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TDE Responses
Engineers Scientists Planners Designers 100 Great Oaks Boulevard, Suite 118, Albany, New York 12203 P 518.389.3600 F 518.452.0324 www.vhb.com March 11, 2022 Ref: 20820.00 Mr. Frank Palumbo C.T. Male Associates 50 Century Hill Drive Latham, NY 12110 Re: Response to TDE Comments, Hoffman Car Wash, US Route 9, Town of Queensbury, NY Dear Mr. Palumbo: VHB Engineering, Surveying, Landscape Architecture and Geology, PC (VHB) is in receipt of the review letter from LaBella, the Town Designated Engineer, dated February 10, 2022, regarding the traffic evaluation prepared for the proposed Hoffman Car Wash located at 919 US Route 9 in the Town of Queensbury, New York. Below is a summary of the traffic-related comments and our responses. Comment 16: The estimate of site trips is based on very limited data from the ITE Trip Generation Manual, particularly for the Saturday peak hour as there is only one data study when using the number of car wash tunnels as the independent variable. The use of the facility’s square footage yields a trip estimate that is more than 4 times the amount presented in the study (41 trips versus 176 trips.) Given the limited data in the ITE manual, local trip data should be presented to verify or modify the estimates in the study with a corresponding update to the analyses. It is expected that the trip data will vary significantly especially during the winter season with the prevalent use of road salt. Response: As noted in Comment 16, ITE data for car wash facilities is limited and it is acknowledged that the number of vehicles serviced at the site can vary significantly. Information was provided by Hoffman Car Wash for a similar facility located on US Route 11 in The Town of Binghamton, New York for conditions Hoffman’s considered to be peak in the summer and winter seasons. The data included vehicles served per hour for two weekdays and two Saturdays in June of 2021 and two weekdays and two Saturdays in January and February of 2022. The data was reviewed to identify the average number of vehicles served during the weekday PM and Saturday midday peak hours during summer and winter conditions. Table 1 summarizes peak hour trip generation using ITE rates and using site specific data. The table shows that a comparable facility served 79 vehicles (158 trips) during the weekday PM peak hour and 78 vehicles (156 trips) during the Saturday midday peak hour during a peak summer condition and 153 vehicles (306 trips) during the weekday PM peak hour and 149 vehicles (298 trips) during the Saturday midday peak hour during a peak winter condition. As shown, the peak season trip generation is higher than the average conditions illustrated using the ITE data. Mr. Frank Palumbo Ref: 20820.00 March 11, 2022 Page 2 \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\docs\letters\20820_Response to TDE_2022-02-10.docx Table 1 Peak Hour Trip Generation Summary Weekday PM Saturday Midday Site-Specific Trip Generation Enter Exit Total Enter Exit Total ITE Automated Car Wash 1 39 39 78 19 22 41 Peak Summer Condition 2 79 79 158 78 78 156 Peak Winter Condition 3 153 153 306 149 149 298 1 Trip generation estimate based on ITE LUC 948 – Automated Car Wash for 1 car wash tunnel. 2 Number of vehicles served during a peak summer condition at a similar facility 3 Number of vehicles served during a peak winter condition at a similar facility Capacity analyses were completed for the study intersection using the peak seasonal trip generation data summarized in Table 1. The analyses for the summer and winter conditions are summarized in Table 2 and compared to the 2022 No-Build and 2022 Build analyses contained in the December 8, 2021, evaluation. The capacity analysis worksheets are attached to this letter. The analysis shows that the operations during the weekday PM peak hour and Saturday midday peak hour under the Build Summer and Build Winter conditions are comparable to the Build conditions presented in the December 8, 2021, letter. Table 2 Intersection Levels of Service Summary 2022 No-Build 2022 ITE Build 2022 Build Summer 2022 Build Winter Location/Movement LOS 1 Delay 2 LOS Delay LOS Delay LOS Delay US Route 9/Sweet Road PM Peak Hour Site Drwy EB LTR Sweet Road WB LTR US Route 9 NB L TR US Route 9 SB L TR B B A A A A 14 16 7 8 6 10 B B A A A B 15 16 7 8 6 10 B B A A A B 15 17 7 8 6 10 B B A A A B 16 17 8 8 6 11 Overall A 10 B 10 B 10 B 11 Saturday Peak Hour Site Drwy EB LTR Sweet Road WB LTR US Route 9 NB L TR US Route 9 SB L TR B B A A A B 16 18 8 9 6 10 B B A A A B 16 19 8 9 6 11 B B A A A B 17 19 8 9 6 11 B B A A A B 19 20 8 9 6 12 Overall B 10 B 10 B 11 B 11 Mr. Frank Palumbo Ref: 20820.00 March 11, 2022 Page 3 \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\docs\letters\20820_Response