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HomeMy WebLinkAboutPZ - Traffic Analysis Study Memo V 101 South Capitol Boulevard,Suite 600 K I TT E LS O N - Boise,ID 83702 &ASSOCIATES P 208.338.2683 TECHNICAL MEMORANDUM July 2, 2024 Project# 25699 To: Dawn Battles, Senior Planner (Via email: dbattles@achdidaho.org) Ada County Highway District, 3775 Adams Street, Garden City, ID 83714 From: Andy Daleiden, PE CC: Travor Gasser, GFI; Stephanie Hopkins, KM Engineering RE: Supplemental Traffic Analysis of Right-In/Right-Out/Left-In Access on Ten Mile Road - The Gateway at 10 Mile Development (Gasser Land Development/ MPP21-0009/ H-2024-0010) Kittelson &Associates, Inc. (Kittelson) prepared this memorandum to summarize the traffic analysis findings for providing a right-in/right-out/left-in (RIROLI) access at Site Access B on Ten Mile Road.The proposed development initially requested full-movement access at Site Access B as part of its application to the City of Meridian. Kittelson participated in a meeting with Ada County Highway District (ACHD), City of Meridian, and GFI on June 14, 2024, to discuss the preliminary staff comments on the project.At this meeting, consideration of a RIROLI configuration at Site Access B on Ten Mile Road was discussed with both agencies. Right-In/Right-Out/Left-In Concept at Site Access B The proposed Site Access B on Ten Mile Road is located 825 feet to the north of the Franklin Road and Ten Mile Road signalized intersection. This access provides an east-west street that connects with the commercial properties and the north-south internal street. As noted above, Site Access B has been modified to a right-in/right-out/left-in access. These movements are critical to serve the commercial properties for connectivity (e.g., distributes trips throughout the site versus point loading) and economic vitality. Exhibit 1, shown in Attachment A, illustrates the concept design for the right-in/right-out/left-in movement.The concept design includes a RIROLI configuration for Site Access B and the existing driveway on the west side of Ten Mile Road. Traffic Analysis for Right-In/Right-Out/Left-In at Site Access B Kittelson used the traffic volumes from the September 2021 The Gateway at 10 Mile Transportation Impact Study (Reference 1) and developed updated traffic volumes to reflect the RIROLI access scenario for Site Access B. The westbound left-turn trips from Site Access B were removed and rerouted to Site Access A and Site Access C. Figures 1 and 2, shown in Attachment B, illustrate the site-generated traffic volumes and year 2025 total traffic volumes during the weekday AM and PM peak hours. Table 1, on the next page, presents the traffic operations results for each study intersection and its corresponding lane groups under year 2025 total traffic conditions during the weekday AM and PM peak hours.Attachment C includes the year 2025 total traffic conditions Synchro worksheets. Kittelson&Associates,Inc. July 1,2024 Page 2 Supplemental Traffic Analysis of Right-In/Right-Out/Left-In Access on Ten Mile Road-The Gateway at 10 Mile Development(Gasser Land Development/MPP21-0009/H-2024-0010) Table 1.Year 2025 Total Traffic Intersection Operations - Weekday AM and PM Peak Hour No. Intersection Control jM. LOS Delay WC LOS PM Lane Weekday AM Peak Weekday PM�Peajk - EBL 0.99 F 126.1 0.88 F 102.1 EBT 1.03 F 104.4 0.58 E 60.8 EBR 7.14 F 157.7 0.66 E 68.6 WBL 0.90 F 101.7 1.51 F 324.5 WBT 0.38 D 53.6 1.02 F 702.7 Ten Mile Road/ 1.05/ 71.2/ WBR 0.04 D 48.8 0.62 E 66.0 1 Franklin Road Traffic Signal 1.12 E/F 80.9 NBL 0.89 F 98.2 0.93 F 88.9 N BT 0.67 1 C 23.2 1.05 F 68.3 NBR 0.32 B 18.2 0.18 B 17.2 SBL 0.85 F 89.0 0.84 F 93.7 SBT 1.04 F 64.7 0.87 D 44.5 SBR 0.16 B 18.3 0.35 C 28.7 NBL 0.12 F 79.3 0.76 F 197.3 NBR 0.07 B 13.1 0.10 B 11.3 Franklin Road/ TWSC(Future EBL 0.08 A 9.0 0.18 B 14.1 2 Wayfinder Avenue Signal) WBL 0.08 B 11.3 0.04 A 9.3 SBL 0.38 F 70.0 2.46 F 962.4 SBR 0.05 B 10.3 0.15 C 15.8 EBL 0.77 E 65.9 0.86 E 56.7 WBL 0.19 D 53.2 0.87 E 57.5 Ten Mile Road/ Signalized 0.92/ 51.3/ NBL 0.88 F 89.3 0.84 E 59.7 3 I-84 Interchange Single Point 7.14 D/D 53.7 NBT 0.85 F 84.8 0.97 E 78.7 Interchange SBL 0.98 D 39.0 0.96 D 52.6 SBT 0.24 A 7.6 0.44 C 24.4 NBL 0.01 C 17.6 0.01 B 10.4 A Ten Mile Road/ TWSC EBLTR 0.02 F 80.2 0.07 C 19.0 Site Access A WBLTR 0.70 F 93.6 0.89 F 107.3 SBL 0.03 B 12.7 0.07 C 16.2 Ten Mile Road/ WBR 0.03 B 14.7 0.13 C 24.4 B Site Access B TWSC SBL 0.03 B 13.1 0.07 C 17.2 C Site Access C/ TWSC SBR 0.09 B 10.5 0.30 C 18.6 Franklin Road V/C ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle.Cells in the table above that are bolded,italicized,and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 1, traffic operations at the Site Access B/Ten Mile Road intersection are projected to improve with the removal of the westbound left-turn movement from this intersection and meet ACHD operating standards.The westbound right-turn and southbound left-turn movements at Site Access B are projected to operate with low volume-to-capacity ratios All or less) during the weekday AM and PM peak hours. Additionally, two study intersections and one site access (Franklin Road/Wayfinder Avenue) are projected to not meet acceptable operating standards during the year 2025 total traffic weekday AM and PM peak hours. These analysis results are consistent with the analysis results for the other access scenarios presented in the September 2021 The Gateway at 10 Mile Transportation Impact Study.The same mitigations from the September 2021 The Gateway at 10 Mile Transportation Impact Study(discussed on pages 39 through 43) are applicable for the Ten Mile Road/Franklin Road and Franklin Road/Wayfinder Kittelson&Associates,Inc. July 1,2024 Page 3 Supplemental Traffic Analysis of Right-In/Right-Out/Left-In Access on Ten Mile Road-The Gateway at 10 Mile Development(Gasser Land Development/MPP21-0009/H-2024-0010) Avenue intersections under this access scenario.The findings are similar to those analysis results. No further mitigation is needed under the RIROLI access scenario at Site Access B. Recommendations Based on this evaluation, Kittelson recommends that Site Access B be approved as a right-in/right- out/left-in access by ACHD for the following reasons: ■ Serves as a local street through the development for site circulation—this connection is critical for providing connectivity and economic vitality to the commercial properties located to the north and south of this local street. ■ Aligns with the right-in/right-out/left-in access on the west side of Ten Mile Road to minimize off- set driveways on the corridor. ■ Includes a northbound right-turn lane which separates out conflicts between northbound through traffic and turning traffic for the proposed development. ■ Minimizes conflict points at Site Access B by removing the westbound and eastbound left-turn movements. ■ Reduces the number of accesses on the Ten Mile Road site frontage from four accesses to two accesses. ■ Provides reasonable access to the proposed development considering that adjacent developments in the southwest and southeast quadrants of Franklin Road and Ten Mile Road include more access points on Ten Mile Road (each development has three accesses) and Franklin Road (each development has two to three accesses) than the proposed development. Attachment D includes a graphic depicting these accesses. ■ Removes the westbound left-turn movement from Site Access B which significantly improves the operations and safety performance for Site Access B. o The critical westbound right-turn movement is projected to operate with a v/c ratio of 0.03 and 0.13 during the weekday AM and PM peak hours, respectively. o The southbound left-turn movement is projected to operate with a v/c ratio of 0.03 and 0.07 during the weekday AM and PM peak hours, respectively. ■ Meets the ACHD access spacing requirement for a local road connecting with a minor arterial between Site Access B and the signalized intersection at Franklin Road and Ten Mile Road—spacing is 825 feet. The spacing between Site Access B and Site Access A to the north is 505 feet, which does not meet ACHD's access spacing requirement of 660 feet for a local road connecting with a minor arterial. However, the spacing is maximized between the two access locations to align with existing driveways on the west side of Ten Mile Road.Additionally, the left-turn lanes can be designed and accommodated at these two access locations, so adequate spacing is provided to meet design needs. o For additional context, if Site Access B and Site Access A were configured as driveways or private streets, the minimum separation required would be 330 feet, which the proposed development meets sufficiently. We trust this memorandum addresses ACHD's request for additional analysis reflecting the RIROLI confiscation at Site Access B. Let us know if you have any questions or need additional information from us to finalize the staff