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HomeMy WebLinkAbout08-26 Supplemental Traffic Analysis dated 08.26.26 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com TECHNICAL MEMORANDUM To: John A. Bishop Frederick County Planning and Development From: Erin B. Steel, P.E. Ariel Jarvis, P.E. Pratik Neupane Date: August 26, 2026 Subject: Supplemental Traffic Analysis – Gibson Property (Removal of Landbay East of Rt 522) Frederick County, VA Introduction This supplemental analysis evaluates the proposed Gibson Property development in Frederick County, Virginia with the landbay east of Route 522 removed from the project. The Gibson development site is located northwest of the intersection of Route 522 and Fairfax Pike (Route 277)/Lord Fairfax Highway (Route 340). It is situated north of Fairfax Pike and west of Route 522. This analysis supplements the previously submitted Traffic Impact Study prepared for the Gibson Property, dated July 30, 2026. Compared with the development program evaluated in the original study, the landbay east of Route 522, identified as Tax Map Parcel 87-3-A, has been removed from the proposed development. The project is now limited to Tax Map Parcels 87 -A-16B and 87-3-B, which collectively comprise approximately 244.379 acres. The revised development program proposes up to 2.6 million square feet of industrial park use, representing the same proportion of development previously proposed on the landbays retained within the application . For purposes of this supplemental analysis, only the Future with Development 2035 and Future with Development 2041 conditions will be evaluated. All other analysis scenarios and assumptions from the original Traffic Study remain applicable and are therefore unchanged for this supplemental analysis. Figure 1 shows the site location and study intersections. Supplemental Analysis – Gibson Property August 26, 2026 Page 2 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 1: Site Location and Study Intersections with Removal of Eastern Landbay Projected Site Trip Generation In order to calculate the trips generated by the proposed development, the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 12th Edition, publication was used to determine the total trips going into and out of the subject site dur ing the AM and PM peak hours as well as the typical number of weekday daily trips. The projected trip generation for the proposed development is depicted in Table 1. Table 1: Projected Site Trip Generation – Proposed Use (Peak Hour of the Adjacent Street; ITE 12th Ed.) As shown in Table 1, the site is expected to generate approximately 490 trips during the AM peak hour, 530 trips during the PM peak hour, and 6,112 weekday daily trips on a typical weekday. In Out Total In Out Total Total Proposed Uses Industrial Park 130 2,600.0 kSF of GFA 377 113 490 148 382 530 6,112 Total 377 113 490 148 382 530 6,112 ITE Code Size ------ W e e k d a y ------ AM Peak Hour PM Peak Hour Daily Supplemental Analysis – Gibson Property August 26, 2026 Page 3 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com It should be noted that the revised development program proposes 2.6 million square feet of industrial park use, which is less than the 3.2 million square feet evaluated in the original Traffic Study. Because the revised program generates fewer site trips than the original development program, and the revised development program represents the same proportion of development on the remaining landbays, a rescoping of the study was not required. Distribution and Assignment of Vehicular Site Traffic The distribution and assignment of site-generated vehicular trips were based on existing traffic patterns, engineering judgment, the nature of the proposed development, and input and concurrence from Frederick County and VDOT staff during the scoping process. The directional distribution and site access assumptions are consistent with those used in the original T raffic Study. The site assignment for the peak hour trips is presented in Figure 2. Supplemental Analysis – Gibson Property August 26, 2026 Page 4 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 2: Site Trips Assignment Supplemental Analysis – Gibson Property August 26, 2026 Page 5 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Future with Development (2035) Traffic Volumes The future with development traffic volumes were determined by adding the assigned site generated traffic volumes (Figure 2) to the 2035 Future Conditions without Development traffic volumes presented in the original Traffic Study. The 2035 Future Conditions with Development traffic volumes are depicted in Figure 3. Supplemental Analysis – Gibson Property August 26, 2026 Page 6 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 3: 2035 Future Conditions with Development – Vehicular Traffic Volumes Supplemental Analysis – Gibson Property August 26, 2026 Page 7 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Future with Development (2035) Intersection Capacity and Queueing Analysis Intersection capacity analyses were performed for the 2035 Future Conditions with Development scenario at the study area intersections during the AM and PM peak hours. Synchro, version 11, was used to analyze the study intersections with results based on the HCM 6th methodology1 presented in the TRB’s Highway Capacity Manual (HCM) and analysis guidelines provided by the County. The analysis herein includes level of service (LOS), delay, and queue length comparisons for the turning movements analyzed. For the purposes of this analysis, the future peak hour factors (PHF) were based on the traffic counts, as applicable, and utilized on a by-intersection basis; PHF in the range of 0.92 to 1.00 were used for the future scenario, consistent with the scoping document. The heavy vehicle percentages (HV%) were the same as those used in the 2026 Existing Conditions and 2035 Future Conditions without Development scenario analyses in the original traffic study. The planned background improvements and the site-related improvements recommended for the 2035 analysis year in the original Traffic Study dated July 30, 2026 were carried forward and incorporated into this supplemental analysis. Hence, only the mitigated results are shown in Table 2, Table 3, and Table 4. The planned background improvements by others include: • Intersection 1 (Fairfax Pike and Warrior Drive): Extension of eastbound right turn lane (VDOT SMART SCALE project). • Intersection 2 (Fairfax Pike and White Oak/Hudson Hallow Road): Addition of exclusive eastbound and westbound left-turn lanes on Fairfax Pike (by Madison Farm). The following future potential mitigations were identified under the Future with Development scenario: • Intersection 1 (Fairfax Pike and Warrior Drive): Conversion from “protected only” to “flashing yellow arrow” for eastbound left-turn and westbound left-turn movements. • Intersection 3 (Rt 522 and Fairfax Pike/Lord Fairfax Highway): Addition of an exclusive eastbound left-turn lane and a second northbound left-turn lane. • Intersection 6 (Fairfax Pike and Lake Frederick Entrance/Site Entrance #1): Installation of a traffic signal*. • Intersection 9 (Rt 522 and Site Entrance #4): Installation of a traffic signal*. *It is noted that installation of traffic signals at Intersections 6 and 9 at site entrances are subject to VDOT review and approval through future Signal Justification Reports (“SJRs”). Preliminary signal warrant evaluations and VJuST analyses were performed as part of the original Traffic Study, dated July 30, 2026 to screen potential intersection control configurations. The ultimate configurations will be determined through the future SJRs. The results of the intersection capacity analyses from Synchro are presented in Table 2, Table 3, and Table 4 and graphically in Figure 4. The results are expressed in LOS and delay (seconds per vehicle) for overall signalized intersections and per approach and lane group for all study intersections. The 95th percentile queue lengths were also determined from Synchro and are expressed in feet. The detailed analysis worksheets of the 2035 Future Conditions with Development are contained in Appendix A. 1 It should be noted that HCM 2000 methodology was used in lieu of HCM 6th if the HCM 6th methodology was not applicable. HCM 6 th could not be applicable in such cases as nonstandard National Electrical Manufacturers Association (NEMA) configurations, shared lane configurations, placement of loop detectors, U-turns, etc. Supplemental Analysis – Gibson Property August 26, 2026 Page 8 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Table 2: 2035 Future Conditions with Development – Intersection Capacity and Queuing Analysis Results (Part 1) Mitigation: Flashing Yellow Arrow on EBL and WBL movement Warrior Drive (N/S) & Fairfax Pike (E/W) Overall Intersection (Signalized)E 56.3 D 54 Eastbound Approach C 22.9 D 43.6 Eastbound Left 260 C 21.5 3 67 F 96.9 ~186 #355 Eastbound Thru C 28.3 565 703 C 28.3 561 #806 Eastbound Right 500 B 12.9 165 241 A 7.9 0 57 Westbound Approach C 25.3 E 59.1 Westbound Left 270 C 22.9 61 90 C 20.8 67 #185 Westbound Thru C 27.2 494 #676 F 69.3 ~765 #1006 Westbound Right 575 B 12.3 0 25 B 12.7 0 26 Northbound Approach D 51.9 E 72.9 Northbound Left 190 D 52.8 56 #130 D 46.7 120 #202 Northbound Thru/Right D 49.7 20 #86 F 99.9 ~180 #351 Southbound Approach F 230.2 D 53.3 Southbound Left 150 D 48.2 46 90 D 43.7 61 110 Southbound Thru F 292.5 ~322 #530 D 47.7 40 83 Southbound Right D 46 0 55 E 57.9 185 301 Hudson Hollow Road/White Oak Road & Fairfax Pike (E/W) Overall Intersection (Signalized)B 13.9 B 19.8 Eastbound Approach B 11.5 B 11.5 Eastbound Left 145 B 11.4 25 68 B 17.2 16 #107 Eastbound Thru B 11.6 126 408 B 10.4 124 370 Eastbound Right 90 A 5.9 0 0 A 5.6 0 7 Westbound Approach B 15.5 C 25.5 Westbound Left 125 A 7.9 0 3 A 6.9 3 11 Westbound Thru B 15.8 164 338 C 26.6 358 #708 Westbound Right 155 A 8.4 0 3 A 6.7 0 7 Northbound Approach C 21.2 C 28.3 Northbound Left/Thru/Right C 21.2 21 69 C 28.3 30 74 Southbound Approach C 22.1 C 28.8 Southbound Left/Thru/Right C 22.1 28 102 C 28.8 27 91 Mitigation: Addition of Exclusive EBL and second NBL turn lanes Route 522 (N/S) & Fairfax Pike/Lord Fairfax Highway Overall Intersection (Signalized)D 53.2 F 90.4 Eastbound Approach E 69.1 F 98.7 Eastbound Left 250 E 60.3 170 #317 F 150.1 ~263 #436 Eastbound Thru E 79.6 217 #403 E 58.1 154 #277 Eastbound Right 230 D 37.8 0 73 D 45.1 68 #236 Westbound Approach D 53.6 F 112.1 Westbound Left 500 D 44.8 75 128 D 40.2 152 237 Westbound Thru/Right E 58.4 144 222 F 147.3 ~421 #630 Northbound Approach D 44.2 F 99.1 Northbound Left 565 E 60.3 115 #179 F 179.8 ~185 #284 Northbound Thru C 34.8 172 232 D 53.5 251 #372 Northbound Right 250 C 29.2 0 41 C 33.8 0 20 Southbound Approach D 48.5 D 49.5 Southbound Left 125 E 72.2 60 #149 E 67.8 76 #152 Southbound Thru D 42.2 133 132 D 46.7 214 #341 Southbound Right 480 A 0 14 50 A 0 11 110 [1] [2] [3] [4] [5]Intersection 5 is analyzed using HCM 2000 ~: Volume exceeds capacity, queue is theoretically infinite. 50th % Queue (ft.) [2] 3 Delay (s)Intersection (Movement) 95th % Queue (ft.) [3][4] Synchro Synchro AM Peak Hour PM Peak Hour m: 95th percentile volume and queues (reported from Synchro) are metered by upstream signal. 2 95th % Queue (ft.) [3][4] Effective storage length is based on the storage length plus one-half of the taper length per TOSAM guidelines. NOTES: No. Effective Storage Length (ft.) [1] LOS 50th % Queue (ft.) [2] 1 LOSDelay (s) #: 95th percentile queues (reported from Synchro) exceed capacity; actual queues may be longer. Queues shown are based on the maximum after two cycles. Supplemental Analysis – Gibson Property August 26, 2026 Page 9 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Table 3: 2035 Future Conditions with Development – Intersection Capacity and Queuing Analysis Results (Part 2) Route 522 (N/S) & Lake Frederick Drive (E) Overall Intersection (Signalized) B 17.7 C 22.2 Eastbound Approach C 29.3 C 34.8 Eastbound Left C 30.8 68 153 D 38.2 104 181 Eastbound Right C 22.1 4 36 C 27.5 33 68 Northbound Approach B 15.2 C 20.9 Northbound Left 470 C 20.7 8 23 C 31.9 27 58 Northbound Thru B 14.9 111 267 B 19.6 157 244 Southbound Approach B 17.8 C 20.4 Southbound Thru B 17.9 134 226 C 20.9 273 418 Southbound Right 295 B 13.2 0 25 B 13.8 0 46 Southbound U-Turn A 0 0 3 A 0 0 0 Route 522 (N/S) & Tasker Road (E) Overall Intersection (Signalized)B 18.9 C 23.6 Eastbound Approach D 46.9 D 45 Eastbound Left D 49.4 38 77 D 51.3 119 181 Eastbound Right 250 D 46.3 0 39 D 40.7 0 36 Northbound Approach B 13.8 B 18.1 Northbound Left 485 D 54.9 64 96 D 53.7 119 137 Northbound Thru A 1.9 27 28 A 3.8 56 75 Southbound Approach B 12.6 C 20.2 Southbound Thru B 13.4 103 162 C 21.9 205 311 Southbound Right 315 A 6.9 0 14 A 8.7 0 20 Mitigation: Install a Signal Lake Frederick Entrance/Gibson Site Entrance 1 & Fairfax Pike (E/W) Overall Intersection (Signalized)A 7.3 A 9.8 Eastbound Approach A 2.1 A 2.1 Eastbound Left 150 A 4.5 8 m11 A 10 2 m6 Eastbound Thru A 1.9 109 119 A 1.9 134 272 Eastbound Right 150 A 0 0 m1 A 0.1 0 m5 Westbound Approach A 7 B 11.4 Westbound Left 150 A 3.3 5 12 A 2.8 7 14 Westbound Thru A 7.4 182 258 B 12.3 395 #686 Westbound Right 150 A 4.9 0 17 A 3.3 0 3 Northbound Approach D 38.3 D 40 Northbound Left D 38.6 67 #136 D 40.1 45 #121 Northbound Thru/Right C 33.5 0 0 D 36.4 0 0 Southbound Approach C 34.5 D 41.3 Southbound Left 50 C 34.5 15 41 D 41.5 58 #154 Southbound Thru/Right C 33.3 0 0 D 36.5 0 0 [1] [2] [3] [4] [5]Intersection 5 is analyzed using HCM 2000 ~: Volume exceeds capacity, queue is theoretically infinite. 50th % Queue (ft.) [2] Delay (s) 6 Intersection (Movement) 95th % Queue (ft.) [3][4] Synchro Synchro AM Peak Hour PM Peak Hour m: 95th percentile volume and queues (reported from Synchro) are metered by upstream signal. 