Initial (s) 55555555 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 75 0 43 53 75 85 43 54 End Time (s) 0 43 53 75 85 43 54 75 Yield/Force Off (s) 86 36 49 69 81 36 50 69 Yield/Force Off 170(s) 86 36 49 69 81 36 50 69 Local Start Time (s) 75 0 43 53 75 85 43 54 Local Yield (s) 86 36 49 69 81 36 50 69 Local Yield 170(s) 86 36 49 69 81 36 50 69 Intersection Summary Cycle Length 90 Control Type Actuated-Coordinated Natural Cycle 70 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Long Bkgrd PM 3: SW Frontage Road & SH392 Existing Geometry 02/19/2018 Synchro 9 Light Report lb pm existing geo.syn Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 46 1159 216 1284 227 88 144 371 216 82 108 v/c Ratio 0.19 0.78 0.71 0.71 0.25 0.22 0.44 0.82 0.58 0.21 0.22 Control Delay 9.4 27.0 28.4 20.6 2.7 23.5 37.7 31.3 31.3 32.5 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.4 27.0 28.4 20.6 2.7 23.5 37.7 31.3 31.3 32.5 1.0 Queue Length 50th (ft) 10 295 60 309 0 35 74 87 94 40 0 Queue Length 95th (ft) 23 380 #142 395 38 70 131 #236 156 80 0 Internal Link Dist (ft) 748 786 325 701 Turn Bay Length (ft) 360 360 300 200 275 200 150 Base Capacity (vph) 244 1489 324 1808 919 399 331 454 374 392 487 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.19 0.78 0.67 0.71 0.25 0.22 0.44 0.82 0.58 0.21 0.22 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 2010 TWSC Long Bkgrd AM 5: SW Frontage Road & Commercial 02/19/2018 Synchro 9 Light Report lb am.syn Intersection Int Delay, s/veh 2.9 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 5 100 100 175 290 5 Future Vol, veh/h 5 100 100 175 290 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 105 105 184 305 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 703 308 311 0 - 0 Stage 1 308 - - - - - Stage 2 395 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 404 732 1249 - - - Stage 1 745 - - - - - Stage 2 681 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 370 732 1249 - - - Mov Cap-2 Maneuver 370 - - - - - Stage 1 745 - - - - - Stage 2 624 - - - - - Approach SE NE SW HCM Control Delay, s 10.9 3 0 HCM LOS B Minor Lane/Major Mvmt NEL NET SELn1 SELn2 SWT SWR Capacity (veh/h) 1249 - 370 732 - - HCM Lane V/C Ratio 0.084 - 0.014 0.144 - - HCM Control Delay (s) 8.1 - 14.9 10.7 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0.3 - 0 0.5 - - HCM 2010 TWSC Long Bkgrd PM 5: SW Frontage Road & Commercial 02/19/2018 Synchro 9 Light Report lb pm.syn Intersection Int Delay, s/veh 3.2 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 5 130 130 275 265 5 Future Vol, veh/h 5 130 130 275 265 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 50 0 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 137 137 289 279 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 845 282 284 0 - 0 Stage 1 282 - - - - - Stage 2 563 - - - - - Critical Hdwy 7.12 6.22 4.12 - - - Critical Hdwy Stg 1 6.12 - - - - - Critical Hdwy Stg 2 6.12 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 283 757 1278 - - - Stage 1 725 - - - - - Stage 2 511 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 260 757 1278 - - - Mov Cap-2 Maneuver 260 - - - - - Stage 1 647 - - - - - Stage 2 456 - - - - - Approach SE NE SW HCM Control Delay, s 11.1 2.6 0 HCM LOS B Minor Lane/Major Mvmt NEL NET SELn1 SELn2 SWT SWR Capacity (veh/h) 1278 - 260 757 - - HCM Lane V/C Ratio 0.107 - 0.02 0.181 - - HCM Control Delay (s) 8.2 - 19.1 10.8 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0.4 - 0.1 0.7 - - APPENDIX F HCM 2010 Signalized Intersection Summary Short Total AM 3: SW Frontage Road & SH392 02/16/2018 Synchro 9 Light Report st am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 59 821 79 262 776 154 35 29 123 198 91 53 Future Volume (veh/h) 59 821 79 262 776 154 35 29 123 198 91 53 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 63 883 72 282 834 77 38 31 10 213 98 0 Adj No. of Lanes 120121111111 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222 Cap, veh/h 440 1389 113 474 1696 759 344 404 343 397 404 343 Arrive On Green 0.07 0.42 0.40 0.13 0.48 0.48 0.22 0.22 0.22 0.22 0.22 0.00 Sat Flow, veh/h 1774 3314 270 1774 3539 1583 1292 1863 1583 1360 1863 1583 Grp Volume(v), veh/h 63 471 484 282 834 77 38 31 10 213 98 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1815 1774 1770 1583 1292 1863 1583 1360 1863 1583 Q Serve(g_s), s 1.1 12.7 12.7 4.7 9.6 1.6 1.5 0.8 0.3 8.9 2.6 0.0 Cycle Q Clear(g_c), s 1.1 12.7 12.7 4.7 9.6 1.6 4.1 0.8 0.3 9.7 2.6 0.0 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 440 742 761 474 1696 759 344 404 343 397 404 343 V/C Ratio(X) 0.14 0.64 0.64 0.60 0.49 0.10 0.11 0.08 0.03 0.54 0.24 0.00 Avail Cap(c_a), veh/h 521 742 761 537 1696 759 344 404 343 397 404 343 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 8.4 13.8 13.9 9.6 10.6 8.6 21.1 18.7 18.5 22.6 19.4 0.0 Incr Delay (d2), s/veh 0.1 4.1 4.0 1.4 1.0 0.3 0.6 0.4 0.2 5.1 1.