report. Kittelson&Associates,Inc. Attachment A Concept Design I I o a 0 w CJ G z 1 Lu 70P ------------------- z PSED ROA J DWAY I I I I I I I I � I z I i I I I I SEE DETAIL'A' I 4 I I PROPOSED ROADWAY I - I I I 4 1 0 I I I I I I \ I I I I 41111 DETAIL "A" SCALE: 1" =40' X 2 c-I m a \ O a p W � J z KEYNOTES (TYPICAL) ® w Q 1. EXISTING DRIVEWAY TO REMAIN z 0 2. EXISTING DRIVEWAY TO BE REMOVED 3 3. EXISTING DRIVEWAY TO BE MODIFIED TO RIGHT-IN / RIGHT-OUT/ LEFT-IN 0 4. PROPOSED RIGHT-IN / RIGHT-OUT/ LEFT-IN ACCESS W. FRANKLIN ROAD m = I w 0 0 120 240 360 Z w Plan Scale: 1" = 120' Z N E N G I N E E I N G GASSER LAND DEVELOPMENT 0 6726 NORTH DISCOVERY WAY o HOISE,IDAHO 208)63 -693 MERIDIAN, IDAHO 713 PHONE(208)639-6939 ~ kmen II com m_ g P m w DATE: 7/1/24 PROJECT: 20-006 TEN MILE ROAD EX1.0 RIGHT-IN / RIGHT-OUT EXHIBIT a Attachment B Traffic Volumes The Gateway at 10 Mile TIS July 2024 w = _ N 0 LANE CONFIG AM VOLUME PM VOLUME O LANE CONFIG AM VOLUME PM VOLUME O,93 SITE • F 20� '`15 18,' L18 -10• 18� -13 15— t-19 — T ,63 -102 57 ttr ..1 tr t Franklin rAN LANE CONFIG AM VOLUME PM VOLUME © LANE CONFIG AM VOLUME PM VOLUME I s � Ir ~.. • WLJ � �� r 69 Cp'1 N 31 04-"4 �* *-10 O1O N`a 24 19� �33 18 t 1w tl' �ui vrOi E � © LANE CONFIG AM VOLUME PM VOLUME © LANE CONFIG AM VOLUME PM VOLUME CC G (88— N )�:28 36 � 87 p 28 34 64 22 55 ' � �� - • = � t t 11 N N 6 a R — . � — -- 84 — ------------------ --- m 3 E w el o Year 2025 TripAssignment Traffic Traffic Lane Configurations, Traffic Control Devices and Volumes � - STOP SIGN �- Study Intersections 9 9 � Figure - Weekday AM & PM Peak Hours TRAFFIC SIGNAL �- Site Accesses 1 Meridian, ID JWF KITTELSON X &ASSOCIATES The Gateway at 10 Mile TIS July 2024 LANE CONFIG AM VOLUME PM VOLUME O LANE CONFIG AM VOLUME PM VOLUME It�JV ODD 0386:-:-�-0-4-691 C .-z SITE • 241 94 1 10 4 25 629� �238 441� r240 0� �57 14� �93 11 ` tr 11P '�tP `�tP �. • ` N i Franklin C i � © LANE CONFIG AM VOLUME PM VOLUME © LANE CONFIG AM VOLUME PM VOLUME • --.I. iL. 690 k-31 79-$ " 36 ►` k-10 �24 1 - Q) 994- Ir 478 638- Ir 3229 -14 � � .. -0 N \\v © LANE CONFIG AM VOLUME PM VOLUME © LANE CONFIG AM VOLUME PM VOLUME aLL� it r --' .® 265� 830 333 r,549 8 1075 587 725 r 1281 t t R 84 m _ 3 E w 0 Year 2025 Total Traffic Lane Configurations, Traffic Control Devices and Volumes � - STOP SIGN �- Study Intersections 9 � Figure -TRAFFIC SIGNAL Site Accesses Weekday AM & PM Peak Hours 2 Meridian, ID jjZ11 KITTELSON X &ASSOCIATES Attachment C Traffic Operations Analysis Worksheets HCM Signalized Intersection Capacity Analysis 101: Ten Mile Road & Franklin Road 1I07/01/2024 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tt r tt r Traffic Volume(vph) 241 629 441 240 238 94 246 981 261 185 1491 155 Future Volume(vph) 241 629 441 240 238 94 246 981 261 185 1491 155 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3285 3386 1485 3100 3257 1417 3252 3320 1500 3252 3386 1515 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3285 3386 1485 3100 3257 1417 3252 3320 1500 3252 3386 1515 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 268 699 490 267 264 104 273 1090 290 206 1657 172 RTOR Reduction(vph) 0 0 134 0 0 82 0 0 52 0 0 51 Lane Group Flow(vph) 268 699 356 267 264 22 273 1090 238 206 1657 121 Heavy Vehicles(%) 1% 1% 3% 7% 5% 8% 2% 3% 2% 2% 1% 1% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 14.0 34.1 34.1 15.9 36.0 36.0 15.8 81.8 81.8 14.2 80.2 80.2 Effective Green,g(s) 14.0 34.1 34.1 15.9 36.0 36.0 15.8 81.8 81.8 14.2 80.2 80.2 Actuated g/C Ratio 0.08 0.20 0.20 0.09 0.21 0.21 0.09 0.48 0.48 0.08 0.47 0.47 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 3.0 2.0 3.0 3.0 2.0 3.0 3.0 2.0 3.0 3.0 Lane Grp Cap(vph) 270 679 297 289 689 300 302 1597 721 271 1597 714 v/s Ratio Prot 0.08 0.21 c0.09 0.08 c0.08 0.33 0.06 c0.49 v/s Ratio Perm c0.24 0.02 0.16 0.08 v/c Ratio 0.99 1.03 1.20 0.92 0.38 0.07 0.90 0.68 0.33 0.76 1.04 0.17 Uniform Delay,dl 77.9 68.0 68.0 76.4 57.5 53.6 76.3 34.1 27.2 76.2 44.9 25.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.96 1.10 1.20 1.00 1.00 1.00 Incremental Delay,d2 52.4 42.3 116.9 33.0 1.6 0.5 27.9 2.4 1.2 10.7 32.9 0.5 Delay(s) 130.4 110.2 184.8 109.4 59.1 54.1 101.1 39.9 33.8 87.0 77.8 26.3 Level of Service F F F F E D F D C F E C Approach Delay(s) 139.0 79.4 48.9 74.4 Approach LOS F E D E Intersection Summary HCM 2000 Control Delay 83.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.05 Actuated Cycle Length(s) 170.0 Sum of lost time(s) 24.0 Intersection Capacity Utilization 96.5% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group Scenario 125699-The Gateway at 10 Mile 11/10/2020 Total 2025 Weekday AM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 1 HCM 6th Signalized Intersection Summary 101: Ten Mile Road & Franklin Road 1I07/01/2024 --1. -*.-- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tt r tt r Traffic Volume(veh/h) 241 629 441 240 238 94 246 981 261 185 1491 155 Future Volume(veh/h) 241 629 441 240 238 94 246 981 261 185 1491 155 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,vehlh/In 1786 1786 1758 1702 1730 1688 1772 1758 1772 1772 1786 1786 Adj Flow Rate,veh/h 268 699 340 267 264 13 273 1090 232 206 1657 115 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 1 1 3 7 5 8 2 3 2 2 1 1 Cap,veh/h 272 680 298 296 697 303 307 1637 736 243 1597 712 Arrive On Green 0.11 0.27 0.27 0.13 0.28 0.28 0.12 0.65 0.65 0.10 0.63 0.63 Sat Flow,vehlh 3300 3393 1490 3144 3287 1430 3274 3340 1502 3274 3393 1514 Grp Volume(v),veh/h 268 699 340 267 264 13 273 1090 232 206 1657 115 Grp Sat Flow(s),vehlh/In 1650 1697 1490 1572 1643 1430 1637 1670 1502 1637 1697 1514 Q Serve(g_s),s 13.8 34.0 34.0 14.2 11.0 1.1 14.0 34.1 11.5 10.5 80.0 5.4 Cycle Q Clear(g_c),s 13.8 34.0 34.0 14.2 11.0 1.1 14.0 34.1 11.5 10.5 80.0 5.4 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 272 680 298 296 697 303 307 1637 736 243 1597 712 V/C Ratio(X) 0.99 1.03 1.14 0.90 0.38 0.04 0.89 0.67 0.32 0.85 1.04 0.16 Avail Cap(c_a),veh/h 272 680 298 296 697 303 308 1637 736 308 1597 712 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 75.6 62.4 62.4 73.6 52.0 48.5 73.5 21.0 17.1 75.6 31.8 17.8 Incr Delay(d2),s/veh 50.5 42.1 95.3 28.1 1.6 0.3 24.7 2.2 1.1 13.3 32.9 0.5 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/In 7.5 17.8 20.1 6.7 4.5 0.4 6.7 11.8 3.9 4.8 35.5 1.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 126.1 104.4 157.7 101.7 53.6 48.8 98.2 23.2 18.2 89.0 64.7 18.3 LnGrp LOS F F F F D D F C B F F B Approach Vol,veh/h 1307 544 1595 1978 Approach Delay,s/veh 122.7 77.1 35.3 64.6 Approach LOS F E D E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 20.0 42.0 22.0 86.0 22.0 40.0 18.6 89.3 Change Period (Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 14.0 36.0 16.0 80.0 16.0 34.0 16.0 80.0 Max Q Clear Time(g_c+11),s 15.8 13.0 16.0 82.0 16.2 36.0 12.5 36.1 Green Ext Time(p-c),s 0.0 1.5 0.0 0.0 0.0 0.0 0.1 10.3 Intersection Summary HCM 6th Ctrl Delay 71.2 HCM 6th LOS E Scenario 125699-The Gateway at 10 Mile 11/10/2020 Total 2025 Weekday AM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 2 HCM 6th Signalized Intersection Capacity Analysis 101: Ten Mile Road & Franklin Road 1I07/01/2024 --1. -*.-- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tt r tt r Traffic Volume(veh/h) 241 629 441 240 238 94 246 981 261 185 1491 155 Future Volume(veh/h) 241 629 441 240 238 94 246 981 261 185 1491 155 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q,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 Lanes Open During Work Zone Adj Sat Flow,vehlh/In 1786 1786 1758 1702 1730 1688 1772 1758 1772 1772 1786 1786 Adj Flow Rate,veh/h 268 699 340 267 264 13 273 1090 232 206 1657 115 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 1 1 3 7 5 8 2 3 2 2 1 1 Opposing Right Turn Influence Yes Yes Yes Yes Cap,veh/h 272 680 298 296 697 303 307 1637 736 243 1597 712 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Prop Arrive On Green 0.11 0.27 0.27 0.13 0.28 0.28 0.12 0.65 0.65 0.10 0.63 0.63 Unsig. Movement Delay Ln Grp Delay,s/veh 126.1 104.4 157.7 101.7 53.6 48.8 98.2 23.2 18.2 89.0 64.7 18.3 Ln Grp LOS F F F F D D F C B F F B Approach Vol,veh/h 1307 544 1595 1978 Approach Delay,s/veh 122.7 77.1 35.3 64.6 Approach LOS F E D E Timer: 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Phs Duration(G+Y+Rc),s 20.0 42.0 22.0 86.0 22.0 40.0 18.6 89.3 Change Period (Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax),s 14.0 36.0 16.0 80.0 16.0 34.0 16.0 80.0 Max Allow Headway(MAH),s 2.7 4.9 2.7 4.9 2.7 4.6 2.7 4.7 Max Q Clear(g_c+ll),s 15.8 13.0 16.0 82.0 16.2 36.0 12.5 36.1 Green Ext Time(g_e),s 0.0 1.5 0.0 0.0 0.0 0.0 0.1 10.3 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prob of Max Out(p_x) 1.00 0.00 1.00 0.00 1.00 0.00 0.37 0.00 Left-Turn Movement Data Assigned Mvmt 1 3 5 7 Mvmt Sat Flow,veh/h 3300 3274 3144 3274 Through Movement Data Assigned Mvmt 2 4 6 8 Mvmt Sat Flow,veh/h 3287 3393 3393 3340 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow,veh/h 