to TDE_2022-02-10.docx Table 2 Intersection Levels of Service Summary (continued) 2022 No-Build 2022 ITE Build 2022 Build Summer 2022 Build Winter Location/Movement LOS 1 Delay 2 LOS Delay LOS Delay LOS Delay US Route 9/Weeks Road PM Peak Hour Weeks Road EB LR US Route 9 NB L B A 15 9 C A 15 9 C A 16 9 C A 18 10 Saturday Peak Hour Weeks Road EB LR US Route 9 NB L C A 18 10 C A 18 10 C B 20 10 C B 22 10 Weeks Road/Site Drwy PM Peak Hour Weeks Road EB L Site Drwy SB LR -- -- -- -- A A 8 10 A B 8 10 A B 8 11 Saturday Peak Hour Weeks Road EB L Site Drwy SB LR -- -- -- -- A A 7 10 A A 8 10 A B 8 10 1 Level of service 2 Average total delay in seconds per vehicle -- Not Applicable for this condition Delay values are rounded to the nearest whole number so the same delay may result in different levels of service. The 95th percentile vehicle queues on the westbound approach to the US Route 9/Sweet Road/Site Access intersection for the three build conditions are summarized in Table 3. The analysis shows that shows that the maximum queue will be 1.4 vehicles (35 feet) experienced during the Build Winter conditions. There is space for five vehicles to queue on the westbound approach to the traffic signal prior to blocking the driveway to the restaurant that also has access to the traffic signal. The anticipated queue during average or peak seasonal conditions will be minimal and is not expected to impact operations at the adjacent restaurant. Table 3 Westbound 95th Percentile Vehicle Queue Weekday PM Peak Hour Saturday Midday Peak Hour Trip Generation Condition Vehicles Feet Vehicles Feet 2022 ITE Build 0.4 < 25 0.2 < 25 2022 Build Summer 0.7 < 25 0.7 < 25 2022 Build Winter 1.4 35 1.4 35 Mr. Frank Palumbo Ref: 20820.00 March 11, 2022 Page 4 \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\docs\letters\20820_Response to TDE_2022-02-10.docx As noted at the Planning Board meeting on February 15, 2022, to minimize potential on-site conflicts on peak operational days when on-site queuing is heavier, operations at the site can be modified to direct traffic exiting the wash tunnel to turn right and exit the site via the traffic signal. The capacity analyses associated with this on-site turning restriction for the peak winter season conditions are summarized in Table 4. The analysis shows that during the peak winter condition and all traffic exiting the site via the traffic signal, the intersection will maintain overall LOS B conditions with little increase in delay. The traffic signal can accommodate the peak operational conditions. Review of the 95th percentile queue shows that the maximum queue experienced with be during the Saturday midday peak hour where 2.7 vehicles (68 feet) are anticipated to queue. The queue will not impact operations at the adjacent restaurant. Table 4 Intersection Level of Service Summary with On-Site Turn Restriction 2022 Build Winter Condition Weekday PM Peak Hour Saturday Midday Peak Hour Location/Movement LOS 1 Delay 2 LOS Delay US Route 9/Sweet Road Site Drwy EB LTR Sweet Road WB LTR US Route 9 NB L TR US Route 9 SB L TR B B A A A B 17 17 7 8 6 11 B B A A A B 20 20 8 8 6 12 Overall B 11 B 11 US Route 9/Weeks Road Weeks Road EB LR US Route 9 NB L C A 16 10 C B 19 10 Weeks Road/Site Drwy Weeks Road EB L Site Drwy SB LR A -- 8 -- A -- 8 -- 1 Level of service 2 Average total delay in seconds per vehicle -- Not Applicable for this condition Comment 17: An evaluation of the internal queuing using the processing times at the pay station and through the car wash should be presented to ensure that the site circulation is sufficient to prevent vehicle queues from extending out on to the side roads. Response: Information provided by the applicant indicates that at maximum flow, a vehicle leaves the wash tunnel every 18-seconds which equates to the ability to service up to 200 vehicles per hour. As shown in the attached plan, there is space for 48 vehicles to queue on site and there are seven additional vehicles in the wash tunnel. If the site is operating at maximum capacity, a vehicle at the back of the queue will exit the wash tunnel in 16.5 minutes. With the Mr. Frank Palumbo Ref: 20820.00 March 11, 2022 Page 5 \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\docs\letters\20820_Response to TDE_2022-02-10.docx continuous processing of the queued vehicles and an arrival rate of more than 18 seconds per vehicle, the on-site queue will not extend onto the adjacent roadways. The data for the Peak Winter Condition at a similar facility showed that fewer than 155 vehicles are expected to be served during the peak hour. A condition with 200 vehicles being served per hour would occur very rarely. The available on-site queueing is expected to accommodate typical, peak summer, and peak winter conditions