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 7.0 7.2 2.4 4.9 0.7 0.6 0.4 0.1 3.9 1.5 0.0 LnGrp Delay(d),s/veh 8.6 17.9 17.9 11.1 11.7 8.8 21.8 19.1 18.7 27.7 20.9 0.0 LnGrp LOS ABBBBACBBCC Approach Vol, veh/h 1018 1193 79 311 Approach Delay, s/veh 17.3 11.3 20.3 25.5 Approach LOS B B C C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.9 31.1 18.0 7.3 34.7 18.0 Change Period (Y+Rc), s 4.0 7.0 6.0 4.0 7.0 6.0 Max Green Setting (Gmax), s 9.0 22.0 12.0 6.0 25.0 12.0 Max Q Clear Time (g_c+I1), s 6.7 14.7 11.7 3.1 11.6 6.1 Green Ext Time (p_c), s 0.2 5.4 0.1 0.0 8.7 0.8 Intersection Summary HCM 2010 Ctrl Delay 15.7 HCM 2010 LOS B Timing Report, Sorted By Phase Short Total AM 3: SW Frontage Road & SH392 02/16/2018 Synchro 9 Light Report st am.syn Phase Number 124568 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None C-Max Max None C-Max Max Maximum Split (s) 13 29 18 10 32 18 Maximum Split (%) 21.7% 48.3% 30.0% 16.7% 53.3% 30.0% Minimum Split (s) 9.5 25 12 9.5 25 12 Yellow Time (s) 354354 All-Red Time (s) 122122 Minimum Initial (s) 555555 Vehicle Extension (s) 333333 Minimum Gap (s) 333333 Time Before Reduce (s) 000000 Time To Reduce (s) 000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 47 0 29 47 57 29 End Time (s) 0 29 47 57 29 47 Yield/Force Off (s) 56 22 41 53 22 41 Yield/Force Off 170(s) 56 22 41 53 22 41 Local Start Time (s) 47 0 29 47 57 29 Local Yield (s) 56 22 41 53 22 41 Local Yield 170(s) 56 22 41 53 22 41 Intersection Summary Cycle Length 60 Control Type Actuated-Coordinated Natural Cycle 50 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Short Total AM 3: SW Frontage Road & SH392 02/16/2018 Synchro 9 Light Report st am.syn Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 63 968 282 834 166 38 31 132 213 98 57 v/c Ratio 0.13 0.70 0.65 0.47 0.19 0.14 0.08 0.29 0.72 0.24 0.12 Control Delay 4.8 18.5 14.6 12.0 2.7 20.5 19.4 5.6 38.3 21.4 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.8 18.5 14.6 12.0 2.7 20.5 19.4 5.6 38.3 21.4 0.6 Queue Length 50th (ft) 7 147 35 111 0 11 9 0 72 30 0 Queue Length 95th (ft) 17 210 98 159 28 33 28 32 #164 65 0 Internal Link Dist (ft) 748 786 325 701 Turn Bay Length (ft) 360 360 300 200 275 200 150 Base Capacity (vph) 484 1381 446 1769 874 280 403 456 297 403 456 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.13 0.70 0.63 0.47 0.19 0.14 0.08 0.29 0.72 0.24 0.13 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 2010 Signalized Intersection Summary Short Total PM 3: SW Frontage Road & SH392 02/16/2018 Synchro 9 Light Report st pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 847 36 171 980 200 71 118 292 192 71 94 Future Volume (veh/h) 42 847 36 171 980 200 71 118 292 192 71 94 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 43 873 32 176 1010 100 73 122 91 198 73 0 Adj No. of Lanes 120121111111 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 347 1461 54 430 1619 724 410 466 396 350 466 396 Arrive On Green 0.06 0.42 0.40 0.10 0.46 0.46 0.25 0.25 0.25 0.25 0.25 0.00 Sat Flow, veh/h 1774 3482 128 1774 3539 1583 1322 1863 1583 1164 1863 1583 Grp Volume(v), veh/h 43 444 461 176 1010 100 73 122 91 198 73 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1840 1774 1770 1583 1322 1863 1583 1164 1863 1583 Q Serve(g_s), s 0.8 11.7 11.7 3.1 13.0 2.2 2.7 3.2 2.7 9.9 1.8 0.0 Cycle Q Clear(g_c), s 0.8 11.7 11.7 3.1 13.0 2.2 4.6 3.2 2.7 13.0 1.8 0.0 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 347 742 772 430 1619 724 410 466 396 350 466 396 V/C Ratio(X) 0.12 0.60 0.60 0.41 0.62 0.14 0.18 0.26 0.23 0.57 0.16 0.00 Avail Cap(c_a), veh/h 449 742 772 465 1619 724 410 466 396 350 466 396 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 9.4 13.5 13.5 9.1 12.4 9.4 19.3 18.1 17.9 23.3 17.6 0.0 Incr Delay (d2), s/veh 0.2 3.5 3.4 0.6 1.8 0.4 0.9 1.4 1.4 6.5 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 6.4 6.6 1.5 6.7 1.0 1.1 1.8 1.3 3.8 1.0 0.0 LnGrp Delay(d),s/veh 9.6 17.0 16.9 9.7 14.2 9.8 20.3 19.4 19.3 29.8 18.3 0.0 LnGrp LOS ABBABACBBCB Approach Vol, veh/h 948 1286 286 271 Approach Delay, s/veh 16.6 13.2 19.6 26.7 Approach LOS B B B C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.8 31.2 20.0 6.6 33.4 20.0 Change Period (Y+Rc), s 4.0 7.0 6.0 4.0 7.0 6.0 Max Green Setting (Gmax), s 6.0 23.0 14.0 6.0 23.0 14.0 Max Q Clear Time (g_c+I1), s 5.1 13.7 15.0 2.8 15.0 6.6 Green Ext Time (p_c), s 0.0 7.0 0.0 0.0 6.1 1.5 Intersection Summary HCM 2010 Ctrl Delay 16.3 HCM 2010 LOS B Timing Report, Sorted By Phase Short Total PM 3: SW Frontage Road & SH392 02/16/2018 Synchro 9 Light Report st pm.syn Phase Number 124568 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None C-Max Max None C-Max Max Maximum Split (s) 10 30 20 10 30 20 Maximum Split (%) 16.7% 50.0% 33.3% 16.7% 50.0% 33.3% Minimum Split (s) 9.5 25 12 9.5 25 12 Yellow Time (s) 354354 All-Red Time (s) 122122 Minimum Initial (s) 555555 Vehicle Extension (s) 333333 Minimum Gap (s) 333333 Time Before Reduce (s) 000000 Time To Reduce (s) 000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 50 0 30 50 0 30 End Time (s) 0 30 50 0 30 50 Yield/Force Off (s) 56 23 44 56 23 44 Yield/Force Off 170(s) 56 23 44 56 23 44 Local Start Time (s) 50 0 30 50 0 30 Local Yield (s) 56 23 44 56 23 44 Local Yield 170(s) 56 23 44 56 23 44 Intersection Summary Cycle Length 60 Control Type Actuated-Coordinated Natural Cycle 50 