1430 1514 1490 1502 Left Lane Group Data Assigned Mvmt 1 0 3 0 5 0 7 0 Lane Assignment L(Prot) L(Prot) L(Prot) L(Prot) Scenario 125699-The Gateway at 10 Mile 11/10/2020 Total 2025 Weekday AM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Capacity Analysis 101: Ten Mile Road & Franklin Road 07/01/2024 Lanes in Grp 2 0 2 0 2 0 2 0 Grp Vol(v),veh/h 268 0 273 0 267 0 206 0 Grp Sat Flow(s),veh/h/In 1650 0 1637 0 1572 0 1637 0 Q Serve Time(g_s),s 13.8 0.0 14.0 0.0 14.2 0.0 10.5 0.0 Cycle Q Clear Time(g_c),s 13.8 0.0 14.0 0.0 14.2 0.0 10.5 0.0 Perm LT Sat Flow(s_I),veh/h/In 0 0 0 0 0 0 0 0 Shared LT Sat Flow(s_sh),veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green(g_p),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time(g_u),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time(g_ps),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First BIk(g_f),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre BIk(g_fs),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane(P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap(c),veh/h 272 0 307 0 296 0 243 0 V/C Ratio(X) 0.99 0.00 0.89 0.00 0.90 0.00 0.85 0.00 Avail Cap(c_a),veh/h 272 0 308 0 296 0 308 0 Upstream Filter(1) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay(d1),s/veh 75.6 0.0 73.5 0.0 73.6 0.0 75.6 0.0 Incr Delay(d2),s/veh 50.5 0.0 24.7 0.0 28.1 0.0 13.3 0.0 Initial Q Delay(0),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 126.1 0.0 98.2 0.0 101.7 0.0 89.0 0.0 1 st-Term Q(Q1),veh/In 5.6 0.0 5.6 0.0 5.5 0.0 4.3 0.0 2nd-Term Q(02),veh/In 1.9 0.0 1.1 0.0 1.2 0.0 0.5 0.0 3rd-Term Q(0),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor(f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q(50%),veh/In 7.5 0.0 6.7 0.0 6.7 0.0 4.8 0.0 %ile Storage Ratio(RQ%) 0.95 0.00 0.42 0.00 0.59 0.00 0.48 0.00 Initial Q(Qb),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final(Residual)Q(Qe),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay(ds),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q(Qs),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap(cs),veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time(tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 8 Lane Assignment T T T T Lanes in Grp 0 2 0 2 0 2 0 2 Grp Vol(v),veh/h 0 264 0 1657 0 699 0 1090 Grp Sat Flow(s),veh/h/In 0 1643 0 1697 0 1697 0 1670 Q Serve Time(g_s),s 0.0 11.0 0.0 80.0 0.0 34.0 0.0 34.1 Cycle Q Clear Time(g_c),s 0.0 11.0 0.0 80.0 0.0 34.0 0.0 34.1 Lane Grp Cap(c),veh/h 0 697 0 1597 0 680 0 1637 V/C Ratio(X) 0.00 0.38 0.00 1.04 0.00 1.03 0.00 0.67 Avail Cap(c_a),veh/h 0 697 0 1597 0 680 0 1637 Upstream Filter(1) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay(d1),s/veh 0.0 52.0 0.0 31.8 0.0 62.4 0.0 21.0 Incr Delay(d2),s/veh 0.0 1.6 0.0 32.9 0.0 42.1 0.0 2.2 Initial Q Delay(0),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 0.0 53.6 0.0 64.7 0.0 104.4 0.0 23.2 1 st-Term Q(Q1),veh/In 0.0 4.4 0.0 28.2 0.0 13.9 0.0 11.3 2nd-Term Q(Q2),veh/In 0.0 0.2 0.0 7.3 0.0 4.0 0.0 0.5 Scenario 125699-The Gateway at 10 Mile 11/10/2020 Total 2025 Weekday AM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 4 HCM 6th Signalized Intersection Capacity Analysis 101: Ten Mile Road & Franklin Road 07/01/2024 3rd-Term Q(0),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor(f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q(50%),veh/In 0.0 4.5 0.0 35.5 0.0 17.8 0.0 11.8 %ile Storage Ratio(RQ%) 0.00 0.38 0.00 1.23 0.00 1.26 0.00 1.08 Initial Q(Qb),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final(Residual)Q(Qe),veh 0.0 0.0 0.0 15.0 0.0 4.9 0.0 0.0 Sat Delay(ds),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q(Qs),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap(cs),veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time(tc), h 0.0 0.0 0.0 0.3 0.0 0.3 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R R R R Lanes in Grp 0 1 0 1 0 1 0 1 Grp Vol(v),veh/h 0 13 0 115 0 340 0 232 Grp Sat Flow(s),veh/h/In 0 1430 0 1514 0 1490 0 1502 Q Serve Time(g_s),s 0.0 1.1 0.0 5.4 0.0 34.0 0.0 11.5 Cycle Q Clear Time(g_c),s 0.0 1.1 0.0 5.4 0.0 34.0 0.0 11.5 Prot RT Sat Flow(s_R),veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green(g_R),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane(P-R) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap(c),veh/h 0 303 0 712 0 298 0 736 V/C Ratio(X) 0.00 0.04 0.00 0.16 0.00 1.14 0.00 0.32 Avail Cap(c_a),veh/h 0 303 0 712 0 298 0 736 Upstream Filter(1) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay(d1),s/veh 0.0 48.5 0.0 17.8 0.0 62.4 0.0 17.1 Incr Delay(d2),s/veh 0.0 0.3 0.0 0.5 0.0 95.3 0.0 1.1 Initial Q Delay(0),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 0.0 48.8 0.0 18.3 0.0 157.7 0.0 18.2 1st-Term Q(Q1),veh/In 0.0 0.4 0.0 1.8 0.0 12.2 0.0 3.6 2nd-Term Q(Q2),veh/In 0.0 0.0 0.0 0.1 0.0 7.9 0.0 0.2 3rd-Term Q(0),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor(f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q(50%),veh/In 0.0 0.4 0.0 1.9 0.0 20.1 0.0 3.9 %ile Storage Ratio(RQ%) 0.00 0.09 0.00 0.49 0.00 5.13 0.00 0.98 Initial Q(Qb),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final(Residual)Q(Qe),veh 0.0 0.0 0.0 0.0 0.0 10.4 0.0 0.0 Sat Delay(ds),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q(Qs),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap(cs),veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time(tc), h 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 71.2 HCM 6th LOS E Scenario 125699-The Gateway at 10 Mile 11/10/2020 Total 2025 Weekday AM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 5 HCM Signalized Intersection Capacity Analysis 102: Ten Mile Road & 1-84 (Single Point Interchange) 1I07/01/2024 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r tt r tt r Traffic Volume(vph) 522 0 265 130 0 886 255 427 475 1285 369 539 Future Volume(vph) 522 0 265 130 0 886 255 427 475 1285 369 539 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 11.0 4.0 11.0 4.0 11.0 8.0 4.0 11.0 8.0 4.0 Lane Util. Factor 0.97 1.00 0.97 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3285 1515 3285 1471 3285 3386 1500 3285 3320 1500 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3285 1515 3285 1471 3285 3386 1500 3285 3320 1500 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow(vph) 574 0 291 143 0 974 280 469 522 1412 405 592 RTOR Reduction(vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 574 0 291 143 0 974 280 469 522 1412 405 592 Heavy Vehicles(%) 1% 0% 1% 1% 0% 4% 1% 1% 2% 1% 3% 2% Turn Type Prot Free Prot Free Prot NA Free Prot NA Free Protected Phases 1 5 3 8 7 4 Permitted Phases Free Free Free Free Actuated Green,G(s) 32.2 170.0 32.2 170.0 18.2 30.9 170.0 76.9 89.6 170.0 Effective Green,g(s) 32.2 170.0 32.2 170.0 18.2 30.9 170.0 76.9 89.6 170.0 Actuated g/C Ratio 0.19 1.00 0.19 1.00 0.11 0.18 1.00 0.45 0.53 1.00 Clearance Time(s) 11.0 11.0 11.0 8.0 11.0 8.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 622 1515 622 1471 351 615 1500 1485 1749 1500 v/s Ratio Prot c0.17 0.04 0.09 0.14 c0.43 0.12 v/s Ratio Perm 0.19 c0.66 0.35 0.39 v/c Ratio 0.92 0.19 0.23 0.66 0.80 0.76 0.35 0.95 0.23 0.39 Uniform Delay,dl 67.7 0.0 58.4 0.0 74.1 66.1 0.0 44.7 21.7 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.97 1.00 Incremental Delay,d2 19.1 0.3 0.1 2.4 11.2 8.7 0.6 12.8 0.3 0.7 Delay(s) 86.8 0.3 58.5 2.4 85.3 74.8 0.6 53.5 21.3 0.7 Level of Service F A E A F E A D C A Approach Delay(s) 57.7 9.5 46.6 35.1 Approach LOS E A D D Intersection Summary HCM 2000 Control Delay 36.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.92 Actuated Cycle Length(s) 170.0 Sum of lost time(s) 30.0 Intersection Capacity Utilization 89.4% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Scenario 125699-The Gateway at 10 Mile 11/10/2020 Total 2025 Weekday AM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 6 HCM 6th Signalized Intersection Summary 102: Ten Mile Road & 1-84 (Single Point Interchange) 1I07/01/2024 --I. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r tt r tt r Traffic Volume(veh/h) 522 0 265 130 0 886 255 427 475 1285 369 539 Future Volume(veh/h) 522 0 265 130 0 886 255 427 475 1285 369 539 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,vehlh/In 1786 0 1786 1786 0 1744 1786 1786 1772 1786 1758 1772 Adj Flow Rate,veh/h 574 0 0 143 0 0 280 469 0 1412 405 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 0 1 1 0 4 1 1 2 1 3 2 Cap,veh/h 748 0 748 0 320 549 1436 1670 Arrive On Green 0.23 0.00 0.00 0.23 0.00 0.00 0.10 0.16 0.00 0.73 0.83 0.00 Sat Flow,vehlh 3300 574 3300 143 3300 3393 1502 3300 3340 1502 Grp Volume(v),veh/h 574 65.9 143 53.2 280 469 0 1412 405 0 Grp Sat Flow(s),vehlh/In 1650 E 1650 D 1650 1697 1502 1650 1670 1502 Q Serve(g_s),s 27.7 6.0 14.2 22.9 0.0 69.7 4.3 0.0 Cycle Q Clear(g_c),s 27.7 6.0 14.2 22.9 0.0 69.7 4.