95th % Queue (ft.) [3][4] Effective storage length is based on the storage length plus one-half of the taper length per TOSAM guidelines. NOTES: No. Effective Storage Length (ft.) [1] LOS 5 50th % Queue (ft.) [2] 4 LOSDelay (s) #: 95th percentile queues (reported from Synchro) exceed capacity; actual queues may be longer. Queues shown are based on the maximum after two cycles. Supplemental Analysis – Gibson Property August 26, 2026 Page 10 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Table 4: 2035 Future Conditions with Development – Intersection Capacity and Queuing Analysis Results (Part 3) The capacity analysis results presented in Table 2, Table 3, and Table 4 indicate that the 2035 Future Conditions with Development supplemental analysis produces operational results that are similar to, or better than, those reported for the 20 35 Future Conditions with Development scenario in the original Traffic Study. Therefore, no changes to the mitigation measures recommended in the original study are proposed for the build-out year. Fairfax Pike (S) & Gibson Site Entrance 2 (E/W) Overall Intersection (Unsignalized) Southbound Approach B 14.2 D 25.3 Southbound Right B 14.2 2.5 D 25.3 20 Fairfax Pike (S) & Gibson Site Entrance 3 (E/W) Overall Intersection (Unsignalized) Eastbound Approach Eastbound Left 150 A 9.6 5 B 11.4 2.5 Southbound Approach E 41.1 F 117.6 Southbound Left F 52 5 F 145.9 37.5 Southbound Right 50 B 14 0 C 21.2 2.5 Mitigation: Install a Signal Route 522 (N/S) & Gibson Site Entrance 4 (E) Overall Intersection (Signalized)A 3.9 A 5.7 Eastbound Approach C 32.6 C 33.7 Eastbound Left C 32.6 9 28 C 33.9 31 70 Eastbound Right A 0.0 0 12 C 23.6 0 22 Northbound Approach A 0.4 A 0.1 Northbound Left 300 A 4.4 0 m3 A 5.9 1 m1 Northbound Thru A 0.2 0 18 A 0 20 m22 Southbound Approach A 6.6 A 8.7 Southbound Thru A 6.7 0 188 A 8.8 72 235 Southbound Right 150 A 5.4 0 32 A 5.7 0 21 [1] [2] [3] [4] [5]Intersection 5 is analyzed using HCM 2000 9 ~: Volume exceeds capacity, queue is theoretically infinite. 50th % Queue (ft.) [2] Delay (s)Intersection (Movement) 95th % Queue (ft.) [3][4] 8 Synchro Synchro AM Peak Hour PM Peak Hour m: 95th percentile volume and queues (reported from Synchro) are metered by upstream signal. 95th % Queue (ft.) [3][4] Effective storage length is based on the storage length plus one-half of the taper length per TOSAM guidelines. 7 NOTES: No. Effective Storage Length (ft.) [1] LOS 50th % Queue (ft.) [2] LOSDelay (s) #: 95th percentile queues (reported from Synchro) exceed capacity; actual queues may be longer. Queues shown are based on the maximum after two cycles. Supplemental Analysis – Gibson Property August 26, 2026 Page 11 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 4: 2035 Future Conditions with Development (Planning Year) ‐ Level of Service Results Supplemental Analysis – Gibson Property August 26, 2026 Page 12 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Future with Development (2041) Traffic Volumes The 2041 Future Conditions with Development traffic volumes were developed by adding the assigned site -generated traffic volumes shown in Figure 2 to the existing traffic volumes, inherent traffic growth volumes, and planned background development traffic volumes presented in the original Traffic Study. The 2041 Future Conditions with Development traffic volumes are depicted in Figure 5. Supplemental Analysis – Gibson Property August 26, 2026 Page 13 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 5: 2041 Future Conditions with Development (Design Year) – Vehicular Traffic Volumes Supplemental Analysis – Gibson Property August 26, 2026 Page 14 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Future with Development (2041) Intersection Capacity and Queueing Analysis Intersection capacity analyses were performed for the 2041 Future Conditions with Development scenario at the study area intersections during the AM and PM peak hours. Synchro, version 11, was used to analyze the study intersections with results based on the HCM 6th methodology presented in the TRB’s Highway Capacity Manual (HCM) and analysis guidelines provided by the County. The analysis herein includes level of service (LOS), delay, and queue length comparisons for the turning movements analyzed. For the purposes of this analysis, the future peak hour factors (PHF) were based on the traffic counts, as applicable, and utilized on a by-intersection basis; PHF in the range of 0.92 to 1.00 were used for the future scenario, consistent with the scoping document. The heavy vehicle percentages (HV%) were the same as those used in the 2026 Existing Conditions and 2035 Future Conditions without Development scenario analyses. The planned background improvements and the site-related improvements recommended for the 2035 analysis year in the original Traffic Study were carried forward and incorporated into this supplemental analysis. The results of the intersection capacity analyses from Synchro are presented in Table 5, Table 6, and Table 7 and graphically in Figure 6. The results are expressed in LOS and delay (seconds per vehicle) for overall signalized intersections and per approach and lane group for all study intersections. The 95th percentile queue lengths were also determined from Synchro and are expressed in feet. The detailed analysis worksheets of the 2041 Future Conditions with Development are contained in Appendix B. Supplemental Analysis – Gibson Property August 26, 2026 Page 15 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Table 5: 2041 Future Conditions with Development – Intersection Capacity and Queuing Analysis Results (Part 1) Warrior Drive (N/S) & Fairfax Pike (E/W) Overall Intersection (Signalized)E 56.4 E 60.8 Eastbound Approach C 23.7 D 48.7 Eastbound Left 260 C 23 73 83 F 111 ~207 #379 Eastbound Thru C 29.4 576 732 C 30.2 582 #845 Eastbound Right 500 B 12.9 154 240 A 7.9 0 56 Westbound Approach C 26.4 E 69.5 Westbound Left 270 C 24.3 58 95 C 22.2 66 #183 Westbound Thru C 28.3 500 #769 F 81.9 ~806 #1050 Westbound Right 575 B 12.5 0 26 B 12.6 0 26 Northbound Approach D 51.9 E 76.7 Northbound Left 190 D 52.8 57 #128 D 46.8 120 #200 Northbound Thru/Right D 49.7 20 #87 F 107.5 ~183 #351 Southbound Approach F 228.9 E 58.5 Southbound Left 150 D 48.2 49 93 D 43.8 64 115 Southbound Thru F 292.5 ~346 #530 D 47.7 40 83 Southbound Right D 45.8 0 56 E 65.8 200 #345 Hudson Hollow Road/White Oak Road & Fairfax Pike (E/W) Overall Intersection (Signalized)B 14.4 C 21.8 Eastbound Approach B 12.1 B 12.3 Eastbound Left 145 B 12.5 27 75 B 19.8 19 #129 Eastbound Thru B 12.1 135 #483 B 10.8 128 390 Eastbound Right 90 A 5.9 0 0 A 5.7 0 8 Westbound Approach B 15.8 C 28.7 Westbound Left 125 A 8.2 0 3 A 7.1 3 12 Westbound Thru B 16 172 355 C 30 377 #744 Westbound Right 155 A 8.4 0 4 A 6.8 0 8 Northbound Approach C 21.5 C 28.6 Northbound Left/Thru/Right C 21.5 23 71 C 28.6 31 #80 Southbound Approach C 22.5 C 29.3 Southbound Left/Thru/Right C 22.5 31 107 C 29.3 30 97 Route 522 (N/S) & Fairfax Pike/Lord Fairfax Highway Overall Intersection (Signalized)E 55.2 F 96.3 Eastbound Approach E 74.8 F 100.3 Eastbound Left 250 E 61.1 173 #321 F 154.1 ~267 #442 Eastbound Thru F 89.7 230 #423 E 60.4 159 #287 Eastbound Right 230 D 37.9 0 74 D 47.8 85 #264 Westbound Approach D 54 F 126.5 Westbound Left 500 D 44.6 80 135 D 41.3 161 251 Westbound Thru/Right E 59.3 148 229 F 168.6 ~455 #668 Northbound Approach D 44.8 F 103.8 Northbound Left 565 E 60.5 117 #181 F 188.3 ~190 #290 Northbound Thru D 35.7 177 238 E 56.5 260 #386 Northbound Right 250 C 29.6 0 46 C 34 0 24 Southbound Approach D 49.3 D 52.1 Southbound Left 125 E 72.7 62 #152 E 68.1 78 #155 Southbound Thru D 43.1 137 138 D 49.7 217 #352 Southbound Right 480 A 0 13 44 A 0 12 109 [1] [2] [3] [4]m: 95th percentile volume and queues (reported from Synchro) are metered by upstream signal. 2 95th % Queue (ft.) [3][4] Effective storage length is based on the storage length plus one-half of the taper length per TOSAM guidelines. NOTES: No. Effective Storage Length (ft.) [1] LOS 50th % Queue (ft.) [2] 1 LOSDelay (s) #: 95th percentile queues (reported from Synchro) exceed capacity; actual queues may be longer. Queues shown are based on the maximum after two cycles. ~: Volume exceeds capacity, queue is theoretically infinite. 50th % Queue (ft.) [2] 3 Delay (s)Intersection (Movement) 95th % Queue (ft.) [3][4] Synchro Synchro AM Peak Hour PM Peak Hour Supplemental Analysis – Gibson Property August 26, 2026 Page 16 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Table 6: 2041 Future Conditions with Development – Intersection Capacity and Queuing Analysis Results (Part 2) Route 522 (N/S) & Lake Frederick Drive (E) Overall Intersection (Signalized)B 17.7 C 22.3 Eastbound Approach C 29.4 D 35.1 Eastbound Left C 31 69 154 D 38.5 105 181 Eastbound Right C 22.4 5 39 C 27.8 33 68 Northbound Approach B 15.1 C 21 Northbound Left 470 C 20.9 8 23 C 32.4 27 58 Northbound Thru B 14.9 114 274 B 19.7 162 253 Southbound Approach B 17.8 C 20.6 Southbound Thru B 17.9 138 232 C 21.1 282 432 Southbound Right 295 B 13.1 0 25 B 13.7 0 46 Southbound U-Turn A 0 0 3 A 0 0 0 Route 522 (N/S) & Tasker Road (E) Overall Intersection (Signalized)B 19.1 C 23.7 Eastbound Approach D 47 D 45.2 Eastbound Left D 49.5 39 78 D 51.8 120 184 Eastbound Right 250 D 46.3 0 39 D 40.7 0 37 Northbound Approach B 14 B 18.1 Northbound Left 485 D 54.9 66 100 D 53.3 121 140 Northbound Thru A 2 27 30 A 3.9 59 77 Southbound Approach B 12.7 C 20.4 Southbound Thru B 13.5 106 166 C 22.1 212 320 Southbound Right 315 A 6.9 0 14 A 8.8 1 22 Lake Frederick Entrance/Gibson Site Entrance 1 & Fairfax Pike (E/W) Overall Intersection (Signalized)A 7.3 B 10.3 Eastbound Approach A 2.2 A 2.2 Eastbound Left 150 A 4.6 8 m11 B 10.9 2 m7 Eastbound Thru A 2.1 116 161 A 2.1 139 280 Eastbound Right 150 A 0 0 m1 A 0.1 0 m6 Westbound Approach A 7.1 B 12.3 Westbound Left 150 A 3.3 5 12 A 2.8 7 14 Westbound Thru A 7.5 186 263 B 13.3 419 #807 Westbound Right 150 A 4.9 0 17 A 3.3 0 3 Northbound Approach D 38.3 D 40 Northbound Left D 38.6 67 #136 D 40.1 45 #121 Northbound Thru/Right C 33.5 0 0 D 36.4 0 0 Southbound Approach C 34.5 D 41.3 Southbound Left 50 C 34.5 15 41 D 41.5 58 #154 Southbound Thru/Right C 33.3 0 0 D 36.5 0 0 [1] [2] [3] [4] [5]Intersection 5 is analyzed using HCM 2000. m: 95th percentile volume and queues (reported from Synchro) are metered by upstream signal. 95th % Queue (ft.) [3][4] Effective storage length is based on the storage length plus one-half of the taper length per TOSAM guidelines. NOTES: No. Effective Storage Length (ft.) [1] LOS 5 50th % Queue (ft.) [2] 4 LOSDelay (s) #: 95th percentile queues (reported from Synchro) exceed capacity; actual queues may be longer. Queues shown are based on the maximum after two cycles. ~: Volume exceeds capacity, queue is theoretically infinite. 50th % Queue (ft.) [2] Delay (s) 6 Intersection (Movement) 95th % Queue (ft.) [3][4] Synchro Synchro AM Peak Hour PM Peak Hour Supplemental Analysis – Gibson Property August 26, 2026 Page 17 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Table 7: 2041 Future Conditions with Development – Intersection Capacity and Queuing Analysis Results (Part 3) The capacity analysis results presented in Table 5, Table 6, and Table 7 indicate that the 2041 Future Conditions with Development supplemental analysis produces operational results that are similar to, or better than, those reported for the 20 41 Future Conditions with Development scenario in the original Traffic Study . Fairfax Pike (S) & Gibson Site Entrance 2 (E/W) Overall Intersection (Unsignalized) Southbound Approach B 14.3 D 26.2 Southbound Right B 14.3 2.5 D 26.2 20 Fairfax Pike (S) & Gibson Site Entrance 3 (E/W) Overall Intersection (Unsignalized) Eastbound Approach Eastbound Left 150 A 9.6 5 B 11.6 2.5 Southbound Approach E 42.5 F 130.5 Southbound Left F 53.9 5 F 162.5 40 Southbound Right 50 B 14 0 C 21.9 2.5 Route 522 (N/S) & Gibson Site Entrance 4 (E) Overall Intersection (Signalized)A 3.9 A 5.8 Eastbound Approach C 32.6 C 33.7 Eastbound Left C 32.6 9 29 C 33.9 31 70 Eastbound Right A 0 0 12 C 23.6 0 22 Northbound Approach A 0.4 A 0.1 Northbound Left 300 A 4.4 0 m3 A 6 1 m1 Northbound Thru A 0.2 0 17 A 0 21 m22 Southbound Approach A 6.7 A 8.9 Southbound Thru A 6.8 0 174 A 9 76 244 Southbound Right 150 A 5.4 0 24 A 5.7 0 21 [1] [2] [3] [4]m: 95th percentile volume and queues (reported from Synchro) are metered by upstream signal. 95th % Queue (ft.) [3][4] Effective storage length is based on the storage length plus one-half of the taper length per TOSAM guidelines. 7 NOTES: No. Effective Storage Length (ft.) [1] LOS 50th % Queue (ft.) [2] LOSDelay (s) #: 95th percentile queues (reported from Synchro) exceed capacity; actual queues may be longer. Queues shown are based on the maximum after two cycles. 9 ~: Volume exceeds capacity, queue is theoretically infinite. 50th % Queue (ft.) [2] Delay (s)Intersection (Movement) 95th % Queue (ft.) [3][4] 8 Synchro Synchro AM Peak Hour PM Peak Hour Supplemental Analysis – Gibson Property August 26, 2026 Page 18 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 6: 2041 Future Conditions with Development (Planning Year) ‐ Level of Service Results Supplemental Analysis – Gibson Property August 26, 2026 Page 19 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Conclusion This supplemental analysis evaluated the revised Gibson Property development program following removal of the landbay east of Route 522 (Tax Map Parcel 87-3-A). The project is now limited to Tax Map Parcels 87-A-16B and 87-3-B (approximately 244.379 acres), with development reduced proportionately from 3.2 million to 2.6 million square feet of industrial park use. Intersection capacity and queuing analyses for both the 2035 and 2041 Future Conditions with Development scenarios show operational results similar to, or better than, those reported in the original Traffic Study. Accordingly, the mitigation measures and improvements recommended in the original study remain sufficient, and no changes are warranted as a result of the reduced development scope. As noted in the original study, installation of traffic signals at Intersections 6 and 9 are subject to VDOT review and approval through future Signal Justification Reports (“SJRs”). Preliminary signal warrant evaluations and VJuST analyses were performed as part of the original Traffic Study to screen potential intersection control configurations. The ultimate configurations wi ll be determined through the future SJRs. Transportation Technical Appendix Gibson Property- Supplemental Analysis Frederick County, Virginia Gibson Property Technical Appendix 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com TABLE OF CONTENTS Appendix A – 2035 Future Conditions with Development Supplemental Analysis – Capacity Analysis Worksheets Appendix B – 2041 Future Conditions with Development Supplemental Analysis – Capacity Analysis Worksheets Gibson Property Technical Appendix 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com A. 2035 Future Conditions with Development Supplemental Analysis – Capacity Analysis Worksheets Queues Future with Development AM 2035 Supplemental Analysis 1: Warrior Drive & Fairfax Pike Timing Plan: 7 AM to 8 AM Queues Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 159 697 424 176 677 139 85 101 73 299 167 v/c Ratio 0.60 0.85 0.48 0.67 0.88 0.16 0.62 0.44 0.22 1.04 0.36 Control Delay 23.2 42.7 13.1 25.5 45.4 2.0 58.5 25.3 37.9 116.3 7.8 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 23.2 42.7 13.1 25.5 45.4 2.0 58.5 25.3 37.9 116.3 7.8 Queue Length 50th (ft) 3 565 165 61 494 0 56 20 46 ~322 0 Queue Length 95th (ft) 67 703 241 90 #676 25 #130 #86 90 #530 55 Internal Link Dist (ft) 593 4165 244 594 Turn Bay Length (ft) 260 500 270 575 190 150 Base Capacity (vph) 326 892 903 265 802 924 144 229 397 288 506 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.78 0.47 0.66 0.84 0.15 0.59 0.44 0.18 1.04 0.33 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection SummaryFuture with Development AM 2035 Supplemental Analysis 1: Warrior Drive & Fairfax Pike Timing Plan: 7 AM to 8 AM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 146 641 390 162 623 128 78 25 68 67 275 154 Future Volume (veh/h) 146 641 390 162 623 128 78 25 68 67 275 154 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 0.99 0.99 0.98 0.95 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1752 1796 1796 1722 1856 966 907 848 1870 1841 1781 Adj Flow Rate, veh/h 159 697 360 176 677 68 85 27 8 73 299 29 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 10 7 7 12 3 63 67 71 2 4 8 Cap, veh/h 312 941 956 280 906 888 140 102 30 294 204 247 Arrive On Green 0.06 0.54 0.54 0.06 0.53 0.53 0.09 0.15 0.15 0.05 0.11 0.11 Sat Flow, veh/h 1753 1752 1521 1711 1722 1537 920 670 198 1781 1841 1438 Grp Volume(v), veh/h 159 697 360 176 677 68 85 0 35 73 299 29 Grp Sat Flow(s),veh/h/ln 1753 1752 1521 1711 1722 1537 920 0 868 1781 1841 1438 Q Serve(g_s), s 5.4 39.7 15.0 6.0 39.9 2.5 10.5 0.0 4.6 4.7 14.4 2.2 Cycle Q Clear(g_c), s 5.4 39.7 15.0 6.0 39.9 2.5 10.5 0.0 4.6 4.7 14.4 2.