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Short Total PM 3: SW Frontage Road & SH392 02/16/2018 Synchro 9 Light Report st pm.syn Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 43 910 176 1010 206 73 122 301 198 73 97 v/c Ratio 0.11 0.60 0.45 0.57 0.23 0.22 0.26 0.50 0.63 0.16 0.19 Control Delay 5.3 15.6 8.8 13.3 2.9 20.0 19.9 7.2 30.7 18.7 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.3 15.6 8.8 13.3 2.9 20.0 19.9 7.2 30.7 18.7 2.6 Queue Length 50th (ft) 5 133 23 103 0 21 35 8 64 21 0 Queue Length 95th (ft) 14 189 45 218 33 51 74 61 #141 49 15 Internal Link Dist (ft) 748 786 325 701 Turn Bay Length (ft) 360 360 300 200 275 200 150 Base Capacity (vph) 399 1529 395 1769 894 330 465 599 316 465 504 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.11 0.60 0.45 0.57 0.23 0.22 0.26 0.50 0.63 0.16 0.19 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 2010 Signalized Intersection Summary Short Total AM 3: SW Frontage Road & SH392 With Required EB LT Lane 02/19/2018 Synchro 9 Light Report st am eb rt.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 59 821 79 262 776 154 35 29 123 198 91 53 Future Volume (veh/h) 59 821 79 262 776 154 35 29 123 198 91 53 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 63 883 0 282 834 74 38 31 12 213 98 0 Adj No. of Lanes 121121111111 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222 Cap, veh/h 427 1419 608 481 1637 732 366 435 369 419 435 369 Arrive On Green 0.07 0.40 0.00 0.13 0.46 0.46 0.23 0.23 0.23 0.23 0.23 0.00 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1292 1863 1583 1358 1863 1583 Grp Volume(v), veh/h 63 883 0 282 834 74 38 31 12 213 98 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1292 1863 1583 1358 1863 1583 Q Serve(g_s), s 1.2 12.0 0.0 4.9 9.9 1.6 1.5 0.8 0.4 8.7 2.6 0.0 Cycle Q Clear(g_c), s 1.2 12.0 0.0 4.9 9.9 1.6 4.0 0.8 0.4 9.5 2.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 427 1419 608 481 1637 732 366 435 369 419 435 369 V/C Ratio(X) 0.15 0.62 0.00 0.59 0.51 0.10 0.10 0.07 0.03 0.51 0.23 0.00 Avail Cap(c_a), veh/h 509 1419 608 512 1637 732 366 435 369 419 435 369 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 9.0 14.3 0.0 9.6 11.3 9.1 20.2 17.9 17.8 21.6 18.6 0.0 Incr Delay (d2), s/veh 0.2 2.1 0.0 1.5 1.1 0.3 0.6 0.3 0.2 4.3 1.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 6.2 0.0 2.5 5.0 0.7 0.6 0.4 0.2 3.8 1.5 0.0 LnGrp Delay(d),s/veh 9.2 16.4 0.0 11.2 12.5 9.4 20.8 18.2 17.9 26.0 19.8 0.0 LnGrp LOS A B B B A C B B C B Approach Vol, veh/h 946 1190 81 311 Approach Delay, s/veh 15.9 12.0 19.4 24.0 Approach LOS B B B C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.9 30.1 19.0 7.3 33.7 19.0 Change Period (Y+Rc), s 4.0 7.0 6.0 4.0 7.0 6.0 Max Green Setting (Gmax), s 8.0 22.0 13.0 6.0 24.0 13.0 Max Q Clear Time (g_c+I1), s 6.9 14.0 11.5 3.2 11.9 6.0 Green Ext Time (p_c), s 0.1 5.9 0.3 0.0 8.1 0.9 Intersection Summary HCM 2010 Ctrl Delay 15.2 HCM 2010 LOS B Timing Report, Sorted By Phase Short Total AM 3: SW Frontage Road & SH392 With Required EB LT Lane 02/19/2018 Synchro 9 Light Report st am eb rt.syn Phase Number 124568 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None C-Max Max None C-Max Max Maximum Split (s) 12 29 19 10 31 19 Maximum Split (%) 20.0% 48.3% 31.7% 16.7% 51.7% 31.7% Minimum Split (s) 9.5 25 12 9.5 25 12 Yellow Time (s) 354354 All-Red Time (s) 122122 Minimum Initial (s) 555555 Vehicle Extension (s) 333333 Minimum Gap (s) 333333 Time Before Reduce (s) 000000 Time To Reduce (s) 000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 48 0 29 48 58 29 End Time (s) 0 29 48 58 29 48 Yield/Force Off (s) 56 22 42 54 22 42 Yield/Force Off 170(s) 56 22 42 54 22 42 Local Start Time (s) 48 0 29 48 58 29 Local Yield (s) 56 22 42 54 22 42 Local Yield 170(s) 56 22 42 54 22 42 Intersection Summary Cycle Length 60 Control Type Actuated-Coordinated Natural Cycle 50 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Short Total AM 3: SW Frontage Road & SH392 With Required EB LT Lane 02/19/2018 Synchro 9 Light Report st am eb rt.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 63 883 85 282 834 166 38 31 132 213 98 57 v/c Ratio 0.13 0.65 0.13 0.64 0.49 0.20 0.13 0.07 0.28 0.67 0.23 0.12 Control Delay 5.1 17.8 1.8 13.7 12.8 2.9 19.5 18.6 5.2 33.3 20.3 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.1 17.8 1.8 13.7 12.8 2.9 19.5 18.6 5.2 33.3 20.3 0.5 Queue Length 50th (ft) 7 133 0 37 115 0 11 9 0 70 29 0 Queue Length 95th (ft) 18 189 13 #93 165 29 32 27 31 #155 63 0 Internal Link Dist (ft) 748 786 325 701 Turn Bay Length (ft) 360 300 360 300 200 275 200 150 Base Capacity (vph) 477 1368 665 442 1710 850 301 434 480 320 434 480 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.13 0.65 0.13 0.64 0.49 0.20 0.13 0.07 0.28 0.67 0.23 0.12 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 2010 Signalized Intersection Summary Short Total PM 3: SW Frontage Road & SH392 With Required EB LT Lane 02/19/2018 Synchro 9 Light Report st pm eb rt.