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 748 748 320 549 1436 1670 V/C Ratio(X) 0.77 0.19 0.88 0.85 0.98 0.24 Avail Cap(c_a),veh/h 748 748 408 549 1533 1670 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 0.82 0.82 0.00 Uniform Delay(d),s/veh 61.5 53.1 75.8 69.3 0.0 22.7 7.4 0.0 Incr Delay(d2),s/veh 4.4 0.0 13.6 15.5 0.0 16.4 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 11.9 2.5 6.6 11.0 0.0 20.5 1.5 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 65.9 53.2 89.3 84.8 0.0 39.0 7.6 0.0 LnGrp LOS E D F F D A Approach Vol,veh/h 749 1817 Approach Delay,s/veh 86.5 32.0 Approach LOS F C Timer-Assigned Phs 1 3 4 5 7 8 Phs Duration(G+Y+Rc),s 49.5 27.5 93.0 49.5 85.0 35.5 Change Period (Y+Rc),s 11.0 11.0 8.0 11.0 11.0 8.0 Max Green Setting(Gmax),s 34.0 21.0 85.0 34.0 79.0 27.0 Max Q Clear Time(g_c+11),s 29.7 16.2 6.3 8.0 71.7 24.9 Green Ext Time(p-c),s 0.6 0.2 1.6 0.2 2.3 0.4 Intersection Summary HCM 6th Ctrl Delay 51.3 HCM 6th LOS D Notes Unsignalized Delay for[NBR, EBR,WBR,SBR]is excluded from calculations of the approach delay and intersection delay. Scenario 125699-The Gateway at 10 Mile 11/10/2020 Total 2025 Weekday AM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 7 HCM 6th Signalized Intersection Capacity Analysis 102: Ten Mile Road & 1-84 (Single Point Interchange) 1I07/01/2024 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r tt r tt r Traffic Volume(veh/h) 522 0 265 130 0 886 255 427 475 1285 369 539 Future Volume(veh/h) 522 0 265 130 0 886 255 427 475 1285 369 539 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q,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 Lanes Open During Work Zone Adj Sat Flow,vehlh/In 1786 0 1786 1786 0 1744 1786 1786 1772 1786 1758 1772 Adj Flow Rate,veh/h 574 0 0 143 0 0 280 469 0 1412 405 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 0 1 1 0 4 1 1 2 1 3 2 Opposing Right Turn Influence Yes Yes Yes Yes Cap,veh/h 748 0 748 0 320 549 1436 1670 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.67 Prop Arrive On Green 0.23 0.00 0.00 0.23 0.00 0.00 0.10 0.16 0.00 0.73 0.83 0.00 Unsig. Movement Delay Ln Grp Delay,s/veh 65.9 0.0 0.0 53.2 0.0 0.0 89.3 84.8 0.0 39.0 7.6 0.0 Ln Grp LOS E A D A F F D A Approach Vol,veh/h 574 143 749 1817 Approach Delay,s/veh 65.9 53.2 86.5 32.0 Approach LOS E D F C Timer: 1 2 3 4 5 6 7 8 Assigned Phs 1 3 4 5 7 8 Case No 2.0 2.0 3.0 2.0 2.0 3.0 Phs Duration(G+Y+Rc),s 49.5 27.5 93.0 49.5 85.0 35.5 Change Period (Y+Rc),s 11.0 11.0 8.0 11.0 11.0 8.0 Max Green (Gmax),s 34.0 21.0 85.0 34.0 79.0 27.0 Max Allow Headway(MAH),s 2.7 2.7 3.9 2.7 2.7 3.9 Max Q Clear(g_c+ll),s 29.7 16.2 6.3 8.0 71.7 24.9 Green Ext Time(g_e),s 0.6 0.2 1.6 0.2 2.3 0.4 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 1.00 1.00 Prob of Max Out(p_x) 0.29 0.09 0.00 0.00 0.23 0.00 Left-Turn Movement Data Assigned Mvmt 1 3 5 7 Mvmt Sat Flow,veh/h 3300 3300 3300 3300 Through Movement Data Assigned Mvmt 4 8 Mvmt Sat Flow,veh/h 3340 3393 Right-Turn Movement Data Assigned Mvmt 14 18 Mvmt Sat Flow,veh/h 1502 1502 Left Lane Group Data Assigned Mvmt 1 0 3 0 5 0 7 0 Lane Assignment L(Prot) L(Prot) L(Prot) L(Prot) Scenario 125699-The Gateway at 10 Mile 11/10/2020 Total 2025 Weekday AM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 8 HCM 6th Signalized Intersection Capacity Analysis 102: Ten Mile Road & 1-84 (Single Point Interchange) 07/01/2024 Lanes in Grp 2 0 2 0 2 0 2 0 Grp Vol(v),veh/h 574 0 280 0 143 0 1412 0 Grp Sat Flow(s),veh/h/In 1650 0 1650 0 1650 0 1650 0 Q Serve Time(g_s),s 27.7 0.0 14.2 0.0 6.0 0.0 69.7 0.0 Cycle Q Clear Time(g_c),s 27.7 0.0 14.2 0.0 6.0 0.0 69.7 0.0 Perm LT Sat Flow(s_I),veh/h/In 0 0 0 0 0 0 0 0 Shared LT Sat Flow(s_sh),veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green(g_p),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time(g_u),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time(g_ps),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First BIk(g_f),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre BIk(g_fs),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane(P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap(c),veh/h 748 0 320 0 748 0 1436 0 V/C Ratio(X) 0.77 0.00 0.88 0.00 0.19 0.00 0.98 0.00 Avail Cap(c_a),veh/h 748 0 408 0 748 0 1533 0 Upstream Filter(1) 1.00 0.00 1.00 0.00 1.00 0.00 0.82 0.00 Uniform Delay(d1),s/veh 61.5 0.0 75.8 0.0 53.1 0.0 22.7 0.0 Incr Delay(d2),s/veh 4.4 0.0 13.6 0.0 0.0 0.0 16.4 0.0 Initial Q Delay(0),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 65.9 0.0 89.3 0.0 53.2 0.0 39.0 0.0 1 st-Term Q(Q1),veh/In 11.4 0.0 6.0 0.0 2.5 0.0 17.2 0.0 2nd-Term Q(02),veh/In 0.5 0.0 0.6 0.0 0.0 0.0 3.3 0.0 3rd-Term Q(0),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor(f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q(50%),veh/In 11.9 0.0 6.6 0.0 2.5 0.0 20.5 0.0 %ile Storage Ratio(RQ%) 0.14 0.00 0.51 0.00 0.05 0.00 1.72 0.00 Initial Q(Qb),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final(Residual)Q(Qe),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay(ds),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q(Qs),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap(cs),veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time(tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 0 0 4 0 0 0 8 Lane Assignment T T Lanes in Grp 0 0 0 2 0 0 0 2 Grp Vol(v),veh/h 0 0 0 405 0 0 0 469 Grp Sat Flow(s),veh/h/In 0 0 0 1670 0 0 0 1697 Q Serve Time(g_s),s 0.0 0.0 0.0 4.3 0.0 0.0 0.0 22.9 Cycle Q Clear Time(g_c),s 0.0 0.0 0.0 4.3 0.0 0.0 0.0 22.9 Lane Grp Cap(c),veh/h 0 0 0 1670 0 0 0 549 V/C Ratio(X) 0.00 0.00 0.00 0.24 0.00 0.00 0.00 0.85 Avail Cap(c_a),veh/h 0 0 0 1670 0 0 0 549 Upstream Filter(1) 0.00 0.00 0.00 0.82 0.00 0.00 0.00 1.00 Uniform Delay(d1),s/veh 0.0 0.0 0.0 7.4 0.0 0.0 0.0 69.3 Incr Delay(d2),s/veh 0.0 0.0 0.0 0.3 0.0 0.0 0.0 15.5 Initial Q Delay(0),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 0.0 0.0 0.0 7.6 0.0 0.0 0.0 84.8 1 st-Term Q(Q1),veh/In 0.0 0.0 0.0 1.4 0.0 0.0 0.0 9.8 2nd-Term Q(Q2),veh/In 0.0 0.0 0.0 0.1 0.0 0.0 0.0 1.2 Scenario 125699-The Gateway at 10 Mile 11/10/2020 Total 2025 Weekday AM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 9 HCM 6th Signalized Intersection Capacity Analysis 102: Ten Mile Road & 1-84 (Single Point Interchange) 07/01/2024 3rd-Term Q(0),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor(f_B%) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q(50%),veh/In 0.0 0.0 0.0 1.5 0.0 0.0 0.0 11.0 %ile Storage Ratio(RQ%) 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.16 Initial Q(Qb),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final(Residual)Q(Qe),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay(ds),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q(Qs),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap(cs),veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time(tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 0 0 14 0 0 0 18 Lane Assignment R R Lanes in Grp 0 0 0 1 0 0 0 1 Grp Vol(v),veh/h 0 0 0 0 0 0 0 0 Grp Sat Flow(s),veh/h/In 0 0 0 1502 0 0 0 1502 Q Serve Time(g_s),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time(g_c),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow(s_R),veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green(g_R),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane(P-R) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap(c),veh/h 0 0 0 751 0 0 0 243 V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a),veh/h 0 0 0 751 0 0 0 243 Upstream Filter(1) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(d1),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay(d2),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(0),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q(Q1),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2nd-Term Q(Q2),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q(0),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor(f_B%) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q(50%),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio(RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q(Qb),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final(Residual)Q(Qe),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay(ds),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q(Qs),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap(cs),veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time(tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 51.3 HCM 6th LOS D Notes Unsignalized Delay for[NBR, EBR,WBR,SBR]is excluded from calculations of the approach delay and intersection delay. Scenario 125699-The Gateway at 10 Mile 11/10/2020 Total 2025 Weekday AM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 10 HCM 6th TWSC 201: Ten Mile Road & Driveway #4/Site Access A 07/01/2024 Intersection Int Delay,s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vii tt r Vii t Traffic Vol,veh/h 1 0 0 57 0 10 1 1221 48 13 1785 4 Future Vol,veh/h 1 0 0 57 0 10 1 1221 48 13 1785 4 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None - None - None - - None Storage Length - 0 100 0 - Veh in Median Storage,# 1 - 1 - 0 - - 0 Grade, % 0 - 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 0 63 0 11 1 1357 53 14 1983 4 Major/Minor Minor2 � Minor1 Major1 Major2 Conflicting Flow All 2694 3425 994 2379 3374 679 1987 0 0 1410 0 0 Stage 1 2013 2013 - 1359 1359 - - - - - - - Stage 2 681 1412 - 1020 2015 - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - 4.14 - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - 2.22 - Pot Cap-1 Maneuver 10 7 244 -18 8 394 286 - 480 - Stage 1 60 102 - 157 215 - - - - - Stage 2 407 203 - 253 101 - - - - - Platoon blocked,% - - Mov Cap-1 Maneuver 9 7 244 - 18 8 394 286 - 480 - Mov Cap-2 Maneuver 49 62 - 95 64 - - - - - Stage 1 60 99 - 157 214 - - - Stage 2 394 202 - 246 98 - - - Approach EB WB NB SIB HCM Control Delay,s 80.2 93.6 0 0.1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity(veh/h) 286 - 49 107 480 - HCM Lane V/C Ratio 0.004 - 0.023 0.696 0.03 - HCM Control Delay(s) 17.6 - 80.2 93.6 12.7 - HCM Lane LOS C - F F B - HCM 95th%tile Q(veh) 0 - 0.1 3.6 0.1 - Notes -:Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon Scenario 125699-The Gateway at 10 Mile 11/10/2020 Total 2025 Weekday AM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 11 HCM 6th TWSC 202: Ten Mile Road & Driveway #1/Site Access B 07/01/2024 Intersection Int Delay,s/veh 0.