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.23 1.00 1.00 Lane Grp Cap(c), veh/h 312 941 956 280 906 888 140 0 132 294 204 247 V/C Ratio(X) 0.51 0.74 0.38 0.63 0.75 0.08 0.61 0.00 0.26 0.25 1.47 0.12 Avail Cap(c_a), veh/h 416 941 956 308 906 888 143 0 132 402 204 247 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 0.56 0.56 0.56 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.2 23.1 11.7 20.9 24.0 12.2 45.8 0.0 48.7 47.7 57.8 45.8 Incr Delay (d2), s/veh 1.3 5.2 1.1 2.0 3.2 0.1 7.0 0.0 1.1 0.4 234.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 16.6 5.4 2.3 15.9 0.9 2.7 0.0 1.1 2.1 20.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.5 28.3 12.9 22.9 27.2 12.3 52.8 0.0 49.7 48.2 292.5 46.0 LnGrp LOS C C B C C B D A D D F D Approach Vol, veh/h 1216 921 120 401 Approach Delay, s/veh 22.9 25.3 51.9 230.2 Approach LOS C C D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.3 74.2 13.1 26.4 14.9 75.7 18.5 21.0 Change Period (Y+Rc), s * 8.7 * 5.8 6.6 6.6 * 6.8 5.8 6.6 6.6 Max Green Setting (Gmax), s * 15 * 60 14.4 12.4 * 10 67.2 12.4 14.4 Max Q Clear Time (g_c+I1), s 7.4 41.9 6.7 6.6 8.0 41.7 12.5 16.4 Green Ext Time (p_c), s 0.2 6.1 0.1 0.0 0.1 9.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 56.3 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues Future with Development AM 2035 Supplemental Analysis 2: Hudson Hollow Road/White Oak Road & Fairfax Pike Timing Plan: 7 AM to 8 AM Queues Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Lane Group EBL EBT EBR WBL WBT WBR NBT SBT Lane Group Flow (vph) 229 667 22 3 588 36 97 228 v/c Ratio 0.55 0.66 0.02 0.01 0.76 0.05 0.42 0.60 Control Delay 10.7 14.5 0.1 4.3 21.9 0.5 23.9 17.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.7 14.5 0.1 4.3 21.9 0.5 23.9 17.8 Queue Length 50th (ft) 25 126 0 0 164 0 21 28 Queue Length 95th (ft) 68 408 0 3 338 3 69 102 Internal Link Dist (ft) 4165 4595 176 167 Turn Bay Length (ft) 145 90 125 155 Base Capacity (vph) 418 1132 1026 461 1083 959 453 645 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.55 0.59 0.02 0.01 0.54 0.04 0.21 0.35 Intersection Summary HCM 6th Signalized Intersection SummaryFuture with Development AM 2035 Supplemental Analysis 2: Hudson Hollow Road/White Oak Road & Fairfax Pike Timing Plan: 7 AM to 8 AM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 211 614 20 3 541 33 46 10 33 52 7 150 Future Volume (veh/h) 211 614 20 3 541 33 46 10 33 52 7 150 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1767 1752 1811 1870 1722 1737 1796 1752 1796 1826 1648 1707 Adj Flow Rate, veh/h 229 667 11 3 588 16 50 11 6 57 8 34 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 9 10 6 2 12 11 7 10 7 5 17 13 Cap, veh/h 414 943 826 333 776 663 259 51 19 193 39 67 Arrive On Green 0.09 0.54 0.54 0.00 0.45 0.45 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1682 1752 1535 1781 1722 1472 1011 359 135 627 274 472 Grp Volume(v), veh/h 229 667 11 3 588 16 67 0 0 99 0 0 Grp Sat Flow(s),veh/h/ln 1682 1752 1535 1781 1722 1472 1505 0 0 1373 0 0 Q Serve(g_s), s 3.9 15.5 0.2 0.0 15.5 0.3 0.0 0.0 0.0 1.5 0.0 0.0 Cycle Q Clear(g_c), s 3.9 15.5 0.2 0.0 15.5 0.3 1.9 0.0 0.0 3.4 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.75 0.09 0.58 0.34 Lane Grp Cap(c), veh/h 414 943 826 333 776 663 330 0 0 300 0 0 V/C Ratio(X) 0.55 0.71 0.01 0.01 0.76 0.02 0.20 0.00 0.00 0.33 0.00 0.00 Avail Cap(c_a), veh/h 414 1285 1126 489 1263 1080 758 0 0 714 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 9.8 9.4 5.9 7.9 12.5 8.3 20.9 0.0 0.0 21.5 0.0 0.0 Incr Delay (d2), s/veh 1.6 2.2 0.0 0.0 3.3 0.0 0.3 0.0 0.0 0.6 0.0 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 1.1 4.3 0.0 0.0 4.9 0.1 0.7 0.0 0.0 1.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.4 11.6 5.9 7.9 15.8 8.4 21.2 0.0 0.0 22.1 0.0 0.0 LnGrp LOS B B A A B A C A A C A A Approach Vol, veh/h 907 607 67 99 Approach Delay, s/veh 11.5 15.5 21.2 22.1 Approach LOS B B C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.7 37.1 12.7 9.5 32.4 12.7 Change Period (Y+Rc), s 4.5 7.8 4.9 4.5 7.8 4.9 Max Green Setting (Gmax), s 5.0 40.0 25.0 5.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 2.0 17.5 3.9 5.9 17.5 5.4 Green Ext Time (p_c), s 0.0 8.2 0.2 0.0 7.0 0.4 Intersection Summary HCM 6th Ctrl Delay 13.9 HCM 6th LOS B Queues Future with Development AM 2035 Supplemental Analysis 3: Route 522 & Fairfax Pike/Lord Fairfax Highway Timing Plan: 7 AM to 8 AM Queues Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 258 322 264 118 227 325 495 212 99 375 182 v/c Ratio 0.76 0.86 0.53 0.46 0.77 0.76 0.65 0.41 0.68 0.65 0.43 Control Delay 57.5 65.7 9.2 46.1 57.8 58.3 43.6 5.4 77.6 40.3 7.8 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 57.5 65.7 9.2 46.1 57.8 58.3 43.6 5.4 77.6 40.3 7.8 Queue Length 50th (ft) 170 217 0 75 144 115 172 0 59 133 14 Queue Length 95th (ft) #317 #403 73 128 222 #179 232 41 #150 133 52 Internal Link Dist (ft) 382 694 8434 2104 Turn Bay Length (ft) 250 230 500 565 250 125 480 Base Capacity (vph) 338 373 494 321 362 430 764 519 152 584 431 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.76 0.86 0.53 0.37 0.63 0.76 0.65 0.41 0.65 0.64 0.42 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection SummaryFuture with Development AM 2035 Supplemental Analysis 3: Route 522 & Fairfax Pike/Lord Fairfax Highway Timing Plan: 7 AM to 8 AM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 237 296 243 109 154 55 299 455 195 91 345 167 Future Volume (veh/h) 237 296 243 109 154 55 299 455 195 91 345 167 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1767 1841 1663 1663 1767 1856 1722 1752 1707 1841 1618 1411 Adj Flow Rate, veh/h 258 322 36 118 167 46 325 495 36 99 375 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 9 4 16 16 9 3 12 10 13 4 19 33 Cap, veh/h 310 340 260 234 197 54 387 948 412 124 751 Arrive On Green 0.18 0.18 0.18 0.15 0.15 0.15 0.12 0.28 0.28 0.05 0.16 0.00 Sat Flow, veh/h 1682 1841 1409 1584 1333 367 3182 3328 1447 1753 3075 1196 Grp Volume(v), veh/h 258 322 36 118 0 213 325 495 36 99 375 0 Grp Sat Flow(s),veh/h/ln 1682 1841 1409 1584 0 1701 1591 1664 1447 1753 1537 1196 Q Serve(g_s), s 16.2 19.0 2.4 7.5 0.0 13.4 11.0 13.7 2.0 6.2 12.2 0.0 Cycle Q Clear(g_c), s 16.2 19.0 2.4 7.5 0.0 13.4 11.0 13.7 2.0 6.2 12.2 0.0 Prop In Lane 1.00 1.00 1.00 0.22 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 310 340 260 234 0 252 387 948 412 124 751 V/C Ratio(X) 0.83 0.95 0.14 0.50 0.00 0.85 0.84 0.52 0.09 0.80 0.50 Avail Cap(c_a), veh/h 310 340 260 327 0 351 425 948 412 153 751 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.84 0.84 0.84 0.98 0.98 0.00 Uniform Delay (d), s/veh 43.2 44.3 37.5 43.1 0.0 45.6 47.3 33.0 28.8 51.6 39.9 0.0 Incr Delay (d2), s/veh 17.1 35.3 0.2 1.7 0.0 12.8 13.0 1.7 0.4 20.5 2.3 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 8.0 11.7 0.8 3.0 0.0 6.4 4.8 5.4 0.7 3.3 4.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.3 79.6 37.8 44.8 0.0 58.4 60.3 34.8 29.2 72.2 42.2 0.0 LnGrp LOS E E D D A E E C C E D Approach Vol, veh/h 616 331 856 474 Approach Delay, s/veh 69.1 53.6 44.2 48.5 Approach LOS E D D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 21.7 33.6 24.6 17.2 38.0 30.2 Change Period (Y+Rc), s 8.3 6.7 * 8.3 * 9.4 6.7 9.9 Max Green Setting (Gmax), s 14.7 19.1 * 23 * 9.6 23.1 20.3 Max Q Clear Time (g_c+I1), s 13.0 14.2 15.4 8.2 15.7 21.0 Green Ext Time (p_c), s 0.4 1.2 0.9 0.0 2.3 0.0 Intersection Summary HCM 6th Ctrl Delay 53.2 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Queues Future with Development AM 2035 Supplemental Analysis 4: Route 522 & Lake Frederick Drive Timing Plan: 7 AM to 8 AM Queues Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Lane Group EBL EBR NBL NBT SBU SBT SBR Lane Group Flow (vph) 160 100 40 841 2 664 62 v/c Ratio 0.51 0.18 0.11 0.52 0.01 0.60 0.11 Control Delay 37.1 6.4 9.6 14.2 8.0 23.2 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.1 6.4 9.6 14.2 8.0 23.2 5.7 Queue Length 50th (ft) 68 4 8 111 0 134 0 Queue Length 95th (ft) 153 36 23 267 3 226 25 Internal Link Dist (ft) 414 1077 8434 Turn Bay Length (ft) 470 275 295 Base Capacity (vph) 623 618 623 1981 638 1695 832 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.26 0.16 0.06 0.42 0.00 0.39 0.07 Intersection Summary HCM 6th Signalized Intersection SummaryFuture with Development AM 2035 Supplemental Analysis 4: Route 522 & Lake Frederick Drive Timing Plan: 7 AM to 8 AM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations Traffic Volume (veh/h) 147 92 37 774 2 611 57 Future Volume (veh/h) 147 92 37 774 2 611 57 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1752 1589 1648 1604 1707 Adj Flow Rate, veh/h 160 35 40 841 664 17 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 10 21 17 20 13 Cap, veh/h 223 246 286 1329 1060 503 Arrive On Green 0.13 0.13 0.04 0.42 0.35 0.35 Sat Flow, veh/h 1781 1485 1513 3214 3127 1447 Grp Volume(v), veh/h 160 35 40 841 664 17 Grp Sat Flow(s),veh/h/ln 1781 1485 1513 1566 1523 1447 Q Serve(g_s), s 5.3 0.0 0.0 12.9 11.1 0.5 Cycle Q Clear(g_c), s 5.3 0.0 0.0 12.9 11.1 0.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 223 246 286 1329 1060 503 V/C Ratio(X) 0.72 0.14 0.14 0.63 0.63 0.03 Avail Cap(c_a), veh/h 730 668 721 2310 1998 949 HCM Platoon Ratio 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 Uniform Delay (d), s/veh 25.7 21.8 20.5 13.8 16.6 13.1 Incr Delay (d2), s/veh 5.2 0.3 0.3 1.1 1.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 0.4 3.5 3.2 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.8 22.1 20.7 14.9 17.9 13.2 LnGrp LOS C C C B B B Approach Vol, veh/h 195 881 681 Approach Delay, s/veh 29.3 15.2 17.8 Approach LOS C B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 36.4 16.3 13.0 31.7 Change Period (Y+Rc), s 10.5 8.7 10.5 10.5 Max Green Setting (Gmax), s 45.0 25.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 14.9 7.3 2.0 13.1 Green Ext Time (p_c), s 11.0 0.7 0.1 8.1 Intersection Summary HCM 6th Ctrl Delay 17.7 HCM 6th LOS B Notes User approved ignoring U-Turning movement. Queues Future with Development AM 2035 Supplemental Analysis 5: Route 522 & Tasker Road Timing Plan: 7 AM to 8 AM Queues Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 56 223 171 590 553 79 v/c Ratio 0.41 0.51 0.52 0.24 0.34 0.07 Control Delay 55.7 10.3 58.8 2.0 14.3 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.7 10.3 58.8 2.0 14.3 1.4 Queue Length 50th (ft) 38 0 64 27 103 0 Queue Length 95th (ft) 77 39 97 28 162 14 Internal Link Dist (ft) 446 1419 813 Turn Bay Length (ft) 250 485 315 Base Capacity (vph) 313 720 615 2434 1634 1318 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.31 0.28 0.24 0.34 0.06 Intersection Summary HCM Signalized Intersection Capacity AnalysisFuture with Development AM 2035 Supplemental Analysis 5: Route 522 & Tasker Road Timing Plan: 7 AM to 8 AM HCM Signalized Intersection Capacity Analysis Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations Traffic Volume (vph) 54 216 166 572 0 536 77 Future Volume (vph) 54 216 166 572 0 536 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 10.2 10.2 10.3 6.4 6.6 10.2 Lane Util. Factor 1.00 0.88 0.97 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1583 2733 3273 3195 2888 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1583 2733 3273 3195 2888 1583 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 56 223 171 590 0 553 79 RTOR Reduction (vph) 0 204 0 0 0 0 27 Lane Group Flow (vph) 56 19 171 590 0 553 52 Heavy Vehicles (%) 14% 4% 7% 13% 2% 25% 2% Turn Type Prot Prot Prot NA Prot NA pm+ov Protected Phases 7 4 1 6 5 2 7 Permitted Phases 4 2 Actuated Green, G (s) 9.6 9.6 11.1 83.8 62.2 71.8 Effective Green, g (s) 9.6 9.6 11.1 83.8 62.2 71.8 Actuated g/C Ratio 0.09 0.09 0.10 0.76 0.57 0.65 Clearance Time (s) 10.2 10.2 10.3 6.4 6.6 10.2 Vehicle Extension (s) 3.0 3.0 3.0 3.5 3.5 3.0 Lane Grp Cap (vph) 138 238 330 2434 1633 1033 v/s Ratio Prot c0.04 0.01 c0.05 0.18 c0.19 0.00 v/s Ratio Perm 0.03 v/c Ratio 0.41 0.08 0.52 0.24 0.34 0.05 Uniform Delay, d1 47.5 46.1 46.9 3.8 12.8 6.9 Progression Factor 1.00 1.00 1.14 0.44 1.00 1.00 Incremental Delay, d2 1.9 0.1 1.4 0.2 0.6 0.0 Delay (s) 49.4 46.3 54.9 1.9 13.4 6.9 Level of Service D D D A B A Approach Delay (s) 46.9 13.8 12.6 Approach LOS D B B Intersection Summary HCM 2000 Control Delay 18.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.37 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 27.1 Intersection Capacity Utilization 49.