without extending to the adjacent roadways. Please call with any questions on the above analysis. Sincerely, VHB Alanna M. Moran, PE Project Manager amoran@vhb.com Attachments 1: Rt 9 & Site Dwy/Sweet Rd 2022 Build Summer HCM 6th Signalized Intersection Summary PM Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD PM.syn Synchro 11 Report VHB DC 03/04/2022 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 12 16 111 18 39 25 453 102 43 515 30 Future Volume (veh/h) 25 12 16 111 18 39 25 453 102 43 515 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.95 0.97 0.97 1.00 0.99 1.00 0.99 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 1900 1900 1900 1976 1976 1976 1900 1885 1900 1900 1961 1976 Adj Flow Rate, veh/h 27 13 15 121 20 27 27 492 99 47 560 32 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, % 0 0 0 0 0 0 0 1 0 0 1 0 Cap, veh/h 217 98 68 316 29 36 371 1277 255 492 810 46 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.02 0.43 0.43 0.03 0.44 0.44 Sat Flow, veh/h 576 676 470 1119 199 252 1810 2967 594 1810 1835 105 Grp Volume(v), veh/h 55 0 0 168 0 0 27 296 295 47 0 592 Grp Sat Flow(s),veh/h/ln 1722 0 0 1571 0 0 1810 1791 1770 1810 0 1940 Q Serve(g_s), s 0.0 0.0 0.0 2.9 0.0 0.0 0.3 4.5 4.6 0.6 0.0 9.8 Cycle Q Clear(g_c), s 1.1 0.0 0.0 4.0 0.0 0.0 0.3 4.5 4.6 0.6 0.0 9.8 Prop In Lane 0.49 0.27 0.72 0.16 1.00 0.34 1.00 0.05 Lane Grp Cap(c), veh/h 382 0 0 381 0 0 371 770 761 492 0 857 V/C Ratio(X) 0.14 0.00 0.00 0.44 0.00 0.00 0.07 0.38 0.39 0.10 0.00 0.69 Avail Cap(c_a), veh/h 729 0 0 726 0 0 795 1519 1501 895 0 1645 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.1 0.0 0.0 16.3 0.0 0.0 7.4 7.8 7.8 6.4 0.0 9.0 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.3 0.0 0.0 0.0 0.4 0.5 0.0 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 1.2 0.0 0.0 0.1 1.2 1.2 0.1 0.0 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.2 0.0 0.0 16.6 0.0 0.0 7.4 8.2 8.3 6.4 0.0 10.4 LnGrp LOS B A A B A A A A A A A B Approach Vol, veh/h 55 168 618 639 Approach Delay, s/veh 15.2 16.6 8.2 10.1 Approach LOS B B A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.6 23.7 10.8 6.1 23.2 10.8 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 5.0 Max Green Setting (Gmax), s 10.0 34.0 15.0 10.0 34.0 15.0 Max Q Clear Time (g_c+I1), s 2.3 11.8 6.0 2.6 6.6 3.1 Green Ext Time (p_c), s 0.0 5.4 0.2 0.0 5.2 0.1 Intersection Summary HCM 6th Ctrl Delay 10.3 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 2: Rt 9 & Weeks Rd 2022 Build Summer HCM 6th TWSC PM Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD PM.syn Synchro 11 Report VHB DC 03/04/2022 Intersection Int Delay, s/veh 1.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 31 75 87 549 581 61 Future Vol, veh/h 31 75 87 549 581 61 Conflicting Peds, #/hr 0 0 4 0 0 4 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 2 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 0 0 0 2 1 0 Mvmt Flow 33 80 93 584 618 65 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1133 655 687 0 - 0 Stage 1 655 - - - - - Stage 2 478 - - - - - Critical Hdwy 6.6 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 213 470 916 - - - Stage 1 521 - - - - - Stage 2 595 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 190 469 913 - - - Mov Cap-2 Maneuver 385 - - - - - Stage 1 466 - - - - - Stage 2 593 - - - - - Approach EB NB SB HCM Control Delay, s 15.9 1.3 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 913 - 441 - - HCM Lane V/C Ratio 0.101 - 0.256 - - HCM Control Delay (s) 9.4 - 15.9 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.3 - 1 - - 3: Weeks Rd & Site Dwy 2022 Build Summer HCM 6th TWSC PM Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD PM.syn Synchro 11 Report VHB DC 03/04/2022 Intersection Int Delay, s/veh 1.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 4 74 116 32 32 4 Future Vol, veh/h 4 74 116 32 32 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 0 0 1 0 0 0 Mvmt Flow 5 93 145 40 40 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 185 0 - 0 268 165 Stage 1 - - - - 165 - Stage 2 - - - - 103 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1402 - - - 726 885 Stage 1 - - - - 869 - Stage 2 - - - - 926 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1402 - - - 723 885 Mov Cap-2 Maneuver - - - - 723 - Stage 1 - - - - 866 - Stage 2 - - - - 926 - Approach EB WB SB HCM Control Delay, s 0.4 0 10.