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r ) tt r ) t Traffic Vol,veh/h 0 0 0 0 0 10 0 1263 54 13 1831 0 Future Vol,veh/h 0 0 0 0 0 10 0 1263 54 13 1831 0 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None - None - None - - None Storage Length 0 - 0 0 100 0 - Veh in Median Storage,# 1 - 1 - - 0 - - 0 Grade, % 0 - 0 - - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 11 0 1403 60 14 2034 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1017 - 702 2034 0 0 1463 0 0 Stage 1 - - - - - - - - - Stage 2 - - - - - - - Critical Hdwy 6.94 - 6.94 4.14 - 4.14 - Critical Hdwy Stg 1 - - - - - - - Critical Hdwy Stg 2 - - - - - - - Follow-up Hdwy 3.32 - 3.32 2.22 - 2.22 - Pot Cap-1 Maneuver 0 0 235 0 0 381 274 - 458 - Stage 1 0 0 - 0 0 - - - - - Stage 2 0 0 - 0 0 - - - - - Platoon blocked,% - - Mov Cap-1 Maneuver - - 235 - - 381 274 - 458 - Mov Cap-2 Maneuver - - - - - Stage 1 - - - - - Stage 2 - - - - - Approach EB WB NB SIB HCM Control Delay,s 0 14.7 0 0.1 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity(veh/h) 274 - - 381 458 - HCM Lane V/C Ratio - - - 0.029 0.032 - HCM Control Delay(s) 0 - 0 14.7 13.1 - HCM Lane LOS A - A B B - HCM 95th%tile Q(veh) 0 - - 0.1 0.1 - Scenario 125699-The Gateway at 10 Mile 11/10/2020 Total 2025 Weekday AM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 12 HCM 6th TWSC 203: Franklin Road & Site Access C 07/01/2024 Intersection Int Delay,s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r r Traffic Vol,veh/h 0 1075 517 28 0 55 Future Vol,veh/h 0 1075 517 28 0 55 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - - 100 - 0 Veh in Median Storage,# 0 0 - 0 - Grade, % 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1194 574 31 0 61 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 0 - 0 - 287 Stage 1 - - - - - Stage 2 - - - Critical Hdwy - - 6.94 Critical Hdwy Stg 1 - - - Critical Hdwy Stg 2 - - - Follow-up Hdwy - - 3.32 Pot Cap-1 Maneuver 0 - 0 710 Stage 1 0 - 0 - Stage 2 0 - 0 - Platoon blocked,% - Mov Cap-1 Maneuver - - - 710 Mov Cap-2 Maneuver - - Stage 1 - - Stage 2 - - Approach EB WB SIB HCM Control Delay,s 0 0 10.5 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - 710 HCM Lane V/C Ratio - 0.086 HCM Control Delay(s) - 10.5 HCM Lane LOS - B HCM 95th%tile Q(veh) - 0.3 Scenario 125699-The Gateway at 10 Mile 11/10/2020 Total 2025 Weekday AM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 13 HCM 6th TWSC 204: Wayfinder Road & Franklin Road 07/01/2024 Intersection Int Delay,s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tt r ) tt r Traffic Vol,veh/h 69 992 14 47 508 31 6 0 29 29 0 30 Future Vol,veh/h 69 992 14 47 508 31 6 0 29 29 0 30 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - None - - None Storage Length 150 100 200 - 100 100 - 100 - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade, % - 0 - - 0 - - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 77 1102 16 52 564 34 7 0 32 32 0 33 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 598 0 0 1118 0 0 1642 1958 551 1373 1940 282 Stage 1 - - - - - - 1256 1256 - 668 668 - Stage 2 - - - - 386 702 - 705 1272 - Critical Hdwy 4.14 - 4.14 - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - 2.22 - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 975 - 620 - 66 63 478 105 65 715 Stage 1 - - - - 181 241 - 414 455 - Stage 2 - - - - 609 439 - 393 237 - Platoon blocked,% - - Mov Cap-1 Maneuver 975 - 620 - 55 53 478 86 55 715 Mov Cap-2 Maneuver - - - 55 53 - 86 55 - Stage 1 - - 167 222 - 381 417 Stage 2 - - 532 402 - 338 218 Approach EB WB NB SIB HCM Control Delay,s 0.6 0.9 24.4 39.6 HCM LOS C E Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity(veh/h) 55 478 975 - 620 - 86 715 HCM Lane V/C Ratio 0.121 0.067 0.079 - 0.084 - 0.375 0.047 HCM Control Delay(s) 79.3 13.1 9 - 11.3 - 70 10.3 HCM Lane LOS F B A - B - F B HCM 95th%tile Q(veh) 0.4 0.2 0.3 - 0.3 - 1.5 0.1 Scenario 125699-The Gateway at 10 Mile 11/10/2020 Total 2025 Weekday AM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 14 HCM Signalized Intersection Capacity Analysis 101: Ten Mile Road & Franklin Road 1I07/01/2024 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tt r tt r Traffic Volume(vph) 224 386 384 402 691 289 418 1608 166 174 1111 269 Future Volume(vph) 224 386 384 402 691 289 418 1608 166 174 1111 269 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 1.00 1.00 1.00 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3285 3386 1515 3285 3386 1494 3252 3386 1492 3285 3386 1515 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3285 3386 1515 3285 3386 1494 3252 3386 1492 3285 3386 1515 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow(vph) 246 424 422 442 759 318 459 1767 182 191 1221 296 RTOR Reduction(vph) 0 0 189 0 0 102 0 0 45 0 0 73 Lane Group Flow(vph) 246 424 233 442 759 216 459 1767 137 191 1221 223 Confl. Peds. (#/hr) 1 1 2 2 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 2% 1% 1% 1% 1% 1% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 15.5 35.0 35.0 16.0 35.5 35.5 28.7 90.9 90.9 14.1 76.3 76.3 Effective Green,g(s) 15.5 35.0 35.0 16.0 35.5 35.5 28.7 90.9 90.9 14.1 76.3 76.3 Actuated g/C Ratio 0.09 0.19 0.19 0.09 0.20 0.20 0.16 0.51 0.51 0.08 0.42 0.42 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 3.0 2.0 3.0 3.0 2.0 3.0 3.0 2.0 3.0 3.0 Lane Grp Cap(vph) 282 658 294 292 667 294 518 1709 753 257 1435 642 v/s Ratio Prot 0.07 0.13 c0.13 c0.22 c0.14 c0.52 0.06 0.36 vls Ratio Perm 0.15 0.14 0.09 0.15 v/c Ratio 0.87 0.64 0.79 1.51 1.14 0.73 0.89 1.03 0.18 0.74 0.85 0.35 Uniform Delay,dl 81.3 66.8 69.0 82.0 72.2 67.8 74.1 44.5 24.3 81.2 46.7 35.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.99 0.88 1.00 1.00 1.00 Incremental Delay,d2 23.7 4.8 19.3 248.1 79.5 15.1 16.0 31.0 0.5 9.7 6.5 1.5 Delay(s) 104.9 71.6 88.3 330.1 151.7 82.9 87.6 75.2 22.0 90.9 53.2 36.5 Level of Service F E F F F F F E C F D D Approach Delay(s) 85.6 189.2 73.5 54.6 Approach LOS F F E D Intersection Summary HCM 2000 Control Delay 96.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.12 Actuated Cycle Length(s) 180.0 Sum of lost time(s) 24.0 Intersection Capacity Utilization 106.4% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group Scenario 125699-The Gateway at 10 Mile 11/19/2020 Total 2025 Weekday PM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 1 HCM 6th Signalized Intersection Summary 101: Ten Mile Road & Franklin Road 1I07/01/2024 --1. -*.-- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tt r tt r Traffic Volume(veh/h) 224 386 384 402 691 289 418 1608 166 174 1111 269 Future Volume(veh/h) 224 386 384 402 691 289 418 1608 166 174 1111 269 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,vehlh/In 1786 1786 1786 1786 1786 1786 1772 1786 1786 1786 1786 1786 Adj Flow Rate,veh/h 246 424 214 442 759 206 459 1767 133 191 1221 216 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 1 1 1 2 1 1 1 1 1 Cap,veh/h 280 728 324 293 742 331 496 1678 747 227 1397 622 Arrive On Green 0.11 0.29 0.29 0.12 0.29 0.29 0.20 0.66 0.66 0.09 0.55 0.55 Sat Flow,vehlh 3300 3393 1511 3300 3393 1511 3274 3393 1512 3300 3393 1511 Grp Volume(v),veh/h 246 424 214 442 759 206 459 1767 133 191 1221 216 Grp Sat Flow(s),vehlh/In 1650 1697 1511 1650 1697 1511 1637 1697 1512 1650 1697 1511 Q Serve(g_s),s 13.2 19.3 22.4 16.0 39.4 21.2 24.8 89.0 6.1 10.3 56.2 14.4 Cycle Q Clear(g_c),s 13.2 19.3 22.4 16.0 39.4 21.2 24.8 89.0 6.1 10.3 56.2 14.4 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 280 728 324 293 742 331 496 1678 747 227 1397 622 V/C Ratio(X) 0.88 0.58 0.66 1.51 1.02 0.62 0.93 1.05 0.18 0.84 0.87 0.35 Avail Cap(c_a),veh/h 293 728 324 293 742 331 582 1678 747 293 1397 622 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 78.9 57.4 58.5 79.4 63.8 57.4 70.9 30.8 16.6 80.8 36.7 27.2 Incr Delay(d2),s/veh 23.2 3.4 10.1 245.1 38.9 8.6 18.0 37.5 0.5 12.9 7.8 1.5 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/In 6.3 8.2 9.1 16.5 20.1 8.5 11.2 39.1 2.2 4.7 22.8 5.