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection SummaryFuture with Development AM 2035 Supplemental Analysis 5: Route 522 & Tasker Road Timing Plan: 7 AM to 8 AM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM HCM 6th Edition methodology supports red clearance in the range of 0 to 6 seconds. Queues Future with Development AM 2035 Supplemental Analysis 6: Lake Frederick Entrance/Gibson Site Entrance 1 & Fairfax Pike Timing Plan: 7 AM to 8 AM Queues Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 90 847 50 39 627 103 133 105 32 26 v/c Ratio 0.17 0.67 0.05 0.10 0.52 0.10 0.67 0.23 0.17 0.05 Control Delay 3.1 8.3 0.2 3.9 11.1 1.8 50.7 1.2 33.0 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.1 8.3 0.2 3.9 11.1 1.8 50.7 1.2 33.0 0.2 Queue Length 50th (ft) 8 109 0 5 182 0 67 0 15 0 Queue Length 95th (ft) m11 119 m1 12 258 17 #136 0 41 0 Internal Link Dist (ft) 1336 1871 292 413 Turn Bay Length (ft) 150 150 150 150 50 Base Capacity (vph) 519 1279 1112 375 1232 1082 226 478 210 563 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.66 0.04 0.10 0.51 0.10 0.59 0.22 0.15 0.05 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection SummaryFuture with Development AM 2035 Supplemental Analysis 6: Lake Frederick Entrance/Gibson Site Entrance 1 & Fairfax Pike Timing Plan: 7 AM to 8 AM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 83 779 46 36 577 95 122 0 97 29 0 24 Future Volume (veh/h) 83 779 46 36 577 95 122 0 97 29 0 24 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 90 847 32 39 627 63 133 0 7 32 0 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 565 1290 1094 583 1247 1056 247 0 184 242 0 184 Arrive On Green 0.12 1.00 1.00 0.04 0.67 0.67 0.12 0.00 0.12 0.12 0.00 0.12 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1415 0 1585 1409 0 1585 Grp Volume(v), veh/h 90 847 32 39 627 63 133 0 7 32 0 2 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1415 0 1585 1409 0 1585 Q Serve(g_s), s 1.2 0.0 0.0 0.5 14.3 1.2 7.8 0.0 0.3 1.8 0.0 0.1 Cycle Q Clear(g_c), s 1.2 0.0 0.0 0.5 14.3 1.2 7.9 0.0 0.3 2.1 0.0 0.1 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 565 1290 1094 583 1247 1056 247 0 184 242 0 184 V/C Ratio(X) 0.16 0.66 0.03 0.07 0.50 0.06 0.54 0.00 0.04 0.13 0.00 0.01 Avail Cap(c_a), veh/h 567 1290 1094 625 1247 1056 308 0 252 303 0 252 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.72 0.72 0.72 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 4.4 0.0 0.0 3.3 7.1 4.9 36.8 0.0 33.4 34.3 0.0 33.3 Incr Delay (d2), s/veh 0.1 1.9 0.0 0.0 0.3 0.0 1.8 0.0 0.1 0.2 0.0 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 0.7 0.0 0.1 4.2 0.3 2.8 0.0 0.1 0.6 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 4.5 1.9 0.0 3.3 7.4 4.9 38.6 0.0 33.5 34.5 0.0 33.3 LnGrp LOS A A A A A A D A C C A C Approach Vol, veh/h 969 729 140 34 Approach Delay, s/veh 2.1 7.0 38.3 34.5 Approach LOS A A D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.5 63.1 14.3 9.5 61.2 14.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 53.0 13.5 5.1 52.9 13.5 Max Q Clear Time (g_c+I1), s 2.5 2.0 9.9 3.2 16.3 4.1 Green Ext Time (p_c), s 0.0 7.1 0.1 0.0 4.4 0.0 Intersection Summary HCM 6th Ctrl Delay 7.3 HCM 6th LOS A HCM 6th TWSC Future with Development AM 2035 Supplemental Analysis 7: Fairfax Pike & Gibson Site Entrance 2 Timing Plan: 7 AM to 8 AM HCM 6th TWSC Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 905 694 3 0 14 Future Vol, veh/h 0 905 694 3 0 14 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - - 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 0 984 754 3 0 15 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 756 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver 0 - - - 0 408 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - 408 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 14.2 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h) - - - 408 HCM Lane V/C Ratio - - - 0.037 HCM Control Delay (s) - - - 14.2 HCM Lane LOS - - - B HCM 95th %tile Q(veh) - - - 0.1 HCM 6th TWSC Future with Development AM 2035 Supplemental Analysis 8: Fairfax Pike & Gibson Site Entrance 3 Timing Plan: 7 AM to 8 AM HCM 6th TWSC Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 49 856 695 15 5 2 Future Vol, veh/h 49 856 695 15 5 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 50 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 53 930 755 16 5 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 771 0 - 0 1799 763 Stage 1 - - - - 763 - Stage 2 - - - - 1036 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 844 - - - 88 404 Stage 1 - - - - 460 - Stage 2 - - - - 342 - Platoon blocked, % - - - Mov Cap-1 Maneuver 844 - - - 82 404 Mov Cap-2 Maneuver - - - - 82 - Stage 1 - - - - 431 - Stage 2 - - - - 342 - Approach EB WB SB HCM Control Delay, s 0.5 0 41.1 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 844 - - - 82 404 HCM Lane V/C Ratio 0.063 - - - 0.066 0.005 HCM Control Delay (s) 9.6 - - - 52 14 HCM Lane LOS A - - - F B HCM 95th %tile Q(veh) 0.2 - - - 0.2 0 Queues Future with Development AM 2035 Supplemental Analysis 9: Route 522 & Gibson Site Entrance 4 Timing Plan: 7 AM to 8 AM Queues Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 30 12 40 767 663 103 v/c Ratio 0.14 0.06 0.06 0.25 0.25 0.08 Control Delay 22.9 12.7 2.1 0.5 7.8 3.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.9 12.7 2.1 0.5 7.8 3.3 Queue Length 50th (ft) 9 0 0 0 0 0 Queue Length 95th (ft) 28 12 m3 18 188 32 Internal Link Dist (ft) 785 2104 3524 Turn Bay Length (ft) 300 150 Base Capacity (vph) 209 197 631 3109 2749 1252 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.06 0.06 0.25 0.24 0.08 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection SummaryFuture with Development AM 2035 Supplemental Analysis 9: Route 522 & Gibson Site Entrance 4 Timing Plan: 7 AM to 8 AM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 28 11 37 706 610 95 Future Volume (veh/h) 28 11 37 706 610 95 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 30 0 40 767 663 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 60 53 552 2711 2027 904 Arrive On Green 0.03 0.00 0.08 1.00 0.57 0.57 Sat Flow, veh/h 1781 1585 1781 3647 3647 1585 Grp Volume(v), veh/h 30 0 40 767 663 52 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1777 1777 1585 Q Serve(g_s), s 0.9 0.0 0.5 0.0 5.4 0.8 Cycle Q Clear(g_c), s 0.9 0.0 0.5 0.0 5.4 0.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 60 53 552 2711 2027 904 V/C Ratio(X) 0.50 0.00 0.07 0.28 0.33 0.06 Avail Cap(c_a), veh/h 178 159 663 2711 2027 904 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.67 0.67 1.00 1.00 Uniform Delay (d), s/veh 26.1 0.0 4.3 0.0 6.2 5.2 Incr Delay (d2), s/veh 6.4 0.0 0.0 0.2 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.1 0.1 1.2 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.6 0.0 4.4 0.2 6.7 5.4 LnGrp LOS C A A A A A Approach Vol, veh/h 30 807 715 Approach Delay, s/veh 32.6 0.4 6.6 Approach LOS C A A Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 48.7 6.3 10.6 38.1 Change Period (Y+Rc), s 6.7 4.5 8.3 6.7 Max Green Setting (Gmax), s 38.3 5.5 5.7 24.3 Max Q Clear Time (g_c+I1), s 2.0 2.9 2.5 7.4 Green Ext Time (p_c), s 5.0 0.0 0.0 3.7 Intersection Summary HCM 6th Ctrl Delay 3.9 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. Queues Future with Development PM 2035 Supplemental Analysis 1: Warrior Drive & Fairfax Pike Timing Plan: 4:15 PM to 5:15 PM Queues Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 307 824 182 161 912 148 200 254 108 60 379 v/c Ratio 1.04 0.91 0.16 0.85 1.16 0.17 0.69 1.17 0.47 0.37 0.81 Control Delay 93.5 45.9 2.8 60.4 117.2 2.2 50.6 147.3 41.6 53.4 42.1 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 93.5 45.9 2.8 60.4 117.2 2.2 50.6 147.3 41.6 53.4 42.1 Queue Length 50th (ft) ~186 561 0 67 ~765 0 120 ~180 61 40 185 Queue Length 95th (ft) #355 #806 57 #185 #1006 26 #202 #351 110 83 301 Internal Link Dist (ft) 593 4165 244 594 Turn Bay Length (ft) 260 500 270 575 190 150 Base Capacity (vph) 295 902 1123 192 785 888 289 218 251 176 470 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.04 0.91 0.16 0.84 1.16 0.17 0.69 1.17 0.43 0.34 0.81 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection SummaryFuture with Development PM 2035 Supplemental Analysis 1: Warrior Drive & Fairfax Pike Timing Plan: 4:15 PM to 5:15 PM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 282 758 167 148 839 136 184 86 148 99 55 349 Future Volume (veh/h) 282 758 167 148 839 136 184 86 148 99 55 349 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 0.99 0.99 1.00 0.98 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1841 1870 1693 1841 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 307 824 105 161 912 69 200 93 101 108 60 299 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 4 2 14 4 2 2 2 2 2 2 2 Cap, veh/h 298 1002 1012 261 847 825 299 97 105 197 177 354 Arrive On Green 0.13 0.54 0.54 0.06 0.46 0.46 0.09 0.12 0.12 0.07 0.09 0.09 Sat Flow, veh/h 1781 1841 1585 1612 1841 1552 1781 814 884 1781 1870 1560 Grp Volume(v), veh/h 307 824 105 161 912 69 200 0 194 108 60 299 Grp Sat Flow(s),veh/h/ln 1781 1841 1585 1612 1841 1552 1781 0 1698 1781 1870 1560 Q Serve(g_s), s 14.3 40.6 2.8 4.8 50.6 2.4 10.4 0.0 12.5 5.9 3.3 10.4 Cycle Q Clear(g_c), s 14.3 40.6 2.8 4.8 50.6 2.4 10.4 0.0 12.5 5.9 3.3 10.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.52 1.00 1.00 Lane Grp Cap(c), veh/h 298 1002 1012 261 847 825 299 0 202 197 177 354 V/C Ratio(X) 1.03 0.82 0.10 0.62 1.08 0.08 0.67 0.00 0.96 0.55 0.34 0.85 Avail Cap(c_a), veh/h 298 1002 1012 294 847 825 299 0 202 256 177 354 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 0.19 0.19 0.19 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.3 20.7 7.7 20.2 29.7 12.7 41.1 0.0 48.2 41.3 46.6 40.9 Incr Delay (d2), s/veh 60.6 7.6 0.2 0.6 39.6 0.0 5.6 0.0 51.7 2.4 1.1 17.0 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 12.8 17.6 1.0 1.8 29.6 0.9 5.4 0.0 8.2 2.8 1.6 9.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 96.9 28.3 7.9 20.8 69.3 12.7 46.7 0.0 99.9 43.7 47.7 57.9 LnGrp LOS F C A C F B D A F D D E Approach Vol, veh/h 1236 1142 394 467 Approach Delay, s/veh 43.6 59.1 72.9 53.3 Approach LOS D E E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.0 56.5 14.3 19.7 13.7 65.8 17.0 17.0 Change Period (Y+Rc), s * 8.7 * 5.8 6.6 6.6 * 6.8 5.8 6.6 6.6 Max Green Setting (Gmax), s * 14 * 47 11.4 9.4 * 9.2 54.2 10.4 10.4 Max Q Clear Time (g_c+I1), s 16.3 52.6 7.9 14.5 6.8 42.6 12.4 12.4 Green Ext Time (p_c), s 0.0 0.0 0.1 0.0 0.1 5.9 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 54.0 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues Future with Development PM 2035 Supplemental Analysis 2: Hudson Hollow Road/White Oak Road & Fairfax Pike Timing Plan: 4:15 PM to 5:15 PM Queues Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Lane Group EBL EBT EBR WBL WBT WBR NBT SBT Lane Group Flow (vph) 158 665 46 29 942 46 80 238 v/c Ratio 0.68 0.61 0.05 0.06 0.96 0.05 0.62 0.61 Control Delay 26.1 13.2 1.0 3.8 38.6 1.1 48.2 16.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.1 13.2 1.0 3.8 38.6 1.1 48.2 16.7 Queue Length 50th (ft) 16 124 0 3 358 0 30 27 Queue Length 95th (ft) #107 370 7 11 #708 7 74 91 Internal Link Dist (ft) 4165 4595 176 167 Turn Bay Length (ft) 145 90 125 155 Base Capacity (vph) 232 1096 1016 486 985 898 272 654 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.61 0.05 0.06 0.96 0.05 0.29 0.36 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection SummaryFuture with Development PM 2035 Supplemental Analysis 2: Hudson Hollow Road/White Oak Road & Fairfax Pike Timing Plan: 4:15 PM to 5:15 PM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 155 652 45 28 923 45 45 22 12 27 31 174 Future Volume (veh/h) 155 652 45 28 923 45 45 22 12 27 31 174 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1781 1870 1841 1826 1870 1870 1752 1870 1870 1841 1870 Adj Flow Rate, veh/h 158 665 28 29 942 26 46 22 3 28 32 29 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 8 2 4 5 2 2 10 2 2 4 2 Cap, veh/h 282 1068 950 426 1024 889 186 74 8 109 90 63 Arrive On Green 0.07 0.60 0.60 0.03 0.56 0.56 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh/h 1781 1781 1585 1753 1826 1585 836 618 64 340 758 530 Grp Volume(v), veh/h 158 665 28 29 942 26 71 0 0 89 0 0 Grp Sat Flow(s),veh/h/ln 1781 1781 1585 1753 1826 1585 1519 0 0 1628 0 0 Q Serve(g_s), s 2.5 16.4 0.5 0.4 32.1 0.5 0.0 0.0 0.0 0.7 0.0 0.0 Cycle Q Clear(g_c), s 2.5 16.4 0.5 0.4 32.1 0.5 2.6 0.0 0.0 3.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.65 0.04 0.31 0.33 Lane Grp Cap(c), veh/h 282 1068 950 426 1024 889 267 0 0 263 0 0 V/C Ratio(X) 0.56 0.62 0.03 0.07 0.92 0.03 0.27 0.00 0.00 0.34 0.00 0.00 Avail Cap(c_a), veh/h 289 1068 950 499 1064 924 607 0 0 649 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 14.8 8.8 5.6 6.8 13.7 6.7 27.8 0.0 0.0 28.1 0.0 0.0 Incr Delay (d2), s/veh 2.3 1.6 0.0 0.1 13.0 0.0 0.5 0.0 0.0 0.8 0.0 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 1.3 4.8 0.1 0.1 13.1 0.1 1.0 0.0 0.0 1.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.2 10.4 5.6 6.9 26.6 6.7 28.3 0.0 0.0 28.8 0.0 0.0 LnGrp LOS B B A A C A C A A C A A Approach Vol, veh/h 851 997 71 89 Approach Delay, s/veh 11.5 25.5 28.3 28.8 Approach LOS B C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.6 48.9 13.1 9.3 46.3 13.1 Change Period (Y+Rc), s 4.5 7.8 4.9 4.5 7.8 4.9 Max Green Setting (Gmax), s 5.0 40.0 25.0 5.