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1402 - - - 738 HCM Lane V/C Ratio 0.004 - - - 0.061 HCM Control Delay (s) 7.6 0 - - 10.2 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.2 1: Rt 9 & Site Dwy/Sweet Rd 2022 Build Winter HCM 6th Signalized Intersection Summary PM Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD PM.syn Synchro 11 Report VHB DC 02/17/2022 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 47 24 23 111 30 39 32 460 102 43 522 52 Future Volume (veh/h) 47 24 23 111 30 39 32 460 102 43 522 52 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.95 0.98 0.97 1.00 0.99 1.00 0.99 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 1900 1900 1900 1976 1976 1976 1900 1885 1900 1900 1961 1976 Adj Flow Rate, veh/h 51 26 23 121 33 27 35 500 99 47 567 56 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, % 0 0 0 0 0 0 0 1 0 0 1 0 Cap, veh/h 230 96 59 301 49 36 361 1325 261 494 792 78 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.02 0.45 0.45 0.03 0.45 0.45 Sat Flow, veh/h 681 648 397 1063 328 244 1810 2977 586 1810 1754 173 Grp Volume(v), veh/h 100 0 0 181 0 0 35 300 299 47 0 623 Grp Sat Flow(s),veh/h/ln 1726 0 0 1635 0 0 1810 1791 1772 1810 0 1927 Q Serve(g_s), s 0.0 0.0 0.0 2.2 0.0 0.0 0.4 4.7 4.7 0.6 0.0 11.0 Cycle Q Clear(g_c), s 2.1 0.0 0.0 4.3 0.0 0.0 0.4 4.7 4.7 0.6 0.0 11.0 Prop In Lane 0.51 0.23 0.67 0.15 1.00 0.33 1.00 0.09 Lane Grp Cap(c), veh/h 385 0 0 386 0 0 361 797 789 494 0 871 V/C Ratio(X) 0.26 0.00 0.00 0.47 0.00 0.00 0.10 0.38 0.38 0.10 0.00 0.72 Avail Cap(c_a), veh/h 698 0 0 699 0 0 755 1446 1431 876 0 1556 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.2 0.0 0.0 17.0 0.0 0.0 7.6 7.8 7.8 6.3 0.0 9.3 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.3 0.0 0.0 0.0 0.4 0.4 0.0 0.0 1.6 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 0.8 0.0 0.0 1.4 0.0 0.0 0.1 1.2 1.2 0.1 0.0 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.3 0.0 0.0 17.3 0.0 0.0 7.6 8.2 8.2 6.4 0.0 10.9 LnGrp LOS B A A B A A A A A A A B Approach Vol, veh/h 100 181 634 670 Approach Delay, s/veh 16.3 17.3 8.2 10.6 Approach LOS B B A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.8 25.0 11.3 6.1 24.7 11.3 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 5.0 Max Green Setting (Gmax), s 10.0 34.0 15.0 10.0 34.0 15.0 Max Q Clear Time (g_c+I1), s 2.4 13.0 6.3 2.6 6.7 4.1 Green Ext Time (p_c), s 0.0 5.6 0.3 0.0 5.2 0.1 Intersection Summary HCM 6th Ctrl Delay 10.8 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 2: Rt 9 & Weeks Rd 2022 Build Winter HCM 6th TWSC PM Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD PM.syn Synchro 11 Report VHB DC 02/17/2022 Intersection Int Delay, s/veh 2.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 38 97 109 556 588 68 Future Vol, veh/h 38 97 109 556 588 68 Conflicting Peds, #/hr 0 0 4 0 0 4 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 2 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 0 0 0 2 1 0 Mvmt Flow 40 103 116 591 626 72 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1194 666 702 0 - 0 Stage 1 666 - - - - - Stage 2 528 - - - - - Critical Hdwy 6.6 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 195 463 905 - - - Stage 1 515 - - - - - Stage 2 562 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 169 462 902 - - - Mov Cap-2 Maneuver 364 - - - - - Stage 1 447 - - - - - Stage 2 560 - - - - - Approach EB NB SB HCM Control Delay, s 17.6 1.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 902 - 429 - - HCM Lane V/C Ratio 0.129 - 0.335 - - HCM Control Delay (s) 9.6 - 17.6 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.4 - 1.5 - - 3: Weeks Rd & Site Dwy 2022 Build Winter HCM 6th TWSC PM Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD PM.syn Synchro 11 Report VHB DC 02/17/2022 Intersection Int Delay, s/veh 2.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 74 116 61 61 8 Future Vol, veh/h 8 74 116 61 61 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 0 0 1 0 0 0 Mvmt Flow 10 93 145 76 76 10 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 221 0 - 0 296 183 Stage 1 - - - - 183 - Stage 2 - - - - 113 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1360 - - - 699 865 Stage 1 - - - - 853 - Stage 2 - - - - 917 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1360 - - - 693 865 Mov Cap-2 Maneuver - - - - 693 - Stage 1 - - - - 846 - Stage 2 - - - - 917 - Approach EB WB SB HCM Control Delay, s 0.7 0 10.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1360 - - - 709 HCM Lane V/C Ratio 0.007 - - - 0.122 HCM Control Delay (s) 7.7 0 - - 10.8 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.4 1: Rt 9 & Site Dwy/Sweet Rd 2022 Build Winter HCM 6th Signalized Intersection Summary PM Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD PM.syn Synchro 11 Report VHB DC 03/09/2022 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 62 24 77 111 30 39 32 460 102 43 522 52 Future Volume (veh/h) 62 24 77 111 30 39 32 460 102 43 522 52 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 0.99 0.95 0.98 0.97 1.00 0.99 1.00 0.99 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 1900 1900 1900 1976 1976 1976 1900 1885 1900 1900 1961 1976 Adj Flow Rate, veh/h 67 26 82 121 33 27 35 500 99 47 567 