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 102.1 60.8 68.6 324.5 102.7 66.0 88.9 68.3 17.2 93.7 44.5 28.7 LnGrp LOS F E E F F E F F B F D C Approach Vol,veh/h 884 1407 2359 1628 Approach Delay,s/veh 74.2 167.0 69.4 48.2 Approach LOS E F E D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 21.3 45.4 33.2 80.1 22.0 44.6 18.4 95.0 Change Period (Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 16.0 35.0 32.0 73.0 16.0 35.0 16.0 89.0 Max Q Clear Time(g_c+11),s 15.2 41.4 26.8 58.2 18.0 24.4 12.3 91.0 Green Ext Time(p-c),s 0.0 0.0 0.5 7.9 0.0 2.4 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 86.4 HCM 6th LOS F Scenario 125699-The Gateway at 10 Mile 11/19/2020 Total 2025 Weekday PM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 2 HCM 6th Signalized Intersection Capacity Analysis 101: Ten Mile Road & Franklin Road 1I07/01/2024 --1. -*.-- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r tt r tt r Traffic Volume(veh/h) 224 386 384 402 691 289 418 1608 166 174 1111 269 Future Volume(veh/h) 224 386 384 402 691 289 418 1608 166 174 1111 269 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q,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 Lanes Open During Work Zone Adj Sat Flow,vehlh/In 1786 1786 1786 1786 1786 1786 1772 1786 1786 1786 1786 1786 Adj Flow Rate,veh/h 246 424 214 442 759 206 459 1767 133 191 1221 216 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 1 1 1 2 1 1 1 1 1 Opposing Right Turn Influence Yes Yes Yes Yes Cap,veh/h 280 728 324 293 742 331 496 1678 747 227 1397 622 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Prop Arrive On Green 0.11 0.29 0.29 0.12 0.29 0.29 0.20 0.66 0.66 0.09 0.55 0.55 Unsig. Movement Delay Ln Grp Delay,s/veh 102.1 60.8 68.6 324.5 102.7 66.0 88.9 68.3 17.2 93.7 44.5 28.7 Ln Grp LOS F E E F F E F F B F D C Approach Vol,veh/h 884 1407 2359 1628 Approach Delay,s/veh 74.2 167.0 69.4 48.2 Approach LOS E F E D Timer: 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Phs Duration(G+Y+Rc),s 21.3 45.4 33.2 80.1 22.0 44.6 18.4 95.0 Change Period (Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax),s 16.0 35.0 32.0 73.0 16.0 35.0 16.0 89.0 Max Allow Headway(MAH),s 2.7 4.7 2.7 4.9 2.7 4.6 2.7 4.8 Max Q Clear(g_c+ll),s 15.2 41.4 26.8 58.2 18.0 24.4 12.3 91.0 Green Ext Time(g_e),s 0.0 0.0 0.5 7.9 0.0 2.4 0.1 0.0 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prob of Max Out(p_x) 1.00 0.00 0.10 0.00 1.00 0.00 0.24 0.00 Left-Turn Movement Data Assigned Mvmt 1 3 5 7 Mvmt Sat Flow,veh/h 3300 3274 3300 3300 Through Movement Data Assigned Mvmt 2 4 6 8 Mvmt Sat Flow,veh/h 3393 3393 3393 3393 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow,veh/h 1511 1511 1511 1512 Left Lane Group Data Assigned Mvmt 1 0 3 0 5 0 7 0 Lane Assignment L(Prot) L(Prot) L(Prot) L(Prot) Scenario 125699-The Gateway at 10 Mile 11/19/2020 Total 2025 Weekday PM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Capacity Analysis 101: Ten Mile Road & Franklin Road 07/01/2024 Lanes in Grp 2 0 2 0 2 0 2 0 Grp Vol(v),veh/h 246 0 459 0 442 0 191 0 Grp Sat Flow(s),veh/h/In 1650 0 1637 0 1650 0 1650 0 Q Serve Time(g_s),s 13.2 0.0 24.8 0.0 16.0 0.0 10.3 0.0 Cycle Q Clear Time(g_c),s 13.2 0.0 24.8 0.0 16.0 0.0 10.3 0.0 Perm LT Sat Flow(s_I),veh/h/In 0 0 0 0 0 0 0 0 Shared LT Sat Flow(s_sh),veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green(g_p),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time(g_u),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time(g_ps),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First BIk(g_f),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre BIk(g_fs),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane(P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap(c),veh/h 280 0 496 0 293 0 227 0 V/C Ratio(X) 0.88 0.00 0.93 0.00 1.51 0.00 0.84 0.00 Avail Cap(c_a),veh/h 293 0 582 0 293 0 293 0 Upstream Filter(1) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay(d1),s/veh 78.9 0.0 70.9 0.0 79.4 0.0 80.8 0.0 Incr Delay(d2),s/veh 23.2 0.0 18.0 0.0 245.1 0.0 12.9 0.0 Initial Q Delay(0),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 102.1 0.0 88.9 0.0 324.5 0.0 93.7 0.0 1 st-Term Q(Q1),veh/In 5.4 0.0 9.9 0.0 6.5 0.0 4.3 0.0 2nd-Term Q(02),veh/In 0.9 0.0 1.2 0.0 10.0 0.0 0.4 0.0 3rd-Term Q(0),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor(f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q(50%),veh/In 6.3 0.0 11.2 0.0 16.5 0.0 4.7 0.0 %ile Storage Ratio(RQ%) 0.80 0.00 0.71 0.00 1.39 0.00 0.47 0.00 Initial Q(Qb),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final(Residual)Q(Qe),veh 0.0 0.0 0.0 0.0 37.2 0.0 0.0 0.0 Sat Delay(ds),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q(Qs),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap(cs),veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time(tc), h 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 8 Lane Assignment T T T T Lanes in Grp 0 2 0 2 0 2 0 2 Grp Vol(v),veh/h 0 759 0 1221 0 424 0 1767 Grp Sat Flow(s),veh/h/In 0 1697 0 1697 0 1697 0 1697 Q Serve Time(g_s),s 0.0 39.4 0.0 56.2 0.0 19.3 0.0 89.0 Cycle Q Clear Time(g_c),s 0.0 39.4 0.0 56.2 0.0 19.3 0.0 89.0 Lane Grp Cap(c),veh/h 0 742 0 1397 0 728 0 1678 V/C Ratio(X) 0.00 1.02 0.00 0.87 0.00 0.58 0.00 1.05 Avail Cap(c_a),veh/h 0 742 0 1397 0 728 0 1678 Upstream Filter(1) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay(d1),s/veh 0.0 63.8 0.0 36.7 0.0 57.4 0.0 30.8 Incr Delay(d2),s/veh 0.0 38.9 0.0 7.8 0.0 3.4 0.0 37.5 Initial Q Delay(0),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 0.0 102.7 0.0 44.5 0.0 60.8 0.0 68.3 1 st-Term Q(Q1),veh/In 0.0 16.1 0.0 21.3 0.0 7.9 0.0 30.4 2nd-Term Q(Q2),veh/In 0.0 4.0 0.0 1.5 0.0 0.3 0.0 8.7 Scenario 125699-The Gateway at 10 Mile 11/19/2020 Total 2025 Weekday PM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 4 HCM 6th Signalized Intersection Capacity Analysis 101: Ten Mile Road & Franklin Road 07/01/2024 3rd-Term Q(0),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor(f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q(50%),veh/In 0.0 20.1 0.0 22.8 0.0 8.2 0.0 39.1 %ile Storage Ratio(RQ%) 0.00 1.65 0.00 0.79 0.00 0.58 0.00 3.54 Initial Q(Qb),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final(Residual)Q(Qe),veh 0.0 4.2 0.0 0.0 0.0 0.0 0.0 22.3 Sat Delay(ds),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q(Qs),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap(cs),veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time(tc), h 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.3 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R R R R Lanes in Grp 0 1 0 1 0 1 0 1 Grp Vol(v),veh/h 0 206 0 216 0 214 0 133 Grp Sat Flow(s),veh/h/In 0 1511 0 1511 0 1511 0 1512 Q Serve Time(g_s),s 0.0 21.2 0.0 14.4 0.0 22.4 0.0 6.1 Cycle Q Clear Time(g_c),s 0.0 21.2 0.0 14.4 0.0 22.4 0.0 6.1 Prot RT Sat Flow(s_R),veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green(g_R),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane(P-R) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap(c),veh/h 0 331 0 622 0 324 0 747 V/C Ratio(X) 0.00 0.62 0.00 0.35 0.00 0.66 0.00 0.18 Avail Cap(c_a),veh/h 0 331 0 622 0 324 0 747 Upstream Filter(1) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay(d1),s/veh 0.0 57.4 0.0 27.2 0.0 58.5 0.0 16.6 Incr Delay(d2),s/veh 0.0 8.6 0.0 1.5 0.0 10.1 0.0 0.5 Initial Q Delay(0),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 0.0 66.0 0.0 28.7 0.0 68.6 0.0 17.2 1st-Term Q(Q1),veh/In 0.0 7.7 0.0 4.8 0.0 8.2 0.0 2.1 2nd-Term Q(Q2),veh/In 0.0 0.8 0.0 0.3 0.0 0.9 0.0 0.1 3rd-Term Q(0),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor(f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q(50%),veh/In 0.0 8.5 0.0 5.1 0.0 9.1 0.0 2.2 %ile Storage Ratio(RQ%) 0.00 1.72 0.00 1.28 0.00 2.29 0.00 0.55 Initial Q(Qb),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final(Residual)Q(Qe),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay(ds),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q(Qs),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap(cs),veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time(tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 86.4 HCM 6th LOS F Scenario 125699-The Gateway at 10 Mile 11/19/2020 Total 2025 Weekday PM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 5 HCM Signalized Intersection Capacity Analysis 102: Ten Mile Road & 1-84 (Single Point Interchange) 1I07/01/2024 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r tt r tt r Traffic Volume(vph) 544 0 333 549 0 1198 280 534 156 1085 599 417 Future Volume(vph) 544 0 333 549 0 1198 280 534 156 1085 599 417 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 11.0 4.0 11.0 4.0 11.0 8.0 4.0 11.0 8.0 4.0 Lane Util. Factor 0.97 1.00 0.97 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3285 1485 3285 1515 3221 3386 1515 3252 3386 1530 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3285 1485 3285 1515 3221 3386 1515 3252 3386 1530 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow(vph) 585 0 358 590 0 1288 301 574 168 1167 644 448 RTOR Reduction(vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 585 0 358 590 0 1288 301 574 168 1167 644 448 Heavy Vehicles(%) 1% 0% 3% 1% 0% 1% 3% 1% 1% 2% 1% 0% Turn Type Prot Free Prot Free Prot NA Free Prot NA Free Protected Phases 1 5 3 8 7 4 Permitted Phases Free Free Free Free Actuated Green,G(s) 23.4 120.0 23.4 120.0 15.1 22.2 120.0 44.4 51.5 120.0 Effective Green,g(s) 23.4 120.0 23.4 120.0 15.1 22.2 120.0 44.4 51.5 120.0 Actuated g/C Ratio 0.19 1.00 0.19 1.00 0.13 0.18 1.00 0.37 0.43 1.00 Clearance Time(s) 11.0 11.0 11.0 8.0 11.0 8.