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 2.4 18.4 4.6 4.5 34.1 5.3 Green Ext Time (p_c), s 0.0 8.1 0.2 0.0 4.4 0.3 Intersection Summary HCM 6th Ctrl Delay 19.8 HCM 6th LOS B Queues Future with Development PM 2035 Supplemental Analysis 3: Route 522 & Fairfax Pike/Lord Fairfax Highway Timing Plan: 4:15 PM to 5:15 PM Queues Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 311 224 415 239 497 405 678 183 100 655 283 v/c Ratio 1.17 0.80 0.83 0.61 1.19 1.26 0.95 0.36 0.70 0.92 0.51 Control Delay 152.1 66.1 27.3 45.5 146.1 181.6 66.6 3.4 82.6 51.8 9.9 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 152.1 66.1 27.3 45.5 146.1 181.6 66.6 3.4 82.6 51.8 9.9 Queue Length 50th (ft) ~263 154 68 152 ~421 ~185 251 0 76 212 10 Queue Length 95th (ft) #436 #277 #236 237 #630 #284 #372 20 #153 #341 111 Internal Link Dist (ft) 382 694 8434 2104 Turn Bay Length (ft) 250 230 500 565 250 125 480 Base Capacity (vph) 265 281 500 390 416 321 715 514 150 715 556 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.17 0.80 0.83 0.61 1.19 1.26 0.95 0.36 0.67 0.92 0.51 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection SummaryFuture with Development PM 2035 Supplemental Analysis 3: Route 522 & Fairfax Pike/Lord Fairfax Highway Timing Plan: 4:15 PM to 5:15 PM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 286 206 382 220 361 97 373 624 168 92 603 260 Future Volume (veh/h) 286 206 382 220 361 97 373 624 168 92 603 260 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1811 1796 1781 1826 1796 1811 1781 1796 1826 1811 1870 Adj Flow Rate, veh/h 311 224 129 239 392 96 405 678 26 100 655 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 7 6 7 8 5 7 6 8 7 5 6 2 Cap, veh/h 269 285 239 396 331 81 325 767 345 123 723 Arrive On Green 0.16 0.16 0.16 0.23 0.23 0.23 0.10 0.23 0.23 0.14 0.42 0.00 Sat Flow, veh/h 1711 1811 1522 1697 1417 347 3346 3385 1522 1739 3441 1585 Grp Volume(v), veh/h 311 224 129 239 0 488 405 678 26 100 655 0 Grp Sat Flow(s),veh/h/ln 1711 1811 1522 1697 0 1763 1673 1692 1522 1739 1721 1585 Q Serve(g_s), s 17.3 13.1 8.6 13.8 0.0 25.7 10.7 21.3 1.5 6.1 19.6 0.0 Cycle Q Clear(g_c), s 17.3 13.1 8.6 13.8 0.0 25.7 10.7 21.3 1.5 6.1 19.6 0.0 Prop In Lane 1.00 1.00 1.00 0.20 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 269 285 239 396 0 412 325 767 345 123 723 V/C Ratio(X) 1.16 0.79 0.54 0.60 0.00 1.18 1.24 0.88 0.08 0.81 0.91 Avail Cap(c_a), veh/h 269 285 239 396 0 412 325 767 345 152 723 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.85 0.85 0.85 0.91 0.91 0.00 Uniform Delay (d), s/veh 46.3 44.6 42.7 37.6 0.0 42.2 49.7 41.1 33.5 46.5 30.9 0.0 Incr Delay (d2), s/veh 103.7 13.6 2.4 2.6 0.0 105.1 130.1 12.3 0.4 21.5 15.9 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 14.9 6.8 3.3 5.9 0.0 22.8 10.1 9.6 0.6 3.1 7.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 150.1 58.1 45.1 40.2 0.0 147.3 179.8 53.5 33.8 68.0 46.8 0.0 LnGrp LOS F E D D A F F D C E D Approach Vol, veh/h 664 727 1109 755 Approach Delay, s/veh 98.7 112.1 99.1 49.6 Approach LOS F F F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 19.0 29.8 34.0 17.2 31.6 27.2 Change Period (Y+Rc), s 8.3 6.7 * 8.3 * 9.4 6.7 9.9 Max Green Setting (Gmax), s 10.7 23.1 * 26 * 9.6 23.1 17.3 Max Q Clear Time (g_c+I1), s 12.7 21.6 27.7 8.1 23.3 19.3 Green Ext Time (p_c), s 0.0 0.7 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 90.4 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Queues Future with Development PM 2035 Supplemental Analysis 4: Route 522 & Lake Frederick Drive Timing Plan: 4:15 PM to 5:15 PM Queues Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 184 99 124 1035 1048 209 v/c Ratio 0.63 0.19 0.41 0.49 0.77 0.27 Control Delay 47.0 17.6 19.5 10.8 29.5 4.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.0 17.6 19.5 10.8 29.5 4.0 Queue Length 50th (ft) 104 33 27 157 273 0 Queue Length 95th (ft) 181 68 58 244 418 46 Internal Link Dist (ft) 414 1077 8434 Turn Bay Length (ft) 470 295 Base Capacity (vph) 480 520 502 2091 1438 805 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.19 0.25 0.49 0.73 0.26 Intersection Summary HCM 6th Signalized Intersection SummaryFuture with Development PM 2035 Supplemental Analysis 4: Route 522 & Lake Frederick Drive Timing Plan: 4:15 PM to 5:15 PM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations Traffic Volume (veh/h) 169 91 114 952 0 964 192 Future Volume (veh/h) 169 91 114 952 0 964 192 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1722 1826 1781 1767 1870 Adj Flow Rate, veh/h 184 85 124 1035 1048 75 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 12 5 8 9 2 Cap, veh/h 243 286 275 1462 1422 672 Arrive On Green 0.14 0.14 0.06 0.43 0.42 0.42 Sat Flow, veh/h 1781 1459 1739 3474 3445 1585 Grp Volume(v), veh/h 184 85 124 1035 1048 75 Grp Sat Flow(s),veh/h/ln 1781 1459 1739 1692 1678 1585 Q Serve(g_s), s 7.8 0.0 0.0 19.5 20.4 2.2 Cycle Q Clear(g_c), s 7.8 0.0 0.0 19.5 20.4 2.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 243 286 275 1462 1422 672 V/C Ratio(X) 0.76 0.30 0.45 0.71 0.74 0.11 Avail Cap(c_a), veh/h 570 554 617 1950 1719 812 HCM Platoon Ratio 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 Uniform Delay (d), s/veh 32.5 26.8 30.5 18.2 18.9 13.6 Incr Delay (d2), s/veh 5.7 0.7 1.4 1.5 2.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 0.1 2.1 6.5 6.9 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.2 27.5 31.9 19.6 20.9 13.8 LnGrp LOS D C C B C B Approach Vol, veh/h 269 1159 1123 Approach Delay, s/veh 34.8 20.9 20.4 Approach LOS C C C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 44.2 19.4 15.2 43.6 Change Period (Y+Rc), s 10.5 8.7 10.5 10.5 Max Green Setting (Gmax), s 45.0 25.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 21.5 9.8 2.0 22.4 Green Ext Time (p_c), s 12.2 0.9 0.3 10.7 Intersection Summary HCM 6th Ctrl Delay 22.2 HCM 6th LOS C Notes User approved ignoring U-Turning movement. Queues Future with Development PM 2035 Supplemental Analysis 5: Route 522 & Tasker Road Timing Plan: 4:15 PM to 5:15 PM Queues Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 175 253 315 783 809 119 v/c Ratio 0.68 0.41 0.67 0.34 0.51 0.11 Control Delay 57.2 6.9 56.9 4.1 23.5 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.2 6.9 56.9 4.1 23.5 1.6 Queue Length 50th (ft) 119 0 119 57 205 0 Queue Length 95th (ft) 181 36 137 75 311 20 Internal Link Dist (ft) 446 1419 813 Turn Bay Length (ft) 250 485 315 Base Capacity (vph) 350 755 627 2286 1571 1178 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.34 0.50 0.34 0.51 0.10 Intersection Summary HCM Signalized Intersection Capacity AnalysisFuture with Development PM 2035 Supplemental Analysis 5: Route 522 & Tasker Road Timing Plan: 4:15 PM to 5:15 PM HCM Signalized Intersection Capacity Analysis Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations Traffic Volume (vph) 168 243 302 752 0 777 114 Future Volume (vph) 168 243 302 752 0 777 114 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 10.2 10.2 10.3 6.4 6.6 10.2 Lane Util. Factor 1.00 0.88 0.97 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 2787 3335 3252 3374 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 2787 3335 3252 3374 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.92 0.96 0.96 Adj. Flow (vph) 175 253 315 783 0 809 119 RTOR Reduction (vph) 0 216 0 0 0 0 46 Lane Group Flow (vph) 175 37 315 783 0 809 73 Heavy Vehicles (%) 2% 2% 5% 11% 2% 7% 2% Turn Type Prot Prot Prot NA Prot NA pm+ov Protected Phases 7 4 1 6 5 2 7 Permitted Phases 4 2 Actuated Green, G (s) 16.1 16.1 15.6 77.3 51.2 67.3 Effective Green, g (s) 16.1 16.1 15.6 77.3 51.2 67.3 Actuated g/C Ratio 0.15 0.15 0.14 0.70 0.47 0.61 Clearance Time (s) 10.2 10.2 10.3 6.4 6.6 10.2 Vehicle Extension (s) 3.0 3.0 3.0 3.5 3.5 3.0 Lane Grp Cap (vph) 259 407 472 2285 1570 968 v/s Ratio Prot c0.10 0.01 c0.09 0.24 c0.24 0.01 v/s Ratio Perm 0.03 v/c Ratio 0.68 0.09 0.67 0.34 0.52 0.08 Uniform Delay, d1 44.5 40.6 44.7 6.4 20.7 8.7 Progression Factor 1.00 1.00 1.12 0.54 1.00 1.00 Incremental Delay, d2 6.8 0.1 3.5 0.4 1.2 0.0 Delay (s) 51.3 40.7 53.7 3.8 21.9 8.7 Level of Service D D D A C A Approach Delay (s) 45.0 18.1 20.2 Approach LOS D B C Intersection Summary HCM 2000 Control Delay 23.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 27.1 Intersection Capacity Utilization 62.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection SummaryFuture with Development PM 2035 Supplemental Analysis 5: Route 522 & Tasker Road Timing Plan: 4:15 PM to 5:15 PM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM HCM 6th Edition methodology supports red clearance in the range of 0 to 6 seconds. Queues Future with Development PM 2035 Supplemental Analysis 6: Lake Frederick Entrance/Gibson Site Entrance 1 & Fairfax Pike Timing Plan: 4:15 PM to 5:15 PM Queues Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 36 896 116 92 1113 40 83 65 104 92 v/c Ratio 0.14 0.69 0.10 0.24 0.83 0.03 0.62 0.16 0.76 0.26 Control Delay 2.9 8.6 1.3 3.5 16.1 0.4 61.1 0.8 74.9 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.9 8.6 1.3 3.5 16.1 0.4 61.1 0.8 74.9 1.8 Queue Length 50th (ft) 2 134 0 7 395 0 45 0 58 0 Queue Length 95th (ft) m6 272 m5 14 #686 3 #121 0 #154 0 Internal Link Dist (ft) 1336 1871 292 413 Turn Bay Length (ft) 150 150 150 150 50 Base Capacity (vph) 249 1329 1163 382 1349 1167 133 410 136 353 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.67 0.10 0.24 0.83 0.03 0.62 0.16 0.76 0.26 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection SummaryFuture with Development PM 2035 Supplemental Analysis 6: Lake Frederick Entrance/Gibson Site Entrance 1 & Fairfax Pike Timing Plan: 4:15 PM to 5:15 PM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 33 824 107 85 1024 37 76 0 60 96 0 85 Future Volume (veh/h) 33 824 107 85 1024 37 76 0 60 96 0 85 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 36 896 77 92 1113 27 83 0 2 104 0 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 305 1323 1121 613 1356 1150 202 0 137 203 0 137 Arrive On Green 0.07 1.00 1.00 0.05 0.73 0.73 0.09 0.00 0.09 0.09 0.00 0.09 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1414 0 1585 1415 0 1585 Grp Volume(v), veh/h 36 896 77 92 1113 27 83 0 2 104 0 3 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1414 0 1585 1415 0 1585 Q Serve(g_s), s 0.4 0.0 0.0 1.1 35.1 0.4 5.0 0.0 0.1 6.3 0.0 0.2 Cycle Q Clear(g_c), s 0.4 0.0 0.0 1.1 35.1 0.4 5.1 0.0 0.1 6.4 0.0 0.2 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 305 1323 1121 613 1356 1150 202 0 137 203 0 137 V/C Ratio(X) 0.12 0.68 0.07 0.15 0.82 0.02 0.41 0.00 0.01 0.51 0.00 0.02 Avail Cap(c_a), veh/h 358 1323 1121 635 1356 1150 202 0 137 203 0 137 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.68 0.68 0.68 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 9.8 0.0 0.0 2.7 8.1 3.3 38.7 0.0 36.4 39.3 0.0 36.4 Incr Delay (d2), s/veh 0.1 1.9 0.1 0.1 4.1 0.0 1.3 0.0 0.0 2.2 0.0 0.1 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 0.2 0.7 0.0 0.2 10.1 0.1 1.8 0.0 0.0 2.3 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.0 1.9 0.1 2.8 12.3 3.3 40.1 0.0 36.4 41.5 0.0 36.5 LnGrp LOS A A A A B A D A D D A D Approach Vol, veh/h 1009 1232 85 107 Approach Delay, s/veh 2.1 11.4 40.0 41.3 Approach LOS A B D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.0 66.0 12.0 7.4 67.6 12.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 60.5 7.5 5.5 60.5 7.5 Max Q Clear Time (g_c+I1), s 3.1 2.0 7.1 2.4 37.1 8.4 Green Ext Time (p_c), s 0.0 8.1 0.0 0.0 9.7 0.0 Intersection Summary HCM 6th Ctrl Delay 9.8 HCM 6th LOS A HCM 6th TWSC Future with Development PM 2035 Supplemental Analysis 7: Fairfax Pike & Gibson Site Entrance 2 Timing Plan: 4:15 PM to 5:15 PM HCM 6th TWSC Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 980 1101 1 0 45 Future Vol, veh/h 0 980 1101 1 0 45 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - - 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 0 1065 1197 1 0 49 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 1198 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver 0 - - - 0 226 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - 226 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 25.3 HCM LOS D Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h) - - - 226 HCM Lane V/C Ratio - - - 0.216 HCM Control Delay (s) - - - 25.3 HCM Lane LOS - - - D HCM 95th %tile Q(veh) - - - 0.8 HCM 6th TWSC Future with Development PM 2035 Supplemental Analysis 8: Fairfax Pike & Gibson Site Entrance 3 Timing Plan: 4:15 PM to 5:15 PM HCM 6th TWSC Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Intersection Int Delay, s/veh 1.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 20 960 1097 6 17 5 Future Vol, veh/h 20 960 1097 6 17 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 50 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 22 1043 1192 7 18 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1199 0 - 0 2283 1196 Stage 1 - - - - 1196 - Stage 2 - - - - 1087 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 582 - - - 44 227 Stage 1 - - - - 287 - Stage 2 - - - - 323 - Platoon blocked, % - - - Mov Cap-1 Maneuver 582 - - - 42 227 Mov Cap-2 Maneuver - - - - 42 - Stage 1 - - - - 276 - Stage 2 - - - - 323 - Approach EB WB SB HCM Control Delay, s 0.2 0 117.6 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 582 - - - 42 227 HCM Lane V/C Ratio 0.037 - - - 0.44 0.024 HCM Control Delay (s) 11.4 - - - 145.9 21.2 HCM Lane LOS B - - - F C HCM 95th %tile Q(veh) 0.1 - - - 1.5 0.1 Queues Future with Development PM 2035 Supplemental Analysis 9: Route 522 & Gibson Site Entrance 4 Timing Plan: 4:15 PM to 5:15 PM Queues Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 103 42 16 1072 1023 41 v/c Ratio 0.42 0.16 0.04 0.42 0.43 0.04 Control Delay 26.7 9.7 1.5 0.9 8.0 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.7 9.7 1.5 0.9 8.0 4.6 Queue Length 50th (ft) 31 0 1 20 72 0 Queue Length 95th (ft) 70 22 m1 m22 235 21 Internal Link Dist (ft) 785 2104 3524 Turn Bay Length (ft) 300 150 Base Capacity (vph) 263 271 405 2580 2365 1071 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.15 0.04 0.42 0.43 0.04 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection SummaryFuture with Development PM 2035 Supplemental Analysis 9: Route 522 & Gibson Site Entrance 4 Timing Plan: 4:15 PM to 5:15 PM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 95 39 15 986 941 38 Future Volume (veh/h) 95 39 15 986 941 38 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 103 2 16 1072 1023 19 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 134 119 369 2563 1957 873 Arrive On Green 0.08 0.08 0.04 1.00 0.55 0.55 Sat Flow, veh/h 1781 1585 1781 3647 3647 1585 Grp Volume(v), veh/h 103 2 16 1072 1023 19 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1777 1777 1585 Q Serve(g_s), s 3.1 0.1 0.2 0.0 10.0 0.3 Cycle Q Clear(g_c), s 3.1 0.1 0.2 0.0 10.0 0.