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 847 36 171 980 200 71 118 292 192 71 94 Future Volume (veh/h) 42 847 36 171 980 200 71 118 292 192 71 94 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 43 873 0 176 1010 100 73 122 91 198 73 0 Adj No. of Lanes 121121111111 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 347 1485 638 437 1619 724 410 466 396 350 466 396 Arrive On Green 0.06 0.42 0.00 0.10 0.46 0.46 0.25 0.25 0.25 0.25 0.25 0.00 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1322 1863 1583 1164 1863 1583 Grp Volume(v), veh/h 43 873 0 176 1010 100 73 122 91 198 73 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1322 1863 1583 1164 1863 1583 Q Serve(g_s), s 0.8 11.4 0.0 3.1 13.0 2.2 2.7 3.2 2.7 9.9 1.8 0.0 Cycle Q Clear(g_c), s 0.8 11.4 0.0 3.1 13.0 2.2 4.6 3.2 2.7 13.0 1.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 347 1485 638 437 1619 724 410 466 396 350 466 396 V/C Ratio(X) 0.12 0.59 0.00 0.40 0.62 0.14 0.18 0.26 0.23 0.57 0.16 0.00 Avail Cap(c_a), veh/h 449 1485 638 472 1619 724 410 466 396 350 466 396 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 9.4 13.4 0.0 9.0 12.4 9.4 19.3 18.1 17.9 23.3 17.6 0.0 Incr Delay (d2), s/veh 0.2 1.7 0.0 0.6 1.8 0.4 0.9 1.4 1.4 6.5 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 5.8 0.0 1.5 6.7 1.0 1.1 1.8 1.3 3.8 1.0 0.0 LnGrp Delay(d),s/veh 9.6 15.1 0.0 9.6 14.2 9.8 20.3 19.4 19.3 29.8 18.3 0.0 LnGrp LOS A B A B A C B B C B Approach Vol, veh/h 916 1286 286 271 Approach Delay, s/veh 14.9 13.2 19.6 26.7 Approach LOS B B B C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.8 31.2 20.0 6.6 33.4 20.0 Change Period (Y+Rc), s 4.0 7.0 6.0 4.0 7.0 6.0 Max Green Setting (Gmax), s 6.0 23.0 14.0 6.0 23.0 14.0 Max Q Clear Time (g_c+I1), s 5.1 13.4 15.0 2.8 15.0 6.6 Green Ext Time (p_c), s 0.0 7.2 0.0 0.0 6.2 1.5 Intersection Summary HCM 2010 Ctrl Delay 15.7 HCM 2010 LOS B Timing Report, Sorted By Phase Short Total PM 3: SW Frontage Road & SH392 With Required EB LT Lane 02/19/2018 Synchro 9 Light Report st pm eb rt.syn Phase Number 124568 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None C-Max Max None C-Max Max Maximum Split (s) 10 30 20 10 30 20 Maximum Split (%) 16.7% 50.0% 33.3% 16.7% 50.0% 33.3% Minimum Split (s) 9.5 25 12 9.5 25 12 Yellow Time (s) 354354 All-Red Time (s) 122122 Minimum Initial (s) 555555 Vehicle Extension (s) 333333 Minimum Gap (s) 333333 Time Before Reduce (s) 000000 Time To Reduce (s) 000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 50 0 30 50 0 30 End Time (s) 0 30 50 0 30 50 Yield/Force Off (s) 56 23 44 56 23 44 Yield/Force Off 170(s) 56 23 44 56 23 44 Local Start Time (s) 50 0 30 50 0 30 Local Yield (s) 56 23 44 56 23 44 Local Yield 170(s) 56 23 44 56 23 44 Intersection Summary Cycle Length 60 Control Type Actuated-Coordinated Natural Cycle 50 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Short Total PM 3: SW Frontage Road & SH392 With Required EB LT Lane 02/19/2018 Synchro 9 Light Report st pm eb rt.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 43 873 37 176 1010 206 73 122 301 198 73 97 v/c Ratio 0.11 0.57 0.05 0.43 0.57 0.23 0.22 0.26 0.50 0.63 0.16 0.19 Control Delay 5.3 15.4 0.1 8.5 13.3 2.9 20.0 19.9 7.2 30.7 18.7 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.3 15.4 0.1 8.5 13.3 2.9 20.0 19.9 7.2 30.7 18.7 2.6 Queue Length 50th (ft) 5 127 0 23 103 0 21 35 8 64 21 0 Queue Length 95th (ft) 14 180 0 45 218 33 51 74 61 #141 49 15 Internal Link Dist (ft) 748 786 325 701 Turn Bay Length (ft) 360 300 360 300 200 275 200 150 Base Capacity (vph) 399 1533 733 409 1769 894 330 465 599 316 465 504 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.11 0.57 0.05 0.43 0.57 0.23 0.22 0.26 0.50 0.63 0.16 0.19 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 2010 TWSC Short Total AM 5: SW Frontage Road & Site Access 02/16/2018 Synchro 9 Light Report st am.syn Intersection Int Delay, s/veh 2.2 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 98 4 144 98 4 244 Future Vol, veh/h 98 4 144 98 4 244 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 50 0 - 150 150 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 109 4 160 109 4 271 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 440 160 0 0 160 0 Stage 1 160 - - - - - Stage 2 280 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 574 885 - - 1419 - Stage 1 869 - - - - - Stage 2 767 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 572 885 - - 1419 - Mov Cap-2 Maneuver 572 - - - - - Stage 1 869 - - - - - Stage 2 765 - - - - - Approach NW NE SW HCM Control Delay, s 12.7 0 0.1 HCM LOS B Minor Lane/Major Mvmt NET NERNWLn1NWLn2 SWL SWT Capacity (veh/h) - - 572 885 1419 - HCM Lane V/C Ratio - - 0.19 0.005 0.003 - HCM Control Delay (s) - - 12.8 9.1 7.5 - HCM Lane LOS - - B A A - HCM 95th %tile Q(veh) - - 0.7 0 0 - HCM 2010 TWSC Short Total PM 5: SW Frontage Road & Site Access 02/16/2018 Synchro 9 Light Report st pm.syn Intersection Int Delay, s/veh 3 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 129 6 231 129 6 228 Future Vol, veh/h 129 6 231 129 6 228 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 50 0 - 150 150 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 140 7 251 140 7 248 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 512 251 0 0 251 0 Stage 1 251 - - - - - Stage 2 261 - - - - - Critical Hdwy 7.12 6.22 - - 4.12 - Critical Hdwy Stg 1 6.12 - - - - - Critical Hdwy Stg 2 6.12 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 472 788 - - 1314 - Stage 1 753 - - - - - Stage 2 744 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 470 788 - - 1314 - Mov Cap-2 Maneuver 470 - - - - - Stage 1 753 - - - - - Stage 2 740 - - - - - Approach NW NE SW HCM Control Delay, s 15.6 0 0.2 HCM LOS C Minor Lane/Major Mvmt NET NERNWLn1NWLn2 SWL SWT Capacity (veh/h) - - 470 788 1314 - HCM Lane V/C Ratio - - 0.298 0.008 0.005 - HCM Control Delay (s) - - 15.9 9.6 7.8 - HCM Lane LOS - - C A A - HCM 95th %tile Q(veh) - - 1.2 0 0 - APPENDIX G HCM 2010 Signalized Intersection Summary Long Total AM 3: SW Frontage Road & SH392 02/19/2018 Synchro 9 Light Report lt am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 95 1030 90 310 980 240 45 40 150 295 110 85 Future Volume (veh/h) 95 1030 90 310 980 240 45 40 150 295 110 85 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 100 1084 0 326 1032 114 47 42 0 311 116 0 Adj No. of Lanes 121221111211 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222 Cap, veh/h 146 1671 730 437 1828 818 88 166 141 424 303 257 Arrive On Green 0.08 0.47 0.00 0.13 0.52 0.52 0.05 0.09 0.00 0.12 0.16 0.00 Sat Flow, veh/h 1774 3539 1583 3442 3539 1583 1774 1863 1583 3442 1863 1583 Grp Volume(v), veh/h 100 1084 0 326 1032 114 47 42 0 311 116 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1721 1770 1583 1774 1863 1583 1721 1863 1583 Q Serve(g_s), s 4.9 21.0 0.0 8.2 17.9 3.4 2.3 1.9 0.0 7.8 5.0 0.0 Cycle Q Clear(g_c), s 4.9 21.0 0.0 8.2 17.9 3.4 2.3 1.9 0.0 7.8 5.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 146 1671 730 437 1828 818 88 166 141 424 303 257 V/C Ratio(X) 0.68 0.65 0.00 0.75 0.56 0.14 0.54 0.25 0.00 0.73 0.38 0.00 Avail Cap(c_a), veh/h 237 1671 730 497 1828 818 138 166 141 497 303 257 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 40.1 18.1 0.0 37.9 14.8 11.3 41.8 38.2 0.0 38.0 33.7 0.0 Incr Delay (d2), s/veh 5.5 2.0 0.0 5.3 1.3 0.4 5.0 3.7 0.0 4.7 3.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 10.7 0.0 4.2 9.1 1.6 1.3 1.1 0.0 4.0 2.9 0.0 LnGrp Delay(d),s/veh 45.7 20.0 0.0 43.2 16.1 11.7 46.7 41.9 0.0 42.7 37.3 0.0 LnGrp LOS D C D B B D D D D Approach Vol, veh/h 1184 1472 89 427 Approach Delay, s/veh 22.2 21.8 44.4 41.2 Approach LOS CCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.4 48.5 7.5 19.6 10.4 52.5 14.1 13.0 Change Period (Y+Rc), s 4.0 7.0 4.0 6.0 4.0 7.0 4.0 6.0 Max Green Setting (Gmax), s 12.0 38.0 6.0 13.0 11.0 39.0 12.0 7.0 Max Q Clear Time (g_c+I1), s 10.2 23.0 4.3 7.0 6.9 19.9 9.8 3.9 Green Ext Time (p_c), s 0.2 11.3 0.0 0.3 0.1 13.6 0.2 0.2 Intersection Summary HCM 2010 Ctrl Delay 25.2 HCM 2010 LOS C Timing Report, Sorted By Phase Long Total AM 3: SW Frontage Road & SH392 02/19/2018 Synchro 9 Light Report lt am.syn Phase Number 12345678 Movement WBL EBT NBL SBT EBL WBT SBL NBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None Max None C-Max None Max Maximum Split (s) 16 45 10 19 15 46 16 13 Maximum Split (%) 17.8% 50.0% 11.1% 21.1% 16.7% 51.1% 17.8% 14.4% Minimum Split (s) 9.5 25 9.5 12 9.5 25 9.5 12 Yellow Time (s) 35343534 All-Red Time (s) 12121212 Minimum Initial (s) 55555555 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 74 0 45 55 74 89 45 61 End Time (s) 0 45 55 74 89 45 61 74 Yield/Force Off (s) 86 38 51 68 85 38 57 68 Yield/Force Off 170(s) 86 38 51 68 85 38 57 68 Local Start Time (s) 74 0 45 55 74 89 45 61 Local Yield (s) 86 38 51 68 85 38 57 68 Local Yield 170(s) 86 38 51 68 85 38 57 68 Intersection Summary Cycle Length 90 Control Type Actuated-Coordinated Natural Cycle 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Long Total AM 3: SW Frontage Road & SH392 02/19/2018 Synchro 9 Light Report lt am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 100 1084 95 326 1032 253 47 42 158 311 116 89 v/c Ratio 0.49 0.70 0.12 0.68 0.60 0.28 0.35 0.24 0.49 0.65 0.31 0.21 Control Delay 45.0 23.6 0.3 44.5 19.8 3.0 46.9 42.0 8.7 43.7 35.5 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.0 23.6 0.3 44.5 19.8 3.0 46.9 42.0 8.7 43.7 35.5 2.5 Queue Length 50th (ft) 53 257 0 91 231 0 26 23 0 87 60 0 Queue Length 95th (ft) 103 331 0 136 303 41 60 55 36 129 112 11 Internal Link Dist (ft) 748 786 325 701 Turn Bay Length (ft) 360 300 360 300 200 275 200 150 Base Capacity (vph) 236 1549 779 495 1713 897 137 175 325 495 372 432 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.42 0.70 0.12 0.66 0.60 0.28 0.34 0.24 0.49 0.63 0.31 0.21 Intersection Summary HCM 2010 Signalized Intersection Summary Long Bkgrd PM 3: SW Frontage Road & SH392 02/19/2018 Synchro 9 Light Report lt pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 1065 45 210 1230 315 85 145 360 305 85 135 Future Volume (veh/h) 75 1065 45 210 1230 315 85 145 360 305 85 135 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 77 1098 0 216 1268 137 88 149 245 314 88 24 Adj No. of Lanes 121221111211 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 118 1455 633 306 1535 687 132 373 317 382 441 375 Arrive On Green 0.07 0.41 0.00 0.09 0.43 0.43 