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 640 1485 640 1515 405 626 1515 1203 1453 1530 vls Ratio Prot 0.18 0.18 0.09 0.17 c0.36 0.19 v/s Ratio Perm 0.24 c0.85 0.11 0.29 vlc Ratio 0.91 0.24 0.92 0.85 0.74 0.92 0.11 0.97 0.44 0.29 Uniform Delay,dl 47.3 0.0 47.4 0.0 50.6 48.0 0.0 37.1 24.1 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 17.3 0.4 18.6 6.2 6.3 20.5 0.1 19.0 1.0 0.5 Delay(s) 64.6 0.4 66.0 6.2 56.9 68.5 0.1 56.2 25.1 0.5 Level of Service E A E A E E A E C A Approach Delay(s) 40.2 25.0 54.1 36.3 Approach LOS D C D D Intersection Summary HCM 2000 Control Delay 36.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.14 Actuated Cycle Length(s) 120.0 Sum of lost time(s) 30.0 Intersection Capacity Utilization 87.3% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Scenario 125699-The Gateway at 10 Mile 11/19/2020 Total 2025 Weekday PM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 6 HCM 6th Signalized Intersection Summary 102: Ten Mile Road & 1-84 (Single Point Interchange) 1I07/01/2024 --I. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r tt r tt r Traffic Volume(veh/h) 544 0 333 549 0 1198 280 534 156 1085 599 417 Future Volume(veh/h) 544 0 333 549 0 1198 280 534 156 1085 599 417 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,vehlh/In 1786 0 1758 1786 0 1786 1758 1786 1786 1772 1786 1800 Adj Flow Rate,veh/h 585 0 0 590 0 0 301 574 0 1167 644 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 0 3 1 0 1 3 1 1 2 1 0 Cap,veh/h 678 0 678 0 357 594 1210 1475 Arrive On Green 0.21 0.00 0.00 0.21 0.00 0.00 0.11 0.17 0.00 0.37 0.43 0.00 Sat Flow,vehlh 3300 585 3300 590 3248 3393 1514 3274 3393 1525 Grp Volume(v),veh/h 585 56.7 590 57.5 301 574 0 1167 644 0 Grp Sat Flow(s),vehlh/In 1650 E 1650 E 1624 1697 1514 1637 1697 1525 Q Serve(g_s),s 20.5 20.8 10.9 20.2 0.0 41.9 15.9 0.0 Cycle Q Clear(g_c),s 20.5 20.8 10.9 20.2 0.0 41.9 15.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 678 678 357 594 1210 1475 V/C Ratio(X) 0.86 0.87 0.84 0.97 0.96 0.44 Avail Cap(c_a),veh/h 678 678 487 594 1228 1475 HCM Platoon Ratio 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 0.00 0.83 0.83 0.00 Uniform Delay(d),s/veh 46.0 46.1 52.4 49.2 0.0 37.1 23.7 0.0 Incr Delay(d2),s/veh 10.6 11.3 7.3 29.6 0.0 15.5 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 9.1 9.3 4.7 10.7 0.0 18.4 6.2 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 56.7 57.5 59.7 78.7 0.0 52.6 24.4 0.0 LnGrp LOS E E E E D C Approach Vol,veh/h 875 1811 Approach Delay,s/veh 72.2 42.6 Approach LOS E D Timer-Assigned Phs 1 3 4 5 7 8 Phs Duration(G+Y+Rc),s 35.7 24.2 60.2 35.7 55.3 29.0 Change Period (Y+Rc),s 11.0 11.0 8.0 11.0 11.0 8.0 Max Green Setting(Gmax),s 24.0 18.0 48.0 24.0 45.0 21.0 Max Q Clear Time(g_c+11),s 22.5 12.9 17.9 22.8 43.9 22.2 Green Ext Time(p-c),s 0.2 0.3 2.7 0.2 0.4 0.0 Intersection Summary HCM 6th Ctrl Delay 53.7 HCM 6th LOS D Notes Unsignalized Delay for[NBR, EBR,WBR,SBR]is excluded from calculations of the approach delay and intersection delay. Scenario 125699-The Gateway at 10 Mile 11/19/2020 Total 2025 Weekday PM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 7 HCM 6th Signalized Intersection Capacity Analysis 102: Ten Mile Road & 1-84 (Single Point Interchange) 1I07/01/2024 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r tt r tt r Traffic Volume(veh/h) 544 0 333 549 0 1198 280 534 156 1085 599 417 Future Volume(veh/h) 544 0 333 549 0 1198 280 534 156 1085 599 417 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q,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 Lanes Open During Work Zone Adj Sat Flow,vehlh/In 1786 0 1758 1786 0 1786 1758 1786 1786 1772 1786 1800 Adj Flow Rate,veh/h 585 0 0 590 0 0 301 574 0 1167 644 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 0 3 1 0 1 3 1 1 2 1 0 Opposing Right Turn Influence Yes Yes Yes Yes Cap,veh/h 678 0 678 0 357 594 1210 1475 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 Prop Arrive On Green 0.21 0.00 0.00 0.21 0.00 0.00 0.11 0.17 0.00 0.37 0.43 0.00 Unsig. Movement Delay Ln Grp Delay,s/veh 56.7 0.0 0.0 57.5 0.0 0.0 59.7 78.7 0.0 52.6 24.4 0.0 Ln Grp LOS E A E A E E D C Approach Vol,veh/h 585 590 875 1811 Approach Delay,s/veh 56.7 57.5 72.2 42.6 Approach LOS E E E D Timer: 1 2 3 4 5 6 7 8 Assigned Phs 1 3 4 5 7 8 Case No 2.0 2.0 3.0 2.0 2.0 3.0 Phs Duration(G+Y+Rc),s 35.7 24.2 60.2 35.7 55.3 29.0 Change Period (Y+Rc),s 11.0 11.0 8.0 11.0 11.0 8.0 Max Green (Gmax),s 24.0 18.0 48.0 24.0 45.0 21.0 Max Allow Headway(MAH),s 2.7 2.7 3.9 2.7 2.7 3.9 Max Q Clear(g_c+ll),s 22.5 12.9 17.9 22.8 43.9 22.2 Green Ext Time(g_e),s 0.2 0.3 2.7 0.2 0.4 0.0 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 1.00 1.00 Prob of Max Out(p_x) 1.00 0.07 0.00 1.00 1.00 0.00 Left-Turn Movement Data Assigned Mvmt 1 3 5 7 Mvmt Sat Flow,veh/h 3300 3248 3300 3274 Through Movement Data Assigned Mvmt 4 8 Mvmt Sat Flow,veh/h 3393 3393 Right-Turn Movement Data Assigned Mvmt 14 18 Mvmt Sat Flow,veh/h 1525 1514 Left Lane Group Data Assigned Mvmt 1 0 3 0 5 0 7 0 Lane Assignment L(Prot) L(Prot) L(Prot) L(Prot) Scenario 125699-The Gateway at 10 Mile 11/19/2020 Total 2025 Weekday PM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 8 HCM 6th Signalized Intersection Capacity Analysis 102: Ten Mile Road & 1-84 (Single Point Interchange) 07/01/2024 Lanes in Grp 2 0 2 0 2 0 2 0 Grp Vol(v),veh/h 585 0 301 0 590 0 1167 0 Grp Sat Flow(s),veh/h/In 1650 0 1624 0 1650 0 1637 0 Q Serve Time(g_s),s 20.5 0.0 10.9 0.0 20.8 0.0 41.9 0.0 Cycle Q Clear Time(g_c),s 20.5 0.0 10.9 0.0 20.8 0.0 41.9 0.0 Perm LT Sat Flow(s_I),veh/h/In 0 0 0 0 0 0 0 0 Shared LT Sat Flow(s_sh),veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green(g_p),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time(g_u),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time(g_ps),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First BIk(g_f),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre BIk(g_fs),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane(P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap(c),veh/h 678 0 357 0 678 0 1210 0 V/C Ratio(X) 0.86 0.00 0.84 0.00 0.87 0.00 0.96 0.00 Avail Cap(c_a),veh/h 678 0 487 0 678 0 1228 0 Upstream Filter(1) 1.00 0.00 1.00 0.00 1.00 0.00 0.83 0.00 Uniform Delay(d1),s/veh 46.0 0.0 52.4 0.0 46.1 0.0 37.1 0.0 Incr Delay(d2),s/veh 10.6 0.0 7.3 0.0 11.3 0.0 15.5 0.0 Initial Q Delay(0),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 56.7 0.0 59.7 0.0 57.5 0.0 52.6 0.0 1 st-Term Q(Q1),veh/In 8.1 0.0 4.3 0.0 8.2 0.0 15.8 0.0 2nd-Term Q(02),veh/In 1.0 0.0 0.4 0.0 1.1 0.0 2.6 0.0 3rd-Term Q(0),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor(f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q(50%),veh/In 9.1 0.0 4.7 0.0 9.3 0.0 18.4 0.0 %ile Storage Ratio(RQ%) 0.11 0.00 0.37 0.00 0.18 0.00 1.56 0.00 Initial Q(Qb),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final(Residual)Q(Qe),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay(ds),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q(Qs),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap(cs),veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time(tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 0 0 4 0 0 0 8 Lane Assignment T T Lanes in Grp 0 0 0 2 0 0 0 2 Grp Vol(v),veh/h 0 0 0 644 0 0 0 574 Grp Sat Flow(s),veh/h/In 0 0 0 1697 0 0 0 1697 Q Serve Time(g_s),s 0.0 0.0 0.0 15.9 0.0 0.0 0.0 20.2 Cycle Q Clear Time(g_c),s 0.0 0.0 0.0 15.9 0.0 0.0 0.0 20.2 Lane Grp Cap(c),veh/h 0 0 0 1475 0 0 0 594 V/C Ratio(X) 0.00 0.00 0.00 0.44 0.00 0.00 0.00 0.97 Avail Cap(c_a),veh/h 0 0 0 1475 0 0 0 594 Upstream Filter(1) 0.00 0.00 0.00 0.83 0.00 0.00 0.00 1.00 Uniform Delay(d1),s/veh 0.0 0.0 0.0 23.7 0.0 0.0 0.0 49.2 Incr Delay(d2),s/veh 0.0 0.0 0.0 0.8 0.0 0.0 0.0 29.6 Initial Q Delay(0),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 0.0 0.0 0.0 24.4 0.0 0.0 0.0 78.7 1 st-Term Q(Q1),veh/In 0.0 0.0 0.0 6.1 0.0 0.0 0.0 8.3 2nd-Term Q(Q2),veh/In 0.0 0.0 0.0 0.2 0.0 0.0 0.0 2.4 Scenario 125699-The Gateway at 10 Mile 11/19/2020 