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 134 119 369 2563 1957 873 V/C Ratio(X) 0.77 0.02 0.04 0.42 0.52 0.02 Avail Cap(c_a), veh/h 243 216 496 2563 1957 873 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.09 0.09 1.00 1.00 Uniform Delay (d), s/veh 25.0 23.6 5.9 0.0 7.8 5.6 Incr Delay (d2), s/veh 9.0 0.1 0.0 0.0 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.1 0.0 0.0 2.3 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.9 23.6 5.9 0.0 8.8 5.7 LnGrp LOS C C A A A A Approach Vol, veh/h 105 1088 1042 Approach Delay, s/veh 33.7 0.1 8.7 Approach LOS C A A Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 46.4 8.6 9.4 37.0 Change Period (Y+Rc), s 6.7 4.5 8.3 6.7 Max Green Setting (Gmax), s 36.3 7.5 5.0 23.0 Max Q Clear Time (g_c+I1), s 2.0 5.1 2.2 12.0 Green Ext Time (p_c), s 7.8 0.0 0.0 4.7 Intersection Summary HCM 6th Ctrl Delay 5.7 HCM 6th LOS A Gibson Property Technical Appendix 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com B. 2041 Future Conditions with Development Supplemental Analysis – Capacity Analysis Worksheets Queues Future with Development AM 2041 Supplemental Analysis 1: Warrior Drive & Fairfax Pike Timing Plan: 7 AM to 8 AM Queues Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 166 717 424 176 697 147 85 101 76 299 175 v/c Ratio 0.63 0.85 0.47 0.68 0.89 0.17 0.63 0.46 0.23 1.10 0.38 Control Delay 24.7 42.6 12.6 26.2 46.7 2.0 59.4 26.2 38.6 134.2 7.7 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 24.7 42.6 12.6 26.2 46.7 2.0 59.4 26.2 38.6 134.2 7.7 Queue Length 50th (ft) 73 576 154 58 500 0 57 20 49 ~346 0 Queue Length 95th (ft) 83 732 240 95 #769 26 #128 #87 93 #530 56 Internal Link Dist (ft) 593 4165 244 594 Turn Bay Length (ft) 260 500 270 575 190 150 Base Capacity (vph) 319 892 913 263 803 936 144 220 386 272 500 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.80 0.46 0.67 0.87 0.16 0.59 0.46 0.20 1.10 0.35 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection SummaryFuture with Development AM 2041 Supplemental Analysis 1: Warrior Drive & Fairfax Pike Timing Plan: 7 AM to 8 AM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 153 660 390 162 641 135 78 25 68 70 275 161 Future Volume (veh/h) 153 660 390 162 641 135 78 25 68 70 275 161 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 0.98 0.95 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1752 1796 1796 1722 1856 966 907 848 1870 1841 1781 Adj Flow Rate, veh/h 166 717 362 176 697 73 85 27 7 76 299 29 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 10 7 7 12 3 63 67 71 2 4 8 Cap, veh/h 299 941 956 270 903 885 140 105 27 295 204 251 Arrive On Green 0.06 0.54 0.54 0.06 0.52 0.52 0.09 0.15 0.15 0.05 0.11 0.11 Sat Flow, veh/h 1753 1752 1521 1711 1722 1537 920 692 180 1781 1841 1438 Grp Volume(v), veh/h 166 717 362 176 697 73 85 0 34 76 299 29 Grp Sat Flow(s),veh/h/ln 1753 1752 1521 1711 1722 1537 920 0 872 1781 1841 1438 Q Serve(g_s), s 5.6 41.7 15.1 6.0 42.1 2.8 10.5 0.0 4.5 4.9 14.4 2.2 Cycle Q Clear(g_c), s 5.6 41.7 15.1 6.0 42.1 2.8 10.5 0.0 4.5 4.9 14.4 2.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 1.00 Lane Grp Cap(c), veh/h 299 941 956 270 903 885 140 0 132 295 204 251 V/C Ratio(X) 0.55 0.76 0.38 0.65 0.77 0.08 0.61 0.00 0.26 0.26 1.47 0.12 Avail Cap(c_a), veh/h 400 941 956 298 903 885 143 0 132 402 204 251 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 0.55 0.55 0.55 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.4 23.6 11.8 21.9 24.7 12.4 45.8 0.0 48.7 47.8 57.8 45.6 Incr Delay (d2), s/veh 1.6 5.8 1.1 2.4 3.6 0.1 7.0 0.0 1.0 0.5 234.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 17.5 5.4 2.4 16.9 1.0 2.7 0.0 1.0 2.2 20.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.0 29.4 12.9 24.3 28.3 12.5 52.8 0.0 49.7 48.2 292.5 45.8 LnGrp LOS C C B C C B D A D D F D Approach Vol, veh/h 1245 946 119 404 Approach Delay, s/veh 23.7 26.4 51.9 228.9 Approach LOS C C D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.6 73.9 13.2 26.3 14.9 75.6 18.5 21.0 Change Period (Y+Rc), s * 8.7 * 5.8 6.6 6.6 * 6.8 5.8 6.6 6.6 Max Green Setting (Gmax), s * 15 * 60 14.4 12.4 * 10 67.2 12.4 14.4 Max Q Clear Time (g_c+I1), s 7.6 44.1 6.9 6.5 8.0 43.7 12.5 16.4 Green Ext Time (p_c), s 0.2 5.9 0.1 0.0 0.1 9.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 56.4 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues Future with Development AM 2041 Supplemental Analysis 2: Hudson Hollow Road/White Oak Road & Fairfax Pike Timing Plan: 7 AM to 8 AM Queues Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Lane Group EBL EBT EBR WBL WBT WBR NBT SBT Lane Group Flow (vph) 241 685 23 3 600 37 100 239 v/c Ratio 0.59 0.68 0.02 0.01 0.77 0.05 0.44 0.62 Control Delay 12.3 15.3 0.0 4.7 22.5 0.6 24.8 18.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.3 15.3 0.0 4.7 22.5 0.6 24.8 18.6 Queue Length 50th (ft) 27 135 0 0 172 0 23 31 Queue Length 95th (ft) 75 #483 0 3 355 4 71 107 Internal Link Dist (ft) 4165 4595 176 167 Turn Bay Length (ft) 145 90 125 155 Base Capacity (vph) 410 1119 1016 446 1065 943 435 638 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.61 0.02 0.01 0.56 0.04 0.23 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection SummaryFuture with Development AM 2041 Supplemental Analysis 2: Hudson Hollow Road/White Oak Road & Fairfax Pike Timing Plan: 7 AM to 8 AM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 222 630 21 3 552 34 47 11 34 54 7 158 Future Volume (veh/h) 222 630 21 3 552 34 47 11 34 54 7 158 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1767 1752 1811 1870 1722 1737 1796 1752 1796 1826 1648 1707 Adj Flow Rate, veh/h 241 685 12 3 600 16 51 12 7 59 8 39 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 9 10 6 2 12 11 7 10 7 5 17 13 Cap, veh/h 406 948 831 321 784 670 255 54 22 188 39 73 Arrive On Green 0.09 0.54 0.54 0.00 0.46 0.46 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1682 1752 1535 1781 1722 1472 988 375 151 601 268 506 Grp Volume(v), veh/h 241 685 12 3 600 16 70 0 0 106 0 0 Grp Sat Flow(s),veh/h/ln 1682 1752 1535 1781 1722 1472 1514 0 0 1374 0 0 Q Serve(g_s), s 4.2 16.4 0.2 0.0 16.2 0.3 0.0 0.0 0.0 1.7 0.0 0.0 Cycle Q Clear(g_c), s 4.2 16.4 0.2 0.0 16.2 0.3 2.0 0.0 0.0 3.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.73 0.10 0.56 0.37 Lane Grp Cap(c), veh/h 406 948 831 321 784 670 332 0 0 300 0 0 V/C Ratio(X) 0.59 0.72 0.01 0.01 0.77 0.02 0.21 0.00 0.00 0.35 0.00 0.00 Avail Cap(c_a), veh/h 406 1262 1105 475 1240 1060 745 0 0 700 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.1 9.6 5.9 8.2 12.6 8.3 21.2 0.0 0.0 21.8 0.0 0.0 Incr Delay (d2), s/veh 2.3 2.5 0.0 0.0 3.4 0.0 0.3 0.0 0.0 0.7 0.0 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 4.6 0.0 0.0 5.2 0.1 0.7 0.0 0.0 1.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.5 12.1 5.9 8.2 16.0 8.4 21.5 0.0 0.0 22.5 0.0 0.0 LnGrp LOS B B A A B A C A A C A A Approach Vol, veh/h 938 619 70 106 Approach Delay, s/veh 12.1 15.8 21.5 22.5 Approach LOS B B C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.7 37.9 13.0 9.5 33.1 13.0 Change Period (Y+Rc), s 4.5 7.8 4.9 4.5 7.8 4.9 Max Green Setting (Gmax), s 5.0 40.0 25.0 5.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 2.0 18.4 4.0 6.2 18.2 5.8 Green Ext Time (p_c), s 0.0 8.3 0.2 0.0 7.1 0.4 Intersection Summary HCM 6th Ctrl Delay 14.4 HCM 6th LOS B Queues Future with Development AM 2041 Supplemental Analysis 3: Route 522 & Fairfax Pike/Lord Fairfax Highway Timing Plan: 7 AM to 8 AM Queues Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 260 335 271 125 234 328 507 218 101 386 183 v/c Ratio 0.74 0.86 0.53 0.48 0.78 0.79 0.69 0.43 0.70 0.70 0.43 Control Delay 55.3 65.1 9.0 46.4 58.3 60.8 45.7 6.0 77.7 42.7 7.8 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 55.3 65.1 9.0 46.4 58.3 60.8 45.7 6.0 77.7 42.7 7.8 Queue Length 50th (ft) 173 230 0 80 148 117 177 0 62 137 14 Queue Length 95th (ft) #321 #423 74 135 229 #181 238 46 #153 138 44 Internal Link Dist (ft) 382 694 8434 2104 Turn Bay Length (ft) 250 230 500 565 250 125 480 Base Capacity (vph) 351 388 509 321 362 417 737 510 151 561 423 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.86 0.53 0.39 0.65 0.79 0.69 0.43 0.67 0.69 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection SummaryFuture with Development AM 2041 Supplemental Analysis 3: Route 522 & Fairfax Pike/Lord Fairfax Highway Timing Plan: 7 AM to 8 AM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 239 308 249 115 158 57 302 466 201 93 355 168 Future Volume (veh/h) 239 308 249 115 158 57 302 466 201 93 355 168 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1767 1841 1663 1663 1767 1856 1722 1752 1707 1841 1618 1411 Adj Flow Rate, veh/h 260 335 39 125 172 49 328 507 33 101 386 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 9 4 16 16 9 3 12 10 13 4 19 33 Cap, veh/h 310 340 260 242 202 58 389 928 404 126 734 Arrive On Green 0.18 0.18 0.18 0.15 0.15 0.15 0.12 0.28 0.28 0.05 0.16 0.00 Sat Flow, veh/h 1682 1841 1409 1584 1322 377 3182 3328 1447 1753 3075 1196 Grp Volume(v), veh/h 260 335 39 125 0 221 328 507 33 101 386 0 Grp Sat Flow(s),veh/h/ln 1682 1841 1409 1584 0 1699 1591 1664 1447 1753 1537 1196 Q Serve(g_s), s 16.4 20.0 2.6 8.0 0.0 13.9 11.1 14.3 1.9 6.3 12.7 0.0 Cycle Q Clear(g_c), s 16.4 20.0 2.6 8.0 0.0 13.9 11.1 14.3 1.9 6.3 12.7 0.0 Prop In Lane 1.00 1.00 1.00 0.22 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 310 340 260 242 0 259 389 928 404 126 734 V/C Ratio(X) 0.84 0.99 0.15 0.52 0.00 0.85 0.84 0.55 0.08 0.80 0.53 Avail Cap(c_a), veh/h 310 340 260 327 0 351 425 928 404 153 734 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.84 0.84 0.84 0.98 0.98 0.00 Uniform Delay (d), s/veh 43.3 44.7 37.6 42.9 0.0 45.4 47.2 33.7 29.3 51.6 40.5 0.0 Incr Delay (d2), s/veh 17.9 45.0 0.3 1.7 0.0 13.9 13.2 1.9 0.3 21.2 2.6 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 8.2 13.1 0.9 3.2 0.0 6.7 4.9 5.6 0.6 3.4 5.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.1 89.7 37.9 44.6 0.0 59.3 60.5 35.7 29.6 72.7 43.1 0.0 LnGrp LOS E F D D A E E D C E D Approach Vol, veh/h 634 346 868 487 Approach Delay, s/veh 74.8 54.0 44.8 49.3 Approach LOS E D D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 21.8 32.9 25.1 17.3 37.4 30.2 Change Period (Y+Rc), s 8.3 6.7 * 8.3 * 9.4 6.7 9.9 Max Green Setting (Gmax), s 14.7 19.1 * 23 * 9.6 23.1 20.3 Max Q Clear Time (g_c+I1), s 13.1 14.7 15.9 8.3 16.3 22.0 Green Ext Time (p_c), s 0.4 1.1 0.9 0.0 2.2 0.0 Intersection Summary HCM 6th Ctrl Delay 55.2 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Queues Future with Development AM 2041 Supplemental Analysis 4: Route 522 & Lake Frederick Drive Timing Plan: 7 AM to 8 AM Queues Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Lane Group EBL EBR NBL NBT SBU SBT SBR Lane Group Flow (vph) 160 100 40 859 2 678 62 v/c Ratio 0.51 0.18 0.11 0.53 0.01 0.60 0.11 Control Delay 37.4 7.1 9.6 14.3 8.0 23.3 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.4 7.1 9.6 14.3 8.0 23.3 5.7 Queue Length 50th (ft) 69 5 8 114 0 138 0 Queue Length 95th (ft) 154 39 23 274 3 232 25 Internal Link Dist (ft) 414 1077 8434 Turn Bay Length (ft) 470 275 295 Base Capacity (vph) 619 613 616 1972 630 1683 826 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.26 0.16 0.06 0.44 0.00 0.40 0.08 Intersection Summary HCM 6th Signalized Intersection SummaryFuture with Development AM 2041 Supplemental Analysis 4: Route 522 & Lake Frederick Drive Timing Plan: 7 AM to 8 AM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations Traffic Volume (veh/h) 147 92 37 790 2 624 57 Future Volume (veh/h) 147 92 37 790 2 624 57 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1752 1589 1648 1604 1707 Adj Flow Rate, veh/h 160 38 40 859 678 17 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 10 21 17 20 13 Cap, veh/h 223 246 284 1347 1074 510 Arrive On Green 0.13 0.13 0.04 0.43 0.35 0.35 Sat Flow, veh/h 1781 1485 1513 3214 3127 1447 Grp Volume(v), veh/h 160 38 40 859 678 17 Grp Sat Flow(s),veh/h/ln 1781 1485 1513 1566 1523 1447 Q Serve(g_s), s 5.3 0.0 0.0 13.3 11.4 0.5 Cycle Q Clear(g_c), s 5.3 0.0 0.0 13.3 11.4 0.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 223 246 284 1347 1074 510 V/C Ratio(X) 0.72 0.15 0.14 0.64 0.63 0.03 Avail Cap(c_a), veh/h 723 662 715 2288 1979 940 HCM Platoon Ratio 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 Uniform Delay (d), s/veh 25.9 22.0 20.7 13.8 16.6 13.1 Incr Delay (d2), s/veh 5.1 0.3 0.3 1.1 1.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.7 0.4 3.6 3.3 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.0 22.4 20.9 14.9 17.9 13.1 LnGrp LOS C C C B B B Approach Vol, veh/h 198 899 695 Approach Delay, s/veh 29.4 15.1 17.8 Approach LOS C B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 37.0 16.4 13.0 32.2 Change Period (Y+Rc), s 10.5 8.7 10.5 10.5 Max Green Setting (Gmax), s 45.0 25.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 15.3 7.3 2.0 13.4 Green Ext Time (p_c), s 11.2 0.7 0.1 8.3 Intersection Summary HCM 6th Ctrl Delay 17.7 HCM 6th LOS B Notes User approved ignoring U-Turning movement. Queues Future with Development AM 2041 Supplemental Analysis 5: Route 522 & Tasker Road Timing Plan: 7 AM to 8 AM Queues Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 57 233 175 600 562 80 v/c Ratio 0.41 0.52 0.53 0.25 0.34 0.07 Control Delay 55.8 10.3 58.6 2.2 14.4 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.8 10.3 58.6 2.2 14.4 1.4 Queue Length 50th (ft) 39 0 65 28 106 0 Queue Length 95th (ft) 78 39 100 31 166 14 Internal Link Dist (ft) 446 1419 813 Turn Bay Length (ft) 250 485 315 Base Capacity (vph) 313 728 615 2433 1629 1316 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.32 0.28 0.25 0.34 0.06 Intersection Summary HCM Signalized Intersection Capacity AnalysisFuture with Development AM 2041 Supplemental Analysis 5: Route 522 & Tasker Road Timing Plan: 7 AM to 8 AM HCM Signalized Intersection Capacity Analysis Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations Traffic Volume (vph) 55 226 170 582 0 545 78 Future Volume (vph) 55 226 170 582 0 545 78 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 10.2 10.2 10.3 6.4 6.6 10.2 Lane Util. Factor 1.00 0.88 0.97 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1583 2733 3273 3195 2888 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1583 2733 3273 3195 2888 1583 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 57 233 175 600 0 562 80 RTOR Reduction (vph) 0 213 0 0 0 0 28 Lane Group Flow (vph) 57 20 175 600 0 562 52 Heavy Vehicles (%) 14% 4% 7% 13% 2% 25% 2% Turn Type Prot Prot Prot NA Prot NA pm+ov Protected Phases 7 4 1 6 5 2 7 Permitted Phases 4 2 Actuated Green, G (s) 9.6 9.6 11.2 83.8 62.1 71.7 Effective Green, g (s) 9.6 9.6 11.2 83.8 62.1 71.7 Actuated g/C Ratio 0.09 0.09 0.10 0.76 0.56 0.65 Clearance Time (s) 10.2 10.2 10.3 6.4 6.6 10.2 Vehicle Extension (s) 3.0 3.0 3.0 3.5 3.5 3.0 Lane Grp Cap (vph) 138 238 333 2434 1630 1031 v/s Ratio Prot c0.04 0.01 c0.05 0.19 c0.19 0.00 v/s Ratio Perm 0.03 v/c Ratio 0.41 0.09 0.53 0.25 0.34 0.05 Uniform Delay, d1 47.5 46.2 46.9 3.8 12.9 6.9 Progression Factor 1.00 1.00 1.14 0.47 1.00 1.00 Incremental Delay, d2 2.0 0.2 1.5 0.2 0.6 0.0 Delay (s) 49.5 46.3 54.8 2.0 13.5 6.9 Level of Service D D D A B A Approach Delay (s) 47.0 14.0 12.7 Approach LOS D B B Intersection Summary HCM 2000 Control Delay 19.