0.07 0.20 0.20 0.11 0.24 0.24 Sat Flow, veh/h 1774 3539 1583 3442 3539 1583 1774 1863 1583 3442 1863 1583 Grp Volume(v), veh/h 77 1098 0 216 1268 137 88 149 245 314 88 24 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1721 1770 1583 1774 1863 1583 1721 1863 1583 Q Serve(g_s), s 3.8 23.8 0.0 5.5 28.5 4.8 4.3 6.3 13.2 8.0 3.4 1.1 Cycle Q Clear(g_c), s 3.8 23.8 0.0 5.5 28.5 4.8 4.3 6.3 13.2 8.0 3.4 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 118 1455 633 306 1535 687 132 373 317 382 441 375 V/C Ratio(X) 0.65 0.75 0.00 0.71 0.83 0.20 0.67 0.40 0.77 0.82 0.20 0.06 Avail Cap(c_a), veh/h 138 1455 633 306 1535 687 197 373 317 382 441 375 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.0 22.6 0.0 39.9 22.5 15.8 40.6 31.3 34.1 39.1 27.5 26.6 Incr Delay (d2), s/veh 8.4 3.7 0.0 7.2 5.2 0.7 5.7 3.2 16.7 13.3 1.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 12.3 0.0 2.9 14.8 2.2 2.3 3.6 7.2 4.5 1.9 0.5 LnGrp Delay(d),s/veh 49.5 26.3 0.0 47.1 27.7 16.5 46.3 34.5 50.8 52.5 28.5 26.9 LnGrp LOS D C D C B DCDDCC Approach Vol, veh/h 1175 1621 482 426 Approach Delay, s/veh 27.8 29.3 44.9 46.1 Approach LOS CCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 43.0 9.7 26.3 9.0 45.0 13.0 23.0 Change Period (Y+Rc), s 4.0 7.0 4.0 6.0 4.0 7.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 36.0 9.0 17.0 6.0 37.0 9.0 17.0 Max Q Clear Time (g_c+I1), s 7.5 25.8 6.3 5.4 5.8 30.5 10.0 15.2 Green Ext Time (p_c), s 0.0 8.7 0.0 1.7 0.0 5.8 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 32.8 HCM 2010 LOS C Timing Report, Sorted By Phase Long Bkgrd PM 3: SW Frontage Road & SH392 02/19/2018 Synchro 9 Light Report lt pm.syn Phase Number 12345678 Movement WBL EBT NBL SBT EBL WBT SBL NBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None Max None C-Max None Max Maximum Split (s) 11 43 13 23 10 44 13 23 Maximum Split (%) 12.2% 47.8% 14.4% 25.6% 11.1% 48.9% 14.4% 25.6% Minimum Split (s) 9.5 25 9.5 12 9.5 25 9.5 12 Yellow Time (s) 35343534 All-Red Time (s) 12121212 Minimum Initial (s) 55555555 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 79 0 43 56 79 89 43 56 End Time (s) 0 43 56 79 89 43 56 79 Yield/Force Off (s) 86 36 52 73 85 36 52 73 Yield/Force Off 170(s) 86 36 52 73 85 36 52 73 Local Start Time (s) 79 0 43 56 79 89 43 56 Local Yield (s) 86 36 52 73 85 36 52 73 Local Yield 170(s) 86 36 52 73 85 36 52 73 Intersection Summary Cycle Length 90 Control Type Actuated-Coordinated Natural Cycle 70 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Long Bkgrd PM 3: SW Frontage Road & SH392 02/19/2018 Synchro 9 Light Report lt pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 77 1098 46 216 1268 325 88 149 371 314 88 139 v/c Ratio 0.56 0.76 0.06 0.71 0.81 0.37 0.49 0.40 0.85 0.82 0.21 0.29 Control Delay 56.9 26.7 0.2 53.7 27.4 3.3 47.3 35.1 39.3 58.2 31.5 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.9 26.7 0.2 53.7 27.4 3.3 47.3 35.1 39.3 58.2 31.5 6.9 Queue Length 50th (ft) 43 273 0 62 332 0 48 74 122 91 42 0 Queue Length 95th (ft) #98 353 0 #110 425 48 95 131 #278 #158 84 44 Internal Link Dist (ft) 748 786 325 701 Turn Bay Length (ft) 360 300 360 300 200 275 200 150 Base Capacity (vph) 137 1454 713 305 1573 884 196 372 439 381 429 476 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.56 0.76 0.06 0.71 0.81 0.37 0.45 0.40 0.85 0.82 0.21 0.29 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 2010 Signalized Intersection Summary Long Total AM 3: SW Frontage Road & SH392 Existing Geometry 02/19/2018 Synchro 9 Light Report lt am existing geo.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 95 1030 90 310 980 240 45 40 150 295 110 85 Future Volume (veh/h) 95 1030 90 310 980 240 45 40 150 295 110 85 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 100 1084 88 326 1032 126 47 42 0 311 116 0 Adj No. of Lanes 120121111111 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222 Cap, veh/h 343 1488 121 395 1825 816 267 145 123 433 342 291 Arrive On Green 0.06 0.45 0.44 0.13 0.52 0.52 0.05 0.08 0.00 0.16 0.18 0.00 Sat Flow, veh/h 1774 3316 269 1774 3539 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 100 578 594 326 1032 126 47 42 0 311 116 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1815 1774 1770 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 2.6 24.1 24.1 8.1 17.9 3.8 2.1 1.9 0.0 14.0 4.9 0.0 Cycle Q Clear(g_c), s 2.6 24.1 24.1 8.1 17.9 3.8 2.1 1.9 0.0 14.0 4.9 0.0 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 343 794 815 395 1825 816 267 145 123 433 342 291 V/C Ratio(X) 0.29 0.73 0.73 0.83 0.57 0.15 0.18 0.29 0.00 0.72 0.34 0.00 Avail Cap(c_a), veh/h 371 794 815 501 1825 816 317 145 123 433 342 291 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 12.4 20.3 20.4 16.7 14.9 11.5 35.2 39.2 0.0 30.4 32.0 0.0 Incr Delay (d2), s/veh 0.5 5.8 5.7 8.8 1.3 0.4 0.3 5.0 0.0 5.7 2.