Total 2025 Weekday PM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 9 HCM 6th Signalized Intersection Capacity Analysis 102: Ten Mile Road & 1-84 (Single Point Interchange) 07/01/2024 3rd-Term Q(0),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor(f_B%) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q(50%),veh/In 0.0 0.0 0.0 6.2 0.0 0.0 0.0 10.7 %ile Storage Ratio(RQ%) 0.00 0.00 0.00 0.09 0.00 0.00 0.00 0.15 Initial Q(Qb),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final(Residual)Q(Qe),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay(ds),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q(Qs),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap(cs),veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time(tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 0 0 14 0 0 0 18 Lane Assignment R R Lanes in Grp 0 0 0 1 0 0 0 1 Grp Vol(v),veh/h 0 0 0 0 0 0 0 0 Grp Sat Flow(s),veh/h/In 0 0 0 1525 0 0 0 1514 Q Serve Time(g_s),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time(g_c),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow(s_R),veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green(g_R),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane(P-R) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap(c),veh/h 0 0 0 663 0 0 0 265 V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a),veh/h 0 0 0 663 0 0 0 265 Upstream Filter(1) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(d1),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay(d2),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(0),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q(Q1),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2nd-Term Q(Q2),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q(0),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor(f_B%) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q(50%),veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio(RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q(Qb),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final(Residual)Q(Qe),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay(ds),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q(Qs),veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap(cs),veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time(tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 53.7 HCM 6th LOS D Notes Unsignalized Delay for[NBR, EBR,WBR,SBR]is excluded from calculations of the approach delay and intersection delay. Scenario 125699-The Gateway at 10 Mile 11/19/2020 Total 2025 Weekday PM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 10 HCM 6th TWSC 201: Ten Mile Road & Driveway #4 /Site Access A 07/01/2024 Intersection Int Delay,s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vii tt r Vii t Traffic Vol,veh/h 4 0 14 93 0 25 5 2032 51 20 1469 3 Future Vol,veh/h 4 0 14 93 0 25 5 2032 51 20 1469 3 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None - None - None - - None Storage Length - 0 100 0 - Veh in Median Storage,# 1 - 1 - 0 - - 0 Grade, % 0 - 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 0 16 103 0 28 6 2258 57 22 1632 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2819 4005 818 3130 3949 1129 1635 0 0 2315 0 0 Stage 1 1678 1678 - 2270 2270 - - - - - - - Stage 2 1141 2327 - 860 1679 - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - 4.14 - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - 2.22 - Pot Cap-1 Maneuver *8 *3 *524 *-5 *3 *229 675 - *343 - Stage 1 *345 *332 - *216 *190 - - - - - Stage 2 *216 *190 - *494 *331 - - - - - Platoon blocked,% 1 1 1 - 1 - Mov Cap-1 Maneuver *7 *3 *524 *-5 *3 *229 675 - *343 - Mov Cap-2 Maneuver *105 *100 - *134 *107 - - - - - Stage 1 *342 *311 - *214 *188 - - - Stage 2 *188 *188 - *449 *310 - - - Approach EB WB NB SIB HCM Control Delay,s 19 107.3 0 0.2 HCM LOS C F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity(veh/h) 675 - 278 147 *343 - HCM Lane V/C Ratio 0.008 - 0.072 0.892 0.065 - HCM Control Delay(s) 10.4 - 19 107.3 16.2 - HCM Lane LOS B - C F C - HCM 95th%tile Q(veh) 0 - 0.2 6.1 0.2 - Notes -:Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon Scenario 125699-The Gateway at 10 Mile 11/19/2020 Total 2025 Weekday PM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 11 HCM 6th TWSC 202: Ten Mile Road & Driveway #1/Site Access B 07/01/2024 Intersection Int Delay,s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tt r ) t Traffic Vol,veh/h 0 0 0 0 0 24 0 2064 56 21 1554 0 Future Vol,veh/h 0 0 0 0 0 24 0 2064 56 21 1554 0 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None - None - None - - None Storage Length - 0 100 0 - Veh in Median Storage,# 1 - 1 - 0 - - 0 Grade, % 0 - 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 27 0 2293 62 23 1727 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2920 4128 864 3203 4066 1147 1727 0 0 2355 0 0 Stage 1 1773 1773 - 2293 2293 - - - - - - - Stage 2 1147 2355 - 910 1773 - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - 4.14 - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - 2.22 - Pot Cap-1 Maneuver *7 *2 *456 *4 *3 *212 *682 - *318 - Stage 1 *384 *347 - *200 *176 - - - - - Stage 2 *200 *176 - *430 *347 - - - - - Platoon blocked,% 1 1 1 - 1 - Mov Cap-1 Maneuver *6 *2 *456 *4 *3 *212 *682 - *318 - Mov Cap-2 Maneuver *102 *95 - *123 *105 - - - - - Stage 1 *384 *322 - *200 *176 - - - Stage 2 *175 *176 - *399 *322 - - - Approach EB WB NB SIB HCM Control Delay,s 0 24.4 0 0.2 HCM LOS A C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity(veh/h) *682 - - 212 *318 - HCM Lane V/C Ratio - - - 0.126 0.073 - HCM Control Delay(s) 0 - 0 24.4 17.2 - HCM Lane LOS A - A C C - HCM 95th%tile Q(veh) 0 - - 0.4 0.2 - Notes -:Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon Scenario 125699-The Gateway at 10 Mile 11/19/2020 Total 2025 Weekday PM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 12 HCM 6th TWSC 203: Franklin Road & Site Access C 07/01/2024 Intersection Int Delay,s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r r Traffic Vol,veh/h 0 725 1281 34 0 101 Future Vol,veh/h 0 725 1281 34 0 101 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - - 100 - 0 Veh in Median Storage,# 0 0 - 0 - Grade, % 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 806 1423 38 0 112 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 0 - 0 - 712 Stage 1 - - - - - Stage 2 - - - Critical Hdwy - - 6.94 Critical Hdwy Stg 1 - - - Critical Hdwy Stg 2 - - - Follow-up Hdwy - - 3.32 Pot Cap-1 Maneuver 0 - 0 375 Stage 1 0 - 0 - Stage 2 0 - 0 - Platoon blocked,% - Mov Cap-1 Maneuver - - - 375 Mov Cap-2 Maneuver - - Stage 1 - - Stage 2 - - Approach EB WB SIB HCM Control Delay,s 0 0 18.6 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - 375 HCM Lane V/C Ratio - 0.299 HCM Control Delay(s) - 18.6 HCM Lane LOS - C HCM 95th%tile Q(veh) - 1.2 Scenario 125699-The Gateway at 10 Mile 11/19/2020 Total 2025 Weekday PM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 13 HCM 6th TWSC 204: Wayfinder Road & Franklin Road 07/01/2024 Intersection Int Delay,s/veh 30.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tt r ) tt r Traffic Vol,veh/h 79 639 8 32 1229 36 32 0 59 62 0 54 Future Vol,veh/h 79 639 8 32 1229 36 32 0 59 62 0 54 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - None - - None Storage Length 150 100 200 - 100 100 - 100 - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade, % - 0 - - 0 - - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 88 710 9 36 1366 40 36 0 66 69 0 60 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1406 0 0 719 0 0 1641 2364 355 1969 2333 683 Stage 1 - - - - - - 886 886 - 1438 1438 - Stage 2 - - - - 755 1478 - 531 895 - Critical Hdwy 4.14 - 4.14 - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - 2.22 - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 481 - 878 - 66 35 641 -37 36 392 Stage 1 - - - - 306 361 - 140 197 - Stage 2 - - - - 367 188 - 500 357 - Platoon blocked,% - - Mov Cap-1 Maneuver 481 - 878 - 47 27 641 -28 28 392 Mov Cap-2 Maneuver - - - - 47 27 - -28 28 - Stage 1 - - 250 295 - 114 189 Stage 2 - - 298 180 - 367 292 Approach EB WB NB SIB HCM Control Delay,s 1.5 0.2 76.7 $521.7 HCM LOS F F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity(veh/h) 47 641 481 - 878 - 28 392 HCM Lane V/C Ratio 0.757 0.102 0.182 - 0.04 - 2.46 0.153 HCM Control Delay(s) 197.3 11.3 14.1 - 9.3 $962.4 15.8 HCM Lane LOS F B B - A - F C HCM 95th%tile Q(veh) 3 0.3 0.7 - 0.1 - 8.2 0.5 Notes -:Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon Scenario 125699-The Gateway at 10 Mile 11/19/2020 Total 2025 Weekday PM Peak Hour Synchro 11 Report Kittelson&Associates, Inc. Page 14 Attachment D Recent Access Approvals in the Area Right-In/Right-Out or Right-Out Access Right-In/Right-Out/Left-In Access Full Access i { x ! Pam... � -- ,i incv� i • • Aw ,.M,.:;�1T---- .-aia...—- - - ,.I i�� - ,�' Franklin Road r + •� i r pry }� � • '{ •' JAL - w J � Y ap amt / . •. 4 1 POk f