56 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, % 0 00000010010 Cap, veh/h 199 48 112 307 45 36 366 1333 262 499 797 79 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.02 0.45 0.45 0.03 0.45 0.45 Sat Flow, veh/h 564 343 800 1158 320 259 1810 2977 586 1810 1754 173 Grp Volume(v), veh/h 175 0 0 181 0 0 35 300 299 47 0 623 Grp Sat Flow(s),veh/h/ln1708 0 0 1738 0 0 1810 1791 1772 1810 0 1927 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.4 4.6 4.7 0.6 0.0 10.8 Cycle Q Clear(g_c), s 3.8 0.0 0.0 3.8 0.0 0.0 0.4 4.6 4.7 0.6 0.0 10.8 Prop In Lane 0.38 0.47 0.67 0.15 1.00 0.33 1.00 0.09 Lane Grp Cap(c), veh/h 359 0 0 389 0 0 366 802 793 499 0 876 V/C Ratio(X) 0.49 0.00 0.00 0.47 0.00 0.00 0.10 0.37 0.38 0.09 0.00 0.71 Avail Cap(c_a), veh/h 690 0 0 711 0 0 767 1468 1452 888 0 1579 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh17.0 0.0 0.0 17.0 0.0 0.0 7.4 7.6 7.6 6.2 0.0 9.1 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.3 0.0 0.0 0.0 0.4 0.4 0.0 0.0 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/ln1.4 0.0 0.0 1.4 0.0 0.0 0.1 1.2 1.2 0.1 0.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.4 0.0 0.0 17.3 0.0 0.0 7.4 8.0 8.0 6.2 0.0 10.7 LnGrp LOS B AABAAAAAAAB Approach Vol, veh/h 175 181 634 670 Approach Delay, s/veh 17.4 17.3 8.0 10.4 Approach LOS BBAB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.8 24.9 10.8 6.1 24.6 10.8 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 5.0 Max Green Setting (Gmax), s10.0 34.0 15.0 10.0 34.0 15.0 Max Q Clear Time (g_c+I1), s2.4 12.8 5.8 2.6 6.7 5.8 Green Ext Time (p_c), s 0.0 5.6 0.3 0.0 5.3 0.3 Intersection Summary HCM 6th Ctrl Delay 10.9 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 2: Rt 9 & Weeks Rd 2022 Build Winter HCM 2010 TWSC PM Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD PM.syn Synchro 11 Report VHB DC 03/09/2022 Intersection Int Delay, s/veh 1.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 23 51 109 556 573 76 Future Vol, veh/h 23 51 109 556 573 76 Conflicting Peds, #/hr 0 04004 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 0 00210 Mvmt Flow 24 54 116 591 610 81 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1183 655 695 0 - 0 Stage 1 655 ----- Stage 2 528 ----- Critical Hdwy 6.6 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 198 470 910 - - - Stage 1 521 ----- Stage 2 562 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 172 469 907 - - - Mov Cap-2 Maneuver 306 ----- Stage 1 453 ----- Stage 2 560 ----- Approach EB NB SB HCM Control Delay, s 16.1 1.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 907 - 402 - - HCM Lane V/C Ratio 0.128 - 0.196 - - HCM Control Delay (s) 9.6 - 16.1 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.4 - 0.7 - - 3: Weeks Rd & Site Dwy 2022 Build Winter HCM 2010 TWSC PM Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD PM.syn Synchro 11 Report VHB DC 03/09/2022 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 74 124 61 0 0 Future Vol, veh/h 8 74 124 61 0 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 0 01000 Mvmt Flow 10 93 155 76 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 231 0 - 0 306 193 Stage 1 - - - - 193 - Stage 2 - - - - 113 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1349 - - - 690 854 Stage 1 - - - - 845 - Stage 2 - - - - 917 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1349 - - - 684 854 Mov Cap-2 Maneuver - - - - 684 - Stage 1 - - - - 838 - Stage 2 - - - - 917 - Approach EB WB SB HCM Control Delay, s 0.8 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1349 ---- HCM Lane V/C Ratio 0.007 ---- HCM Control Delay (s) 7.7 0 - - 0 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 ---- 1: Rt 9 & Site Dwy/Sweet Rd 2022 Build Summer HCM 6th Signalized Intersection Summary Sat Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD Sat.syn Synchro 11 Report VHB DC 02/17/2022 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 13 14 104 13 66 15 760 93 47 700 27 Future Volume (veh/h) 25 13 14 104 13 66 15 760 93 47 700 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 0.98 0.99 1.00 0.99 1.00 0.99 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 1900 1900 1900 1976 1976 1976 1900 1900 1900 1900 1976 1976 Adj Flow Rate, veh/h 26 13 9 107 13 49 15 784 80 48 722 28 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 220 99 45 264 23 64 312 1593 162 415 945 37 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.01 0.48 0.48 0.03 0.50 0.50 Sat Flow, veh/h 703 718 328 966 165 462 1810 3304 337 1810 1889 73 Grp Volume(v), veh/h 48 0 0 169 0 0 15 428 436 48 0 750 Grp Sat Flow(s),veh/h/ln 1750 0 0 1593 0 0 1810 1805 1836 1810 0 1962 Q Serve(g_s), s 0.0 0.0 0.0 3.5 0.0 0.0 0.2 7.3 7.3 0.6 0.0 14.0 Cycle Q Clear(g_c), s 1.1 0.0 0.0 4.6 0.0 0.0 0.2 7.3 7.3 0.6 0.0 14.0 Prop In Lane 0.54 0.19 0.63 0.29 