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 27.1 Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection SummaryFuture with Development AM 2041 Supplemental Analysis 5: Route 522 & Tasker Road Timing Plan: 7 AM to 8 AM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM HCM 6th Edition methodology supports red clearance in the range of 0 to 6 seconds. Queues Future with Development AM 2041 Supplemental Analysis 6: Lake Frederick Entrance/Gibson Site Entrance 1 & Fairfax Pike Timing Plan: 7 AM to 8 AM Queues Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 90 872 50 39 636 103 133 105 32 26 v/c Ratio 0.18 0.69 0.05 0.11 0.52 0.10 0.67 0.24 0.17 0.05 Control Delay 3.1 8.5 0.2 4.0 10.9 1.7 50.7 1.2 33.0 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.1 8.5 0.2 4.0 10.9 1.7 50.7 1.2 33.0 0.2 Queue Length 50th (ft) 8 116 0 5 186 0 67 0 15 0 Queue Length 95th (ft) m11 161 m1 12 263 17 #136 0 41 0 Internal Link Dist (ft) 1336 1871 292 413 Turn Bay Length (ft) 150 150 150 150 50 Base Capacity (vph) 510 1279 1112 358 1232 1082 226 471 210 559 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.68 0.04 0.11 0.52 0.10 0.59 0.22 0.15 0.05 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection SummaryFuture with Development AM 2041 Supplemental Analysis 6: Lake Frederick Entrance/Gibson Site Entrance 1 & Fairfax Pike Timing Plan: 7 AM to 8 AM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 83 802 46 36 585 95 122 0 97 29 0 24 Future Volume (veh/h) 83 802 46 36 585 95 122 0 97 29 0 24 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 90 872 32 39 636 63 133 0 7 32 0 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 559 1290 1094 573 1247 1056 247 0 184 242 0 184 Arrive On Green 0.12 1.00 1.00 0.04 0.67 0.67 0.12 0.00 0.12 0.12 0.00 0.12 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1415 0 1585 1409 0 1585 Grp Volume(v), veh/h 90 872 32 39 636 63 133 0 7 32 0 2 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1415 0 1585 1409 0 1585 Q Serve(g_s), s 1.2 0.0 0.0 0.5 14.6 1.2 7.8 0.0 0.3 1.8 0.0 0.1 Cycle Q Clear(g_c), s 1.2 0.0 0.0 0.5 14.6 1.2 7.9 0.0 0.3 2.1 0.0 0.1 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 559 1290 1094 573 1247 1056 247 0 184 242 0 184 V/C Ratio(X) 0.16 0.68 0.03 0.07 0.51 0.06 0.54 0.00 0.04 0.13 0.00 0.01 Avail Cap(c_a), veh/h 561 1290 1094 615 1247 1056 308 0 252 303 0 252 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.72 0.72 0.72 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 4.5 0.0 0.0 3.3 7.2 4.9 36.8 0.0 33.4 34.3 0.0 33.3 Incr Delay (d2), s/veh 0.1 2.1 0.0 0.0 0.3 0.0 1.8 0.0 0.1 0.2 0.0 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 0.7 0.0 0.1 4.3 0.3 2.8 0.0 0.1 0.6 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 4.6 2.1 0.0 3.3 7.5 4.9 38.6 0.0 33.5 34.5 0.0 33.3 LnGrp LOS A A A A A A D A C C A C Approach Vol, veh/h 994 738 140 34 Approach Delay, s/veh 2.2 7.1 38.3 34.5 Approach LOS A A D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.5 63.1 14.3 9.5 61.2 14.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 53.0 13.5 5.1 52.9 13.5 Max Q Clear Time (g_c+I1), s 2.5 2.0 9.9 3.2 16.6 4.1 Green Ext Time (p_c), s 0.0 7.5 0.1 0.0 4.5 0.0 Intersection Summary HCM 6th Ctrl Delay 7.3 HCM 6th LOS A HCM 6th TWSC Future with Development AM 2041 Supplemental Analysis 7: Fairfax Pike & Gibson Site Entrance 2 Timing Plan: 7 AM to 8 AM HCM 6th TWSC Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 928 702 3 0 14 Future Vol, veh/h 0 928 702 3 0 14 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - - 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 0 1009 763 3 0 15 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 765 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver 0 - - - 0 403 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - 403 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 14.3 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h) - - - 403 HCM Lane V/C Ratio - - - 0.038 HCM Control Delay (s) - - - 14.3 HCM Lane LOS - - - B HCM 95th %tile Q(veh) - - - 0.1 HCM 6th TWSC Future with Development AM 2041 Supplemental Analysis 8: Fairfax Pike & Gibson Site Entrance 3 Timing Plan: 7 AM to 8 AM HCM 6th TWSC Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 49 879 703 15 5 2 Future Vol, veh/h 49 879 703 15 5 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 50 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 53 955 764 16 5 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 780 0 - 0 1833 772 Stage 1 - - - - 772 - Stage 2 - - - - 1061 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 837 - - - 84 400 Stage 1 - - - - 456 - Stage 2 - - - - 333 - Platoon blocked, % - - - Mov Cap-1 Maneuver 837 - - - 79 400 Mov Cap-2 Maneuver - - - - 79 - Stage 1 - - - - 427 - Stage 2 - - - - 333 - Approach EB WB SB HCM Control Delay, s 0.5 0 42.5 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 837 - - - 79 400 HCM Lane V/C Ratio 0.064 - - - 0.069 0.005 HCM Control Delay (s) 9.6 - - - 53.9 14 HCM Lane LOS A - - - F B HCM 95th %tile Q(veh) 0.2 - - - 0.2 0 Queues Future with Development AM 2041 Supplemental Analysis 9: Route 522 & Gibson Site Entrance 4 Timing Plan: 7 AM to 8 AM Queues Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 30 12 40 783 690 103 v/c Ratio 0.15 0.06 0.06 0.26 0.26 0.08 Control Delay 23.4 13.1 2.1 0.4 7.1 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.4 13.1 2.1 0.4 7.1 2.7 Queue Length 50th (ft) 9 0 0 0 0 0 Queue Length 95th (ft) 29 12 m3 17 174 24 Internal Link Dist (ft) 785 2104 3524 Turn Bay Length (ft) 300 150 Base Capacity (vph) 202 191 621 3109 2749 1252 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.06 0.06 0.25 0.25 0.08 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection SummaryFuture with Development AM 2041 Supplemental Analysis 9: Route 522 & Gibson Site Entrance 4 Timing Plan: 7 AM to 8 AM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 7 AM to 8 AM Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 28 11 37 720 635 95 Future Volume (veh/h) 28 11 37 720 635 95 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 30 0 40 783 690 53 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 60 53 540 2711 2027 904 Arrive On Green 0.03 0.00 0.08 1.00 0.57 0.57 Sat Flow, veh/h 1781 1585 1781 3647 3647 1585 Grp Volume(v), veh/h 30 0 40 783 690 53 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1777 1777 1585 Q Serve(g_s), s 0.9 0.0 0.5 0.0 5.7 0.8 Cycle Q Clear(g_c), s 0.9 0.0 0.5 0.0 5.7 0.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 60 53 540 2711 2027 904 V/C Ratio(X) 0.50 0.00 0.07 0.29 0.34 0.06 Avail Cap(c_a), veh/h 178 159 650 2711 2027 904 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.64 0.64 1.00 1.00 Uniform Delay (d), s/veh 26.1 0.0 4.3 0.0 6.3 5.2 Incr Delay (d2), s/veh 6.4 0.0 0.0 0.2 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.1 0.1 1.2 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.6 0.0 4.4 0.2 6.8 5.4 LnGrp LOS C A A A A A Approach Vol, veh/h 30 823 743 Approach Delay, s/veh 32.6 0.4 6.7 Approach LOS C A A Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 48.7 6.3 10.6 38.1 Change Period (Y+Rc), s 6.7 4.5 8.3 6.7 Max Green Setting (Gmax), s 38.3 5.5 5.7 24.3 Max Q Clear Time (g_c+I1), s 2.0 2.9 2.5 7.7 Green Ext Time (p_c), s 5.2 0.0 0.0 3.8 Intersection Summary HCM 6th Ctrl Delay 3.9 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. Queues Future with Development PM 2041 Supplemental Analysis 1: Warrior Drive & Fairfax Pike Timing Plan: 4:15 PM to 5:15 PM Queues Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 321 850 182 161 940 155 200 254 113 60 397 v/c Ratio 1.09 0.94 0.16 0.83 1.20 0.18 0.69 1.18 0.49 0.37 0.84 Control Delay 107.9 50.5 2.7 58.3 131.3 2.1 50.5 151.7 42.1 53.4 46.1 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 107.9 50.5 2.7 58.3 131.3 2.1 50.5 151.7 42.1 53.4 46.1 Queue Length 50th (ft) ~207 582 0 66 ~806 0 120 ~183 64 40 200 Queue Length 95th (ft) #379 #845 56 #183 #1050 26 #200 #351 115 83 #345 Internal Link Dist (ft) 593 4165 244 594 Turn Bay Length (ft) 260 500 270 575 190 150 Base Capacity (vph) 295 901 1122 193 785 891 289 216 251 176 470 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.09 0.94 0.16 0.83 1.20 0.17 0.69 1.18 0.45 0.34 0.84 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection SummaryFuture with Development PM 2041 Supplemental Analysis 1: Warrior Drive & Fairfax Pike Timing Plan: 4:15 PM to 5:15 PM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 295 782 167 148 865 143 184 86 148 104 55 365 Future Volume (veh/h) 295 782 167 148 865 143 184 86 148 104 55 365 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 0.99 0.99 1.00 0.98 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1841 1870 1693 1841 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 321 850 104 161 940 72 200 93 101 113 60 317 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 4 2 14 4 2 2 2 2 2 2 2 Cap, veh/h 298 1002 1012 247 847 829 298 95 103 198 177 354 Arrive On Green 0.13 0.54 0.54 0.06 0.46 0.46 0.09 0.12 0.12 0.07 0.09 0.09 Sat Flow, veh/h 1781 1841 1585 1612 1841 1552 1781 814 884 1781 1870 1560 Grp Volume(v), veh/h 321 850 104 161 940 72 200 0 194 113 60 317 Grp Sat Flow(s),veh/h/ln 1781 1841 1585 1612 1841 1552 1781 0 1698 1781 1870 1560 Q Serve(g_s), s 14.3 43.0 2.8 4.8 50.6 2.5 10.4 0.0 12.5 6.2 3.3 10.4 Cycle Q Clear(g_c), s 14.3 43.0 2.8 4.8 50.6 2.5 10.4 0.0 12.5 6.2 3.3 10.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.52 1.00 1.00 Lane Grp Cap(c), veh/h 298 1002 1012 247 847 829 298 0 197 198 177 354 V/C Ratio(X) 1.08 0.85 0.10 0.65 1.11 0.09 0.67 0.00 0.98 0.57 0.34 0.90 Avail Cap(c_a), veh/h 298 1002 1012 280 847 829 298 0 197 253 177 354 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 0.13 0.13 0.13 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.3 21.2 7.7 21.6 29.7 12.6 41.1 0.0 48.5 41.2 46.6 41.5 Incr Delay (d2), s/veh 74.8 8.9 0.2 0.6 52.2 0.0 5.7 0.0 59.0 2.6 1.1 24.3 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 14.0 18.8 1.0 2.0 32.6 0.9 5.4 0.0 8.6 2.9 1.6 10.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 111.0 30.2 7.9 22.2 81.9 12.6 46.8 0.0 107.5 43.8 47.7 65.8 LnGrp LOS F C A C F B D A F D D E Approach Vol, veh/h 1275 1173 394 490 Approach Delay, s/veh 48.7 69.5 76.7 58.5 Approach LOS D E E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.0 56.5 14.6 19.4 13.7 65.8 17.0 17.0 Change Period (Y+Rc), s * 8.7 * 5.8 6.6 6.6 * 6.8 5.8 6.6 6.6 Max Green Setting (Gmax), s * 14 * 47 11.4 9.4 * 9.2 54.2 10.4 10.4 Max Q Clear Time (g_c+I1), s 16.3 52.6 8.2 14.5 6.8 45.0 12.4 12.4 Green Ext Time (p_c), s 0.0 0.0 0.1 0.0 0.1 5.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 60.8 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues Future with Development PM 2041 Supplemental Analysis 2: Hudson Hollow Road/White Oak Road & Fairfax Pike Timing Plan: 4:15 PM to 5:15 PM Queues Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Lane Group EBL EBT EBR WBL WBT WBR NBT SBT Lane Group Flow (vph) 165 679 48 30 966 48 83 248 v/c Ratio 0.75 0.62 0.05 0.06 0.98 0.05 0.66 0.63 Control Delay 33.9 13.8 1.1 4.0 44.6 1.2 50.6 17.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.9 13.8 1.1 4.0 44.6 1.2 50.6 17.4 Queue Length 50th (ft) 19 128 0 3 377 0 31 30 Queue Length 95th (ft) #129 390 8 12 #744 8 #80 97 Internal Link Dist (ft) 4165 4595 176 167 Turn Bay Length (ft) 145 90 125 155 Base Capacity (vph) 221 1092 1014 473 981 895 262 655 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.75 0.62 0.05 0.06 0.98 0.05 0.32 0.38 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection SummaryFuture with Development PM 2041 Supplemental Analysis 2: Hudson Hollow Road/White Oak Road & Fairfax Pike Timing Plan: 4:15 PM to 5:15 PM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 162 665 47 29 947 47 46 23 13 28 32 182 Future Volume (veh/h) 162 665 47 29 947 47 46 23 13 28 32 182 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1781 1870 1841 1826 1870 1870 1752 1870 1870 1841 1870 Adj Flow Rate, veh/h 165 679 29 30 966 27 47 23 4 29 33 35 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 8 2 4 5 2 2 10 2 2 4 2 Cap, veh/h 266 1069 951 416 1027 892 184 76 10 106 87 71 Arrive On Green 0.07 0.60 0.60 0.03 0.56 0.56 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh/h 1781 1781 1585 1753 1826 1585 822 622 83 324 715 586 Grp Volume(v), veh/h 165 679 29 30 966 27 74 0 0 97 0 0 Grp Sat Flow(s),veh/h/ln 1781 1781 1585 1753 1826 1585 1527 0 0 1625 0 0 Q Serve(g_s), s 2.6 17.2 0.5 0.4 34.2 0.5 0.0 0.0 0.0 1.0 0.0 0.0 Cycle Q Clear(g_c), s 2.6 17.2 0.5 0.4 34.2 0.5 2.8 0.0 0.0 3.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.64 0.05 0.30 0.36 Lane Grp Cap(c), veh/h 266 1069 951 416 1027 892 270 0 0 265 0 0 V/C Ratio(X) 0.62 0.64 0.03 0.07 0.94 0.03 0.27 0.00 0.00 0.37 0.00 0.00 Avail Cap(c_a), veh/h 272 1069 951 487 1048 910 599 0 0 638 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 15.6 9.0 5.7 7.0 14.1 6.8 28.1 0.0 0.0 28.5 0.0 0.0 Incr Delay (d2), s/veh 4.1 1.8 0.0 0.1 15.9 0.0 0.5 0.0 0.0 0.8 0.0 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 1.5 5.1 0.1 0.1 14.6 0.1 1.1 0.0 0.0 1.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.8 10.8 5.7 7.1 30.0 6.8 28.6 0.0 0.0 29.3 0.0 0.0 LnGrp LOS B B A A C A C A A C A A Approach Vol, veh/h 873 1023 74 97 Approach Delay, s/veh 12.3 28.7 28.6 29.3 Approach LOS B C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.7 49.6 13.4 9.3 47.0 13.4 Change Period (Y+Rc), s 4.5 7.8 4.9 4.5 7.8 4.9 Max Green Setting (Gmax), s 5.0 40.0 25.0 5.