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 13.0 13.3 4.9 9.1 1.7 1.1 1.2 0.0 1.2 2.8 0.0 LnGrp Delay(d),s/veh 12.9 26.1 26.0 25.4 16.2 11.9 35.5 44.1 0.0 36.1 34.6 0.0 LnGrp LOS B C C C B B D D D C Approach Vol, veh/h 1272 1484 89 427 Approach Delay, s/veh 25.0 17.8 39.6 35.7 Approach LOS C B D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.6 46.4 7.5 21.5 8.6 52.4 17.0 12.0 Change Period (Y+Rc), s 4.0 7.0 4.0 6.0 4.0 7.0 4.0 6.0 Max Green Setting (Gmax), s 16.0 34.0 6.0 13.0 6.0 44.0 13.0 6.0 Max Q Clear Time (g_c+I1), s 10.1 26.1 4.1 6.9 4.6 19.9 16.0 3.9 Green Ext Time (p_c), s 0.5 6.6 0.0 0.3 0.0 16.2 0.0 0.1 Intersection Summary HCM 2010 Ctrl Delay 23.6 HCM 2010 LOS C Timing Report, Sorted By Phase Long Total AM 3: SW Frontage Road & SH392 Existing Geometry 02/19/2018 Synchro 9 Light Report lt am existing geo.syn Phase Number 12345678 Movement WBL EBTL NBL SBTL EBL WBTL SBL NBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None Max None C-Max None Max Maximum Split (s) 20 41 10 19 10 51 17 12 Maximum Split (%) 22.2% 45.6% 11.1% 21.1% 11.1% 56.7% 18.9% 13.3% Minimum Split (s) 9.5 25 9.5 12 9.5 25 9.5 12 Yellow Time (s) 35343534 All-Red Time (s) 12121212 Minimum Initial (s) 55555555 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 70 0 41 51 70 80 41 58 End Time (s) 0 41 51 70 80 41 58 70 Yield/Force Off (s) 86 34 47 64 76 34 54 64 Yield/Force Off 170(s) 86 34 47 64 76 34 54 64 Local Start Time (s) 70 0 41 51 70 80 41 58 Local Yield (s) 86 34 47 64 76 34 54 64 Local Yield 170(s) 86 34 47 64 76 34 54 64 Intersection Summary Cycle Length 90 Control Type Actuated-Coordinated Natural Cycle 75 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Long Total AM 3: SW Frontage Road & SH392 Existing Geometry 02/19/2018 Synchro 9 Light Report lt am existing geo.syn Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 100 1179 326 1032 253 47 42 158 311 116 89 v/c Ratio 0.30 0.82 0.83 0.56 0.27 0.18 0.29 0.46 0.76 0.31 0.19 Control Delay 9.6 30.2 37.4 16.5 2.5 25.8 44.8 5.2 41.7 35.5 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.6 30.2 37.4 16.5 2.5 25.8 44.8 5.2 41.7 35.5 0.9 Queue Length 50th (ft) 19 314 118 207 0 19 23 0 152 60 0 Queue Length 95th (ft) 37 #413 #246 268 36 45 55 10 #266 112 0 Internal Link Dist (ft) 748 786 325 701 Turn Bay Length (ft) 360 360 300 200 275 200 150 Base Capacity (vph) 339 1430 423 1848 947 264 144 346 409 372 472 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.29 0.82 0.77 0.56 0.27 0.18 0.29 0.46 0.76 0.31 0.19 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 2010 Signalized Intersection Summary Long Total PM 3: SW Frontage Road & SH392 Existing Geometry 02/19/2018 Synchro 9 Light Report lt pm existing geo.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 1065 45 210 1230 315 85 145 360 305 85 135 Future Volume (veh/h) 75 1065 45 210 1230 315 85 145 360 305 85 135 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 77 1098 43 216 1268 137 88 149 207 314 88 29 Adj No. of Lanes 120121111111 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 233 1389 54 317 1562 699 423 331 281 425 457 388 Arrive On Green 0.06 0.40 0.39 0.10 0.44 0.44 0.07 0.18 0.18 0.13 0.25 0.25 Sat Flow, veh/h 1774 3472 136 1774 3539 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 77 559 582 216 1268 137 88 149 207 314 88 29 Grp Sat Flow(s),veh/h/ln 1774 1770 1839 1774 1770 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 2.2 25.0 25.0 6.0 28.1 4.8 3.6 6.4 11.1 12.0 3.4 1.3 Cycle Q Clear(g_c), s 2.2 25.0 25.0 6.0 28.1 4.8 3.6 6.4 11.1 12.0 3.4 1.3 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 233 708 736 317 1562 699 423 331 281 425 457 388 V/C Ratio(X) 0.33 0.79 0.79 0.68 0.81 0.20 0.21 0.45 0.74 0.74 0.19 0.07 Avail Cap(c_a), veh/h 267 708 736 337 1562 699 444 331 281 425 457 388 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.9 23.7 23.7 18.2 21.9 15.4 27.1 33.1 35.0 25.5 26.9 26.1 Incr Delay (d2), s/veh 0.8 8.8 8.5 5.1 4.7 0.6 0.2 4.4 15.7 6.7 0.9 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 13.8 14.3 3.3 14.6 2.2 1.7 3.7 6.1 2.3 1.9 0.6 LnGrp Delay(d),s/veh 18.7 32.4 32.2 23.3 26.6 16.0 27.3 37.4 50.7 32.1 27.9 26.5 LnGrp LOS B CCCCBCDDCCC Approach Vol, veh/h 1218 1621 444 431 Approach Delay, s/veh 31.5 25.2 41.6 30.9 Approach LOS CCDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.0 42.0 8.9 27.1 8.3 45.7 15.0 21.0 Change Period (Y+Rc), s 4.0 7.0 4.0 6.0 4.0 7.0 4.0 6.0 Max Green Setting (Gmax), s 9.0 34.0 6.0 20.0 6.0 37.0 11.0 15.0 Max Q Clear Time (g_c+I1), s 8.0 27.0 5.6 5.4 4.2 30.1 14.0 13.1 Green Ext Time (p_c), s 0.1 6.2 0.0 1.8 0.0 6.1 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 29.9 HCM 2010 LOS C Timing Report, Sorted By Phase Long Total PM 3: SW Frontage Road & SH392 Existing Geometry 02/19/2018 Synchro 9 Light Report lt pm existing geo.syn Phase Number 12345678 Movement WBL EBTL NBL SBTL EBL WBTL SBL NBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None Max None C-Max None Max Maximum Split (s) 13 41 10 26 10 44 15 21 Maximum Split (%) 14.4% 45.6% 11.1% 28.9% 11.1% 48.9% 16.7% 23.3% Minimum Split (s) 9.5 25 9.5 12 9.5 25 9.5 12 Yellow Time (s) 35343534 All-Red Time (s) 12121212 Minimum Initial (s) 55555555 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 77 0 41 51 77 87 41 56 End Time (s) 0 41 51 77 87 41 56 77 Yield/Force Off (s) 86 34 47 71 83 34 52 71 Yield/Force Off 170(s) 86 34 47 71 83 34 52 71 Local Start Time (s) 77 0 41 51 77 87 41 56 Local Yield (s) 86 34 47 71 83 34 52 71 Local Yield 170(s) 86 34 47 71 83 34 52 71 Intersection Summary Cycle Length 90 Control Type Actuated-Coordinated Natural Cycle 70 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 3: SW Frontage Road & SH392 Queues Long Total PM 3: SW Frontage Road & SH392 Existing Geometry 02/19/2018 Synchro 9 Light Report lt pm existing geo.syn Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 77 1144 216 1268 325 88 149 371 314 88 139 v/c Ratio 0.34 0.83 0.76 0.81 0.37 0.22 0.45 0.84 0.69 0.19 0.27 Control Delay 13.4 31.3 34.0 27.4 3.3 21.0 38.1 35.8 31.3 28.9 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.4 31.3 34.0 27.4 3.3 21.0 38.1 35.8 31.3 28.9 6.2 Queue Length 50th (ft) 18 302 62 332 0 33 77 99 135 40 0 Queue Length 95th (ft) 38 388 #170 425 48 65 135 #253 213 80 42 Internal Link Dist (ft) 748 786 325 701 Turn Bay Length (ft) 360 360 300 200 275 200 150 Base Capacity (vph) 229 1376 287 1573 884 398 331 440 456 475 512 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.34 0.83 0.75 0.81 0.37 0.22 0.45 0.84 0.69 0.19 0.27 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 2010 TWSC Long Total AM 5: SW Frontage Road & Site Access/Commercial 02/19/2018 Synchro 9 Light Report lt am.syn Intersection Int Delay, s/veh 5.5 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 5 0 100 100 0 5 100 175 100 5 290 5 Future Vol, veh/h 5 0 100 100 0 5 100 175 100 5 290 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 50 - - 50 - - 150 - 150 150 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 0 105 105 0 5 105 184 105 5 305 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 715 713 308 766 716 184 311 0 0 184 0 0 Stage 1 318 318 - 395 395 - - - - - - - Stage 2 397 395 - 371 321 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 346 357 732 320 356 858 1249 - - 1391 - - Stage 1 693 654 - 630 605 - - - - - - - Stage 2 629 605 - 649 652 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 321 326 732 256 325 858 1249 - - 1391 - - Mov Cap-2 Maneuver 321 326 - 256 325 - - - - - - - Stage 1 635 652 - 577 554 - - - - - - - Stage 2 573 554 - 554 650 - - - - - - - Approach SE NW NE SW HCM Control Delay, s 11 27.6 2.2 0.1 HCM LOS B D Minor Lane/Major Mvmt NEL NET NERNWLn1NWLn2 SELn1 SELn2 SWL SWT SWR Capacity (veh/h) 1249 - - 256 858 321 732 1391 - - HCM Lane V/C Ratio 0.084 - - 0.411 0.006 0.016 0.144 0.004 - - HCM Control Delay (s) 8.1 - - 28.5 9.2 16.4 10.7 7.6 - - HCM Lane LOS A - - D A C B A - - HCM 95th %tile Q(veh) 0.3 - - 1.9 0 0.1 0.5 0 - - HCM 2010 TWSC Long Bkgrd PM 5: SW Frontage Road & Site Access/Commercial 02/19/2018 Synchro 9 Light Report lt pm.syn Intersection Int Delay, s/veh 10.1 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 5 0 130 130 0 5 130 275 130 5 265 5 Future Vol, veh/h 5 0 130 130 0 5 130 275 130 5 265 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 50 - - 50 - - 150 - 150 150 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 0 137 137 0 5 137 289 137 5 279 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 858 855 282 924 858 289 284 0 0 289 0 0 Stage 1 292 292 - 563 563 - - - - - - - Stage 2 566 563 - 361 295 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 277 296 757 250 294 750 1278 - - 1273 - - Stage 1 716 671 - 511 509 - - - - - - - Stage 2 509 509 - 657 669 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 252 263 757 187 261 750 1278 - - 1273 - - Mov Cap-2 Maneuver 252 263 - 187 261 - - - - - - - Stage 1 639 668 - 456 454 - - - - - - - Stage 2 451 454 - 536 666 - - - - - - - Approach SE NW NE SW HCM Control Delay, s 11.1 61.8 2 0.1 HCM LOS B F Minor Lane/Major Mvmt NEL NET NERNWLn1NWLn2 SELn1 SELn2 SWL SWT SWR Capacity (veh/h) 1278 - - 187 750 252 757 1273 - - HCM Lane V/C Ratio 0.107 - - 0.732 0.007 0.021 0.181 0.004 - - HCM Control Delay (s) 8.2 - - 63.8 9.8 19.6 10.8 7.8 - - HCM Lane LOS A - - F A C B A - - HCM 95th %tile Q(veh) 0.4 - - 4.7 0 0.1 0.7 0 - - APPENDIX H 25 392 Frontage Road SW Westgate SCALE: 1"=500' PEDESTRIAN & BICYCLE INFLUENCE AREA DELICH ASSOCIATES Pedestrian LOS Worksheet Project Location Classification: Description of Applicable Destination Area Within 1320’ Destination Area Classification Level of Service (minimum based on project location classification) Directness Continuity Street Crossings Visual Interest & Amenities Security Commercial uses east of the site Commercial Minimum B B C B B 1 Actual A B B B B Proposed A B B B B Commercial uses southeast of the site Commercial Minimum B B C B B 2 Actual A B C B B Proposed A B C B B Minimum 3 Actual Proposed Minimum 4 Actual Proposed Minimum 5 Actual Proposed Minimum 6 Actual Proposed Minimum 7 Actual Proposed Minimum 8 Actual Proposed Minimum 9 Actual Proposed Minimum 10 Actual Proposed Bicycle LOS Worksheet Level of Service – Connectivity Minimum Actual Proposed Base Connectivity: C B B Specific connections to priority sites: Description of Applicable Destination Area Within 1320’ Destination Area Classification Commercial uses east 1 of the site Commercial B B B Commercial uses 2 southeast of the site Commercial B B B 3 4 5 6 7 8