1.00 0.18 1.00 0.04 Lane Grp Cap(c), veh/h 365 0 0 350 0 0 312 870 885 415 0 981 V/C Ratio(X) 0.13 0.00 0.00 0.48 0.00 0.00 0.05 0.49 0.49 0.12 0.00 0.76 Avail Cap(c_a), veh/h 656 0 0 646 0 0 696 1355 1378 767 0 1473 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.3 0.0 0.0 18.7 0.0 0.0 7.9 8.0 8.0 6.3 0.0 9.2 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.4 0.0 0.0 0.0 0.6 0.6 0.0 0.0 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 1.5 0.0 0.0 0.0 1.9 2.0 0.1 0.0 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.3 0.0 0.0 19.1 0.0 0.0 7.9 8.6 8.6 6.3 0.0 11.0 LnGrp LOS B A A B A A A A A A A B Approach Vol, veh/h 48 169 879 798 Approach Delay, s/veh 17.3 19.1 8.6 10.8 Approach LOS B B A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.4 28.7 11.3 6.2 27.8 11.3 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 5.0 Max Green Setting (Gmax), s 10.0 34.0 15.0 10.0 34.0 15.0 Max Q Clear Time (g_c+I1), s 2.2 16.0 6.6 2.6 9.3 3.1 Green Ext Time (p_c), s 0.0 6.6 0.2 0.0 7.9 0.0 Intersection Summary HCM 6th Ctrl Delay 10.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 2: Rt 9 & Weeks Rd 2022 Build Summer HCM 6th TWSC Sat Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD Sat.syn Synchro 11 Report VHB DC 02/17/2022 Intersection Int Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 28 86 56 851 767 49 Future Vol, veh/h 28 86 56 851 767 49 Conflicting Peds, #/hr 0 0 2 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 2 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 0 4 0 0 0 Mvmt Flow 29 90 58 886 799 51 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1386 827 852 0 - 0 Stage 1 827 - - - - - Stage 2 559 - - - - - Critical Hdwy 6.6 6.2 4.16 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.238 - - - Pot Cap-1 Maneuver 148 375 774 - - - Stage 1 433 - - - - - Stage 2 542 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 136 374 773 - - - Mov Cap-2 Maneuver 328 - - - - - Stage 1 400 - - - - - Stage 2 541 - - - - - Approach EB NB SB HCM Control Delay, s 19.7 0.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 773 - 362 - - HCM Lane V/C Ratio 0.075 - 0.328 - - HCM Control Delay (s) 10 - 19.7 - - HCM Lane LOS B - C - - HCM 95th %tile Q(veh) 0.2 - 1.4 - - 3: Weeks Rd & Site Dwy 2022 Build Summer HCM 6th TWSC Sat Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD Sat.syn Synchro 11 Report VHB DC 02/17/2022 Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 4 83 74 31 31 4 Future Vol, veh/h 4 83 74 31 31 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 0 0 2 0 0 0 Mvmt Flow 5 99 88 37 37 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 125 0 - 0 216 107 Stage 1 - - - - 107 - Stage 2 - - - - 109 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1474 - - - 777 953 Stage 1 - - - - 922 - Stage 2 - - - - 921 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1474 - - - 774 953 Mov Cap-2 Maneuver - - - - 774 - Stage 1 - - - - 918 - Stage 2 - - - - 921 - Approach EB WB SB HCM Control Delay, s 0.3 0 9.8 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1474 - - - 791 HCM Lane V/C Ratio 0.003 - - - 0.053 HCM Control Delay (s) 7.5 0 - - 9.8 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.2 1: Rt 9 & Site Dwy/Sweet Rd 2022 Build Winter HCM 6th Signalized Intersection Summary Sat Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD Sat.syn Synchro 11 Report VHB DC 02/17/2022 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 47 23 21 104 23 66 22 767 93 47 707 49 Future Volume (veh/h) 47 23 21 104 23 66 22 767 93 47 707 49 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.99 1.00 0.99 1.00 0.99 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 1900 1900 1900 1976 1976 1976 1900 1900 1900 1900 1976 1976 Adj Flow Rate, veh/h 48 24 17 107 24 49 23 791 80 48 729 51 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 218 98 47 252 38 64 303 1640 166 416 929 65 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.01 0.50 0.50 0.03 0.51 0.51 Sat Flow, veh/h 717 695 333 930 272 449 1810 3308 334 1810 1824 128 Grp Volume(v), veh/h 89 0 0 180 0 0 23 432 439 48 0 780 Grp Sat Flow(s),veh/h/ln 1746 0 0 1651 0 0 1810 1805 1837 1810 0 1952 Q Serve(g_s), s 0.0 0.0 0.0 2.8 0.0 0.0 0.3 7.5 7.5 0.6 0.0 15.5 Cycle Q Clear(g_c), s 2.1 0.0 0.0 4.9 0.0 0.0 0.3 7.5 7.5 0.6 0.0 15.5 Prop In Lane 0.54 0.19 0.59 0.27 1.00 0.18 1.00 0.07 Lane Grp Cap(c), veh/h 364 0 0 354 0 0 303 895 911 416 0 994 V/C Ratio(X) 0.24 0.00 0.00 0.51 0.00 0.00 0.08 0.48 0.48 0.12 0.00 0.78 Avail Cap(c_a), veh/h 625 0 0 622 0 0 660 1291 1314 749 0 1396 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.4 0.0 0.0 19.5 0.0 0.0 8.2 7.9 7.9 6.2 0.0 9.5 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.4 0.0 0.0 0.0 0.6 0.6 0.0 0.0 2.5 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/ln 0.8 0.0 0.0 1.7 0.0 0.0 0.1 2.0 2.0 0.2 0.0 4.