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 2.4 19.2 4.8 4.6 36.2 5.7 Green Ext Time (p_c), s 0.0 8.2 0.3 0.0 3.0 0.4 Intersection Summary HCM 6th Ctrl Delay 21.8 HCM 6th LOS C Queues Future with Development PM 2041 Supplemental Analysis 3: Route 522 & Fairfax Pike/Lord Fairfax Highway Timing Plan: 4:15 PM to 5:15 PM Queues Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 314 230 424 252 520 412 696 188 102 672 283 v/c Ratio 1.18 0.82 0.86 0.65 1.25 1.28 0.97 0.37 0.71 0.94 0.51 Control Delay 156.0 68.4 32.1 46.8 167.0 189.8 71.8 3.7 83.1 55.4 9.8 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 156.0 68.4 32.1 46.8 167.0 189.8 71.8 3.7 83.1 55.4 9.8 Queue Length 50th (ft) ~267 159 85 161 ~455 ~190 260 0 78 215 12 Queue Length 95th (ft) #442 #287 #264 251 #668 #290 #386 24 #156 #351 110 Internal Link Dist (ft) 382 694 8434 2104 Turn Bay Length (ft) 250 230 500 565 250 125 480 Base Capacity (vph) 265 281 491 390 416 321 714 514 150 715 556 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.18 0.82 0.86 0.65 1.25 1.28 0.97 0.37 0.68 0.94 0.51 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection SummaryFuture with Development PM 2041 Supplemental Analysis 3: Route 522 & Fairfax Pike/Lord Fairfax Highway Timing Plan: 4:15 PM to 5:15 PM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 289 212 390 232 376 102 379 640 173 94 618 260 Future Volume (veh/h) 289 212 390 232 376 102 379 640 173 94 618 260 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1811 1796 1781 1826 1796 1811 1781 1796 1826 1811 1870 Adj Flow Rate, veh/h 314 230 147 252 409 101 412 696 27 102 672 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 7 6 7 8 5 7 6 8 7 5 6 2 Cap, veh/h 269 285 239 396 330 82 325 763 343 125 723 Arrive On Green 0.16 0.16 0.16 0.23 0.23 0.23 0.10 0.23 0.23 0.14 0.42 0.00 Sat Flow, veh/h 1711 1811 1522 1697 1414 349 3346 3385 1522 1739 3441 1585 Grp Volume(v), veh/h 314 230 147 252 0 510 412 696 27 102 672 0 Grp Sat Flow(s),veh/h/ln 1711 1811 1522 1697 0 1763 1673 1692 1522 1739 1721 1585 Q Serve(g_s), s 17.3 13.5 9.9 14.7 0.0 25.7 10.7 22.1 1.5 6.3 20.4 0.0 Cycle Q Clear(g_c), s 17.3 13.5 9.9 14.7 0.0 25.7 10.7 22.1 1.5 6.3 20.4 0.0 Prop In Lane 1.00 1.00 1.00 0.20 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 269 285 239 396 0 412 325 763 343 125 723 V/C Ratio(X) 1.17 0.81 0.61 0.64 0.00 1.24 1.27 0.91 0.08 0.82 0.93 Avail Cap(c_a), veh/h 269 285 239 396 0 412 325 763 343 152 723 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.84 0.84 0.84 0.90 0.90 0.00 Uniform Delay (d), s/veh 46.3 44.7 43.2 37.9 0.0 42.2 49.7 41.6 33.6 46.4 31.1 0.0 Incr Delay (d2), s/veh 107.8 15.7 4.6 3.3 0.0 126.4 138.7 15.0 0.4 22.0 18.7 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 15.2 7.1 4.0 6.3 0.0 25.3 10.5 10.2 0.6 3.2 7.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 154.1 60.4 47.8 41.3 0.0 168.6 188.3 56.5 34.0 68.3 49.8 0.0 LnGrp LOS F E D D A F F E C E D Approach Vol, veh/h 691 762 1135 774 Approach Delay, s/veh 100.3 126.5 103.8 52.3 Approach LOS F F F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 19.0 29.8 34.0 17.3 31.5 27.2 Change Period (Y+Rc), s 8.3 6.7 * 8.3 * 9.4 6.7 9.9 Max Green Setting (Gmax), s 10.7 23.1 * 26 * 9.6 23.1 17.3 Max Q Clear Time (g_c+I1), s 12.7 22.4 27.7 8.3 24.1 19.3 Green Ext Time (p_c), s 0.0 0.3 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 96.4 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Queues Future with Development PM 2041 Supplemental Analysis 4: Route 522 & Lake Frederick Drive Timing Plan: 4:15 PM to 5:15 PM Queues Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 184 99 124 1058 1068 209 v/c Ratio 0.63 0.19 0.41 0.50 0.78 0.27 Control Delay 47.2 17.7 20.2 10.9 30.0 4.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.2 17.7 20.2 10.9 30.0 4.0 Queue Length 50th (ft) 105 33 27 162 282 0 Queue Length 95th (ft) 181 68 58 253 432 46 Internal Link Dist (ft) 414 1077 8434 Turn Bay Length (ft) 470 295 Base Capacity (vph) 476 517 495 2098 1426 801 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.19 0.25 0.50 0.75 0.26 Intersection Summary HCM 6th Signalized Intersection SummaryFuture with Development PM 2041 Supplemental Analysis 4: Route 522 & Lake Frederick Drive Timing Plan: 4:15 PM to 5:15 PM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations Traffic Volume (veh/h) 169 91 114 973 0 983 192 Future Volume (veh/h) 169 91 114 973 0 983 192 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1722 1826 1781 1767 1870 Adj Flow Rate, veh/h 184 86 124 1058 1068 75 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 12 5 8 9 2 Cap, veh/h 243 285 271 1481 1434 677 Arrive On Green 0.14 0.14 0.06 0.44 0.43 0.43 Sat Flow, veh/h 1781 1459 1739 3474 3445 1585 Grp Volume(v), veh/h 184 86 124 1058 1068 75 Grp Sat Flow(s),veh/h/ln 1781 1459 1739 1692 1678 1585 Q Serve(g_s), s 7.8 0.0 0.0 20.1 21.0 2.2 Cycle Q Clear(g_c), s 7.8 0.0 0.0 20.1 21.0 2.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 243 285 271 1481 1434 677 V/C Ratio(X) 0.76 0.30 0.46 0.71 0.75 0.11 Avail Cap(c_a), veh/h 566 550 610 1935 1706 806 HCM Platoon Ratio 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 Uniform Delay (d), s/veh 32.7 27.1 30.9 18.1 18.9 13.6 Incr Delay (d2), s/veh 5.8 0.7 1.4 1.5 2.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 1.9 2.2 6.7 7.1 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.5 27.8 32.4 19.7 21.1 13.7 LnGrp LOS D C C B C B Approach Vol, veh/h 270 1182 1143 Approach Delay, s/veh 35.1 21.0 20.6 Approach LOS D C C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 44.9 19.4 15.2 44.1 Change Period (Y+Rc), s 10.5 8.7 10.5 10.5 Max Green Setting (Gmax), s 45.0 25.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 22.1 9.8 2.0 23.0 Green Ext Time (p_c), s 12.3 0.9 0.3 10.6 Intersection Summary HCM 6th Ctrl Delay 22.3 HCM 6th LOS C Notes User approved ignoring U-Turning movement. Queues Future with Development PM 2041 Supplemental Analysis 5: Route 522 & Tasker Road Timing Plan: 4:15 PM to 5:15 PM Queues Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 177 263 320 798 825 120 v/c Ratio 0.68 0.42 0.67 0.35 0.53 0.11 Control Delay 57.4 6.8 56.4 4.3 23.9 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.4 6.8 56.4 4.3 23.9 1.8 Queue Length 50th (ft) 120 0 121 60 212 1 Queue Length 95th (ft) 184 37 140 78 320 22 Internal Link Dist (ft) 446 1419 813 Turn Bay Length (ft) 250 485 315 Base Capacity (vph) 350 763 627 2284 1565 1174 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.51 0.34 0.51 0.35 0.53 0.10 Intersection Summary HCM Signalized Intersection Capacity AnalysisFuture with Development PM 2041 Supplemental Analysis 5: Route 522 & Tasker Road Timing Plan: 4:15 PM to 5:15 PM HCM Signalized Intersection Capacity Analysis Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations Traffic Volume (vph) 170 252 307 766 0 792 115 Future Volume (vph) 170 252 307 766 0 792 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 10.2 10.2 10.3 6.4 6.6 10.2 Lane Util. Factor 1.00 0.88 0.97 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 2787 3335 3252 3374 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 2787 3335 3252 3374 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.92 0.96 0.96 Adj. Flow (vph) 177 262 320 798 0 825 120 RTOR Reduction (vph) 0 225 0 0 0 0 45 Lane Group Flow (vph) 177 38 320 798 0 825 75 Heavy Vehicles (%) 2% 2% 5% 11% 2% 7% 2% Turn Type Prot Prot Prot NA Prot NA pm+ov Protected Phases 7 4 1 6 5 2 7 Permitted Phases 4 2 Actuated Green, G (s) 16.1 16.1 15.7 77.3 51.1 67.2 Effective Green, g (s) 16.1 16.1 15.7 77.3 51.1 67.2 Actuated g/C Ratio 0.15 0.15 0.14 0.70 0.46 0.61 Clearance Time (s) 10.2 10.2 10.3 6.4 6.6 10.2 Vehicle Extension (s) 3.0 3.0 3.0 3.5 3.5 3.0 Lane Grp Cap (vph) 259 407 475 2285 1567 967 v/s Ratio Prot c0.10 0.01 c0.10 0.25 c0.24 0.01 v/s Ratio Perm 0.04 v/c Ratio 0.68 0.09 0.67 0.35 0.53 0.08 Uniform Delay, d1 44.5 40.6 44.7 6.4 20.9 8.7 Progression Factor 1.00 1.00 1.11 0.55 1.00 1.00 Incremental Delay, d2 7.3 0.1 3.7 0.4 1.3 0.0 Delay (s) 51.8 40.7 53.4 3.9 22.1 8.8 Level of Service D D D A C A Approach Delay (s) 45.2 18.1 20.4 Approach LOS D B C Intersection Summary HCM 2000 Control Delay 23.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 27.1 Intersection Capacity Utilization 62.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection SummaryFuture with Development PM 2041 Supplemental Analysis 5: Route 522 & Tasker Road Timing Plan: 4:15 PM to 5:15 PM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM HCM 6th Edition methodology supports red clearance in the range of 0 to 6 seconds. Queues Future with Development PM 2041 Supplemental Analysis 6: Lake Frederick Entrance/Gibson Site Entrance 1 & Fairfax Pike Timing Plan: 4:15 PM to 5:15 PM Queues Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 36 917 116 92 1140 40 83 65 104 92 v/c Ratio 0.16 0.70 0.10 0.25 0.85 0.03 0.62 0.16 0.76 0.27 Control Delay 3.1 8.6 1.3 3.6 17.4 0.4 61.1 0.8 74.9 1.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.1 8.6 1.3 3.6 17.4 0.4 61.1 0.8 74.9 1.9 Queue Length 50th (ft) 2 139 0 7 419 0 45 0 58 0 Queue Length 95th (ft) m7 280 m6 14 #807 3 #121 0 #154 0 Internal Link Dist (ft) 1336 1871 292 413 Turn Bay Length (ft) 150 150 150 150 50 Base Capacity (vph) 231 1329 1163 368 1349 1167 133 404 136 347 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.69 0.10 0.25 0.85 0.03 0.62 0.16 0.76 0.27 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection SummaryFuture with Development PM 2041 Supplemental Analysis 6: Lake Frederick Entrance/Gibson Site Entrance 1 & Fairfax Pike Timing Plan: 4:15 PM to 5:15 PM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 33 844 107 85 1049 37 76 0 60 96 0 85 Future Volume (veh/h) 33 844 107 85 1049 37 76 0 60 96 0 85 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 36 917 77 92 1140 27 83 0 2 104 0 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 288 1323 1121 605 1356 1150 202 0 137 203 0 137 Arrive On Green 0.07 1.00 1.00 0.05 0.73 0.73 0.09 0.00 0.09 0.09 0.00 0.09 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1414 0 1585 1415 0 1585 Grp Volume(v), veh/h 36 917 77 92 1140 27 83 0 2 104 0 3 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1414 0 1585 1415 0 1585 Q Serve(g_s), s 0.4 0.0 0.0 1.1 37.3 0.4 5.0 0.0 0.1 6.3 0.0 0.2 Cycle Q Clear(g_c), s 0.4 0.0 0.0 1.1 37.3 0.4 5.1 0.0 0.1 6.4 0.0 0.2 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 288 1323 1121 605 1356 1150 202 0 137 203 0 137 V/C Ratio(X) 0.12 0.69 0.07 0.15 0.84 0.02 0.41 0.00 0.01 0.51 0.00 0.02 Avail Cap(c_a), veh/h 342 1323 1121 626 1356 1150 202 0 137 203 0 137 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.68 0.68 0.68 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 10.8 0.0 0.0 2.7 8.4 3.3 38.7 0.0 36.4 39.3 0.0 36.4 Incr Delay (d2), s/veh 0.1 2.1 0.1 0.1 4.9 0.0 1.3 0.0 0.0 2.2 0.0 0.1 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 0.8 0.0 0.2 10.9 0.1 1.8 0.0 0.0 2.3 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.9 2.1 0.1 2.8 13.3 3.3 40.1 0.0 36.4 41.5 0.0 36.5 LnGrp LOS B A A A B A D A D D A D Approach Vol, veh/h 1030 1259 85 107 Approach Delay, s/veh 2.2 12.3 40.0 41.3 Approach LOS A B D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.0 66.0 12.0 7.4 67.6 12.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 60.5 7.5 5.5 60.5 7.5 Max Q Clear Time (g_c+I1), s 3.1 2.0 7.1 2.4 39.3 8.4 Green Ext Time (p_c), s 0.0 8.5 0.0 0.0 9.7 0.0 Intersection Summary HCM 6th Ctrl Delay 10.3 HCM 6th LOS B HCM 6th TWSC Future with Development PM 2041 Supplemental Analysis 7: Fairfax Pike & Gibson Site Entrance 2 Timing Plan: 4:15 PM to 5:15 PM HCM 6th TWSC Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 1000 1126 1 0 45 Future Vol, veh/h 0 1000 1126 1 0 45 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - - 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 0 1087 1224 1 0 49 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 1225 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver 0 - - - 0 218 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - 218 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 26.2 HCM LOS D Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h) - - - 218 HCM Lane V/C Ratio - - - 0.224 HCM Control Delay (s) - - - 26.2 HCM Lane LOS - - - D HCM 95th %tile Q(veh) - - - 0.8 HCM 6th TWSC Future with Development PM 2041 Supplemental Analysis 8: Fairfax Pike & Gibson Site Entrance 3 Timing Plan: 4:15 PM to 5:15 PM HCM 6th TWSC Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 20 980 1122 6 17 5 Future Vol, veh/h 20 980 1122 6 17 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 50 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 22 1065 1220 7 18 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1227 0 - 0 2333 1224 Stage 1 - - - - 1224 - Stage 2 - - - - 1109 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 568 - - - 41 218 Stage 1 - - - - 278 - Stage 2 - - - - 316 - Platoon blocked, % - - - Mov Cap-1 Maneuver 568 - - - 39 218 Mov Cap-2 Maneuver - - - - 39 - Stage 1 - - - - 267 - Stage 2 - - - - 316 - Approach EB WB SB HCM Control Delay, s 0.2 0 130.5 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 568 - - - 39 218 HCM Lane V/C Ratio 0.038 - - - 0.474 0.025 HCM Control Delay (s) 11.6 - - - 162.5 21.9 HCM Lane LOS B - - - F C HCM 95th %tile Q(veh) 0.1 - - - 1.6 0.1 Queues Future with Development PM 2041 Supplemental Analysis 9: Route 522 & Gibson Site Entrance 4 Timing Plan: 4:15 PM to 5:15 PM Queues Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 103 42 16 1093 1061 41 v/c Ratio 0.42 0.16 0.04 0.43 0.45 0.04 Control Delay 26.7 9.7 1.5 0.9 8.2 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.7 9.7 1.5 0.9 8.2 4.6 Queue Length 50th (ft) 31 0 1 21 76 0 Queue Length 95th (ft) 70 22 m1 m22 244 21 Internal Link Dist (ft) 785 2104 3524 Turn Bay Length (ft) 300 150 Base Capacity (vph) 263 271 389 2580 2365 1071 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.15 0.04 0.42 0.45 0.04 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection SummaryFuture with Development PM 2041 Supplemental Analysis 9: Route 522 & Gibson Site Entrance 4 Timing Plan: 4:15 PM to 5:15 PM HCM 6th Signalized Intersection Summary Synchro 11 Report Gorove Slade Timing Plan: 4:15 PM to 5:15 PM Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 95 39 15 1006 976 38 Future Volume (veh/h) 95 39 15 1006 976 38 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 103 2 16 1093 1061 19 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 134 119 357 2563 1957 873 Arrive On Green 0.08 0.08 0.04 1.00 0.55 0.55 Sat Flow, veh/h 1781 1585 1781 3647 3647 1585 Grp Volume(v), veh/h 103 2 16 1093 1061 19 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1777 1777 1585 Q Serve(g_s), s 3.1 0.1 0.2 0.0 10.5 0.3 Cycle Q Clear(g_c), s 3.1 0.1 0.2 0.0 10.5 0.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 134 119 357 2563 1957 873 V/C Ratio(X) 0.77 0.02 0.04 0.43 0.54 0.02 Avail Cap(c_a), veh/h 243 216 484 2563 1957 873 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.09 0.09 1.00 1.00 Uniform Delay (d), s/veh 25.0 23.6 6.0 0.0 7.9 5.6 Incr Delay (d2), s/veh 9.0 0.1 0.0 0.0 1.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.1 0.0 0.0 2.5 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.9 23.6 6.0 0.0 9.0 5.7 LnGrp LOS C C A A A A Approach Vol, veh/h 105 1109 1080 Approach Delay, s/veh 33.7 0.1 8.9 Approach LOS C A A Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 46.4 8.6 9.4 37.0 Change Period (Y+Rc), s 6.7 4.5 8.3 6.7 Max Green Setting (Gmax), s 36.3 7.5 5.0 23.0 Max Q Clear Time (g_c+I1), s 2.0 5.1 2.2 12.5 Green Ext Time (p_c), s 8.0 0.0 0.0 4.7 Intersection Summary HCM 6th Ctrl Delay 5.8 HCM 6th LOS A