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.5 0.0 0.0 19.9 0.0 0.0 8.3 8.5 8.5 6.3 0.0 12.0 LnGrp LOS B A A B A A A A A A A B Approach Vol, veh/h 89 180 894 828 Approach Delay, s/veh 18.5 19.9 8.5 11.7 Approach LOS B B A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.6 30.2 11.7 6.2 29.6 11.7 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 5.0 Max Green Setting (Gmax), s 10.0 34.0 15.0 10.0 34.0 15.0 Max Q Clear Time (g_c+I1), s 2.3 17.5 6.9 2.6 9.5 4.1 Green Ext Time (p_c), s 0.0 6.7 0.3 0.0 7.9 0.1 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 2: Rt 9 & Weeks Rd 2022 Build Winter HCM 6th TWSC Sat Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD Sat.syn Synchro 11 Report VHB DC 02/17/2022 Intersection Int Delay, s/veh 2.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 35 108 78 858 774 56 Future Vol, veh/h 35 108 78 858 774 56 Conflicting Peds, #/hr 0 0 2 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 2 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 0 4 0 0 0 Mvmt Flow 36 113 81 894 806 58 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1446 837 866 0 - 0 Stage 1 837 - - - - - Stage 2 609 - - - - - Critical Hdwy 6.6 6.2 4.16 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.238 - - - Pot Cap-1 Maneuver 135 370 765 - - - Stage 1 428 - - - - - Stage 2 511 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 120 369 764 - - - Mov Cap-2 Maneuver 310 - - - - - Stage 1 382 - - - - - Stage 2 510 - - - - - Approach EB NB SB HCM Control Delay, s 22.4 0.9 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 764 - 353 - - HCM Lane V/C Ratio 0.106 - 0.422 - - HCM Control Delay (s) 10.3 - 22.4 - - HCM Lane LOS B - C - - HCM 95th %tile Q(veh) 0.4 - 2 - - 3: Weeks Rd & Site Dwy 2022 Build Winter HCM 6th TWSC Sat Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD Sat.syn Synchro 11 Report VHB DC 02/17/2022 Intersection Int Delay, s/veh 2.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 7 83 74 60 60 7 Future Vol, veh/h 7 83 74 60 60 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 0 0 2 0 0 0 Mvmt Flow 8 99 88 71 71 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 159 0 - 0 239 124 Stage 1 - - - - 124 - Stage 2 - - - - 115 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1433 - - - 754 932 Stage 1 - - - - 907 - Stage 2 - - - - 915 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1433 - - - 749 932 Mov Cap-2 Maneuver - - - - 749 - Stage 1 - - - - 902 - Stage 2 - - - - 915 - Approach EB WB SB HCM Control Delay, s 0.6 0 10.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1433 - - - 765 HCM Lane V/C Ratio 0.006 - - - 0.104 HCM Control Delay (s) 7.5 0 - - 10.3 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.3 1: Rt 9 & Site Dwy/Sweet Rd 2022 Build Winter HCM 6th Signalized Intersection Summary Sat Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD Sat.syn Synchro 11 Report VHB DC 03/09/2022 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 62 23 73 104 23 66 22 767 93 47 707 49 Future Volume (veh/h) 62 23 73 104 23 66 22 767 93 47 707 49 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.99 1.00 0.99 1.00 0.99 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 1900 1900 1900 1976 1976 1976 1900 1900 1900 1900 1976 1976 Adj Flow Rate, veh/h 64 24 70 107 24 49 23 791 80 48 729 51 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 00000000000 Cap, veh/h 188 49 103 257 36 64 308 1648 167 421 933 65 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.01 0.50 0.50 0.03 0.51 0.51 Sat Flow, veh/h 599 367 768 1005 265 475 1810 3308 334 1810 1824 128 Grp Volume(v), veh/h 158 0 0 180 0 0 23 432 439 48 0 780 Grp Sat Flow(s),veh/h/ln1734 0 0 1744 0 0 1810 1805 1837 1810 0 1952 Q Serve(g_s), s 0.0 0.0 0.0 0.5 0.0 0.0 0.3 7.4 7.4 0.6 0.0 15.2 Cycle Q Clear(g_c), s 3.8 0.0 0.0 4.4 0.0 0.0 0.3 7.4 7.4 0.6 0.0 15.2 Prop In Lane 0.41 0.44 0.59 0.27 1.00 0.18 1.00 0.07 Lane Grp Cap(c), veh/h 341 0 0 357 0 0 308 899 915 421 0 999 V/C Ratio(X) 0.46 0.00 0.00 0.50 0.00 0.00 0.07 0.48 0.48 0.11 0.00 0.78 Avail Cap(c_a), veh/h 621 0 0 634 0 0 671 1309 1333 759 0 1416 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh19.2 0.0 0.0 19.4 0.0 0.0 8.0 7.8 7.8 6.1 0.0 9.3 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.4 0.0 0.0 0.0 0.6 0.6 0.0 0.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.5 0.0 0.0 1.7 0.0 0.0 0.1 2.0 2.0 0.1 0.0 4.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.6 0.0 0.0 19.8 0.0 0.0 8.1 8.3 8.3 6.1 0.0 11.7 LnGrp LOS B AABAAAAAAAB Approach Vol, veh/h 158 180 894 828 Approach Delay, s/veh 19.6 19.8 8.3 11.4 Approach LOS BBAB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.6 30.0 11.3 6.2 29.4 11.3 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 5.0 Max Green Setting (Gmax), s10.0 34.0 15.0 10.0 34.0 15.0 Max Q Clear Time (g_c+I1), s2.3 17.2 6.4 2.6 9.4 5.8 Green Ext Time (p_c), s 0.0 6.7 0.3 0.0 7.9 0.2 Intersection Summary HCM 6th Ctrl Delay 11.4 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 2: Rt 9 & Weeks Rd 2022 Build Winter HCM 2010 TWSC Sat Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD Sat.syn Synchro 11 Report VHB DC 03/09/2022 Intersection Int Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 20 63 78 858 759 63 Future Vol, veh/h 20 63 78 858 759 63 Conflicting Peds, #/hr 0 02002 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 04000 Mvmt Flow 21 66 81 894 791 66 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1435 826 859 0 - 0 Stage 1 826 ----- Stage 2 609 ----- Critical Hdwy 6.6 6.2 4.16 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.3 2.238 - - - Pot Cap-1 Maneuver 137 375 769 - - - Stage 1 433 ----- Stage 2 511 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 122 374 768 - - - Mov Cap-2 Maneuver 255 ----- Stage 1 387 ----- Stage 2 510 ----- Approach EB NB SB HCM Control Delay, s 19.4 0.9 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 768 - 336 - - HCM Lane V/C Ratio 0.106 - 0.257 - - HCM Control Delay (s) 10.2 - 19.4 - - HCM Lane LOS B - C - - HCM 95th %tile Q(veh) 0.4 - 1 - - 3: Weeks Rd & Site Dwy 2022 Build Winter HCM 2010 TWSC Sat Peak Hour \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD Sat.syn Synchro 11 Report VHB DC 03/09/2022 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 7 83 81 60 0 0 Future Vol, veh/h 7 83 81 60 0 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 0 02000 Mvmt Flow 8 99 96 71 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 167 0 - 0 247 132 Stage 1 - - - - 132 - Stage 2 - - - - 115 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1423 - - - 746 923 Stage 1 - - - - 899 - Stage 2 - - - - 915 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1423 - - - 742 923 Mov Cap-2 Maneuver - - - - 742 - Stage 1 - - - - 894 - Stage 2 - - - - 915 - Approach EB WB SB HCM Control Delay, s 0.6 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1423 ---- HCM Lane V/C Ratio 0.006 ---- HCM Control Delay (s) 7.5 0 - - 0 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 ---- SWEET ROADWEEKS ROADTOWN ROADNEW YORK STATE RO U T E N O . 9 - S . H . 4 1 7 ROW VARIES 0.4'± 0.6'±75.6'±75.8'±52.1'± 115.9'±88.0'±88.2'±WVWVWVWVWVWVWVWVSMHSMHSMHSMHCIRF AT CORNERCIRFCIRF (FLUSH) AT CORNERCMONHYDIPFIRF AT CORNERIRFTPEDTPEDTSP"BLIND PERSONAREA" SIGNTSBTSBTSBBLACKTOPBLACKTOPWOODED AREABLACKTOPTRANSFORMERCONCRETEPADCONCRETEPAD1 STORY COMMERCIAL BUILDING"OUTBACK STEAKHOUSE"TEL. FLAG"STOP"SIGN"ROUTE 9/WEEKS ROAD"SIGNS"30 MPH"SIGNSIGN"DEAD END"SIGNUG GAS PAINTMARK-OUTSPLIT RAIL FENCEBLACKTOPCONC6'H WOODFENCETRANSFORMERON CONCRETEPADCONCRETE MONUMENT FOUNDW/ NYS DISKSIGNBLACKTOPCONCRETECURBBRICK PAVERCROSSWALKCROSSWALK PEDESTALTSP ON CONCRETE BASEGGAPPROXIMATE LOCATION OF EXISTING4" CS-35# GAS LINE PER MAPPING PROVIDED BYNATIONAL GRIDAPPROXIMATE LOCATION OF EXISTING12" CS-35# GAS LINEPER MAPPING PROVIDED BYNATIONAL GRIDBRICK PAVERCROSSWALKFLUSH CURB0.4'±2.3'±S06°34'10"E71.67'S00°20'40"E55.00'S42°50'10"W37.00'N82°51'03"W41.00'S06°33'00"E63.50'168.71'N83°27'00"ES06°33'00"E N83°27'00"E83.60'N83°27'00"ES77°35'40"W137.17'N83°05'20"W170.11'N06°32'46"W 339.12'123.40'160.50'S53°55'01"W0.37' TO CMON FOUNDN20°25'05"W0.51' TO CIRFN26°09'57"E1.03' TO IRF1.2'± FORMER PINE DRIVE UNDEVELOPED SANITARY SEWER EASEMENTGRANTED TO THE ROUTE 9 SEWER DISTRICTAS DESCRIBED IN BOOK 1334 OF DEEDS AT PAGE 2959 VACUUMSPACES AND 3EMPLOYEESPACES9 VACUUMSPACES AND 3EMPLOYEESPACES1 ACCESSIBLEPARKING SPACE3 STACKINGSPACES AT EACHAUTOMATED PAYSTATIONBAR SCALE1 inch = ft.30 0 15 30 6030cPROJECT NUMBER:1DATEREVISIONS RECORD/DESCRIPTIONPROJ. NOCHECKEDDRAFTEDC.T. MALE ASSOCIATESSCALE :CHECKDRAFTER APPR.::::OFSHEETDWG. NO:UNAUTHORIZED ALTERATION ORADDITION TO THIS DOCUMENT IS AVIOLATION OF THE NEW YORK STATEEDUCATION LAW.DATE :23456789Engineering, Surveying, Architecture, Landscape Architecture & Geology, D.P.C.www.ctmale.comCOBLESKILL, NY · GLENS FALLS, NY · POUGHKEEPSIE, NYJOHNSTOWN, NY · RED HOOK, NY · SYRACUSE, NY18.____HOFFMAN CARWASH919 STATE ROUTE 9TOWN OF QUEENSBURYWARREN COUNTY, NEW YORK202221.1302FEB. 14, 20222FRANCIS G. PALUMBOR.L.A NO. 001226XREFS:CAD DWG. FILE NAME:CAD DWG. FILE NAME:DESIGNEDK:\Projects\211302\LD\Drawings-Maps\Stacking Ex.DWGStacking Ex.DWGFOR MUNICIPAL REVIEWSTACKING PLANPROPOSED CARWASHOKSOKSFGP1" = 30'1NONE- 48 TOTAL ENTERING STACKING SPACES ON-SITE.- 25 STACKING SPACES FROM SWEET ROAD INTERSECTION TO TURNSTILE.- 9 STACKING SPACES FROM WEEKS ROAD ENTRANCE TO TURNSTILE.- 14 STACKING SPACES FROM TURNSTILE TO CARWASH BAY ENTRANCE.- 7 CARS CAPACITY IN CARWASH TUNNEL.- 52 TOTAL CARS CAPACITY FOR WASH TUNNEL USAGE.- 18 VACUUM SPACES