February 13, 2017 Mr. Chuck Marshall Stewart's Shops Corp. PO Box 435 Saratoga Springs, NY 12866 Re: Modified Entrance Layout - Revised Traffic Assessment and Sight Distance Analysis Proposed Stewart's Shop, 112 Maple Avenue, Voorheesville, NY CHA File: 31753 Dear Mr. Marshall: Subsequent to submission of the Traffic Impact Study dated November 2016 to the Village, the site access plan was revised to address comments from the Village and their engineer. As such, the concept plan has been revised from two full ingress/egress accesses to an entrance only driveway (west site driveway) and a full ingress/egress access (east site access). See Site Plan in Attachment A. This letter addresses the Village engineer's request for the revised level of service analysis and a sight distance evaluation. The revised traffic analysis also includes the traffic from the three residential subdivision projects in approval/ under construction in the Town of New Scotland that was previously addressed in the December 21, 2016 letter. Therefore, the revised analyses contained in this Traffic Assessment includes assessment of the study area intersections for the weekday AM and PM peak hours for the following conditions: 2017 No-Build (peak hour of adjacent street) 2017 Build (peak hour of adjacent street) 2017 No-Build (peak hour of school traffic) 2017 Build (peak hour of school traffic) A. UPDATED TRAFFIC ANALYSIS The updated 2017 No-Build condition was developed by applying the site generated traffic from the Kensington Woods (169 units located on Hilton Road), Le Vie Farms (18 units approved on Maple Avenue near the Colonie Country Club) and Country Club Estates (40 units near the Country Club) developments to the 2017 No-Build conditions contained in the November 29, 2016 TIS. The site generated traffic from these 3 developments that was incorporated into the updated 2017 No-Build condition was copied from the December 21, 2016 letter and is shown in Table 1 below. This is a conservative estimate of the specific project background site trips since it assumes full build out of Kensington Woods, as opposed to using Phase I only, and 100% of the traffic associated with specific movements at the SR 85A/ Hilton Road and SR 155 / CR 306 intersections. "Satisfying Our Clients with Dedicated People Committed to Total Quality" Ill Winners Circle, P.O. Box 5269, Albany, NY 12205-0269 T 518.453.4500 e F 518.458.1735 o www.chacompanies.com
Mr. Chuck Marshall Page 2 February 13, 2017 Table 1 Other Developments (Kensington, Le Vie, Country Club Estates) Site Generated Traffic Intersection Kensington Woods M ovemen t - Kensington Woods TIS Movement - Ste^vart's Study Area - NYS Route 85A AM Peak Hour PM Peak Hour Eastbound Westbound Eastbound Westbound SR 155/ CR 306 EB Through EB Through 1 5 WB Through WB Through 5 SR 85A /Hilton Rd EB Left EB Through 3 10 SB Right WB Through 9 Subtotal EB Through 4 15 WB Through 14 Subtotal (2-way) 18 24 LeVie & Country Club Estates 6 a 6 a TOTAL 24 30 a AM peak hour = 2 EB and 4 WB; PM peak hour = 4 EB and 2 WB. 3 6 9 Exhibits 1 and 2 show the updated 2017 No-Build weekday AM and PM peak hour volumes for the adjacent street peak hour and the school peak hour conditions, respectively. Exhibit 1 No-Build AM [PM] Adjacent Street Peak Hour Traffic Volumes t N ^o 0 c 0 [83] [220] 62 320 125 [315] F 284 [560] F 284 [560] V y V 159 [247] Maple Avenue V 0 [2] V 0 [6] [70] 55-3 [203] 257 J [422] 577 4 FS T [420] 577 - i r T [1] 0 i 0 0 [2] 0 i 0 0 [2] [0] [1] [2] 112 Maple Avenue - Existing Resaurant Legend: AM fpmf
Mr. Chuck Marshall Page 3 February 13, 2017 Exhibit 2 No-Build AM [PM] School Peak Hour Volumes t N -a m cc o Em [89] [207] 40 287 t< y - 142 [238] F LG 95 [208] Maple Avenue il 237 [446] 0 [0] - 237 [446] V 0 [2] [56] 61 -) [392] 490 - l 71 [392] 490 - [186] 203 y [1] 0 Si 0 0 [1] Oy [0] [1] Legend: AM [PM] 112 Maple Avenue - Existing Restaurant The site generated traffic volumes and overall distribution patterns remain the same as shown in the November 29, 2016 TIS. However, since the westerly site access is proposed as an entrance only site driveway, as opposed to the previously proposed full ingress/egress access, the volumes shown exiting the west site access were relocated to the east site access. Exhibit 3 below summarizes the combined site generated trips for the primary, pass-by and revised site accesses. Exhibit 3 Stew arts Combined Site Generated Traffic: Primary, Pass-By and Consolidated Exit only N c 0 a [10] 8 F 8 [10] F 15 [19] 7 [9] Maple Avenue tl 3 [4] -3 [-21] -32-3 II F -12 [-33] V 23 [47] IC 71 [9] 7 'Si [40] 47 y 0 [3] 2 Si 30 45 t_ [56] [37] ^Q u v StewantS ShopS umi Legend: AM [PM]
Mr. Chuck Marshall Page 4 February 13, 2017 The site generated traffic (Exhibit 3) was added to the updated 2017 weekday AM and PM peak hour No-Build volumes to represent the estimated future volume Build conditions for the site. Exhibit 4 shows the Build conditions for the peak of adjacent street and Exhibit 5 shows the Build conditions for the School peak. Although this is an existing site that currently generates some vehicular traffic, given its size and use, the volume is negligible in comparison to the adjacent street peak volumes, school peak volumes and the volumes generated by the project. As such, the Build site driveway volumes include the existing site driveway volumes and represents a conservative analysis. The 2017 weekday AM and PM School peak hour Build volumes are conservative in that the site generated traffic volumes that were added to the school peaks period condition are higher than would be expected during school peak hours. Exhibit 4 Build AM [PM] Adjacent Street Peak Hour Traffic Volumes t N m CC C E rcd Q [83] [230] 62 328 F 133 [325] F 299 [580] F 272 [527] V N V 166 [256] Maple Avenue V 3 [6] V 23 [53] [70] 55 -^ [401] 545 -! ^? [212] 264 N [41] 47 N [396] 543 - [5] 2 N T 30 45 [59] [39] Stewants Shops Legend: AM [PM]
Mr. Chuck Marshall Page 5 February 13, 2017 Exhibit 5 Build AM [PM] School Peak Hour Traffic Volumes g n N v CC EM a [89] [217] 40 295 F 150 [248] F 252 [465] - 225 [413] tl y V 102 [217] Maple Avenue ll 3 [4] V 23 [49] 1 0 [4] 2 N [56] 61-3 [371] 458 > [367] 456-3 [195] 210 f [41] 47 T 30 45 [56] [39] l Stewant8 Shops Legend: AM [PM Capacity analyses were performed for the above noted conditions for each of the study area intersections. Summaries of these analyses are provided in Error! Reference source not found.6 and Exhibit 7 for the weekday AM and PM peak hour of adjacent street traffic, respectively, and on Exhibit 8 and Exhibit 9 for the weekday AM and PM peak hour of school traffic, respectively. The capacity analysis reports are provided in Attachment B. Exhibit 6 Level of Service Summary se AM Adjacent Street Peak Hour NOVEMBER 2016 TIS FEBRUARY 2017 ANALYSIS a Intersection Street Approach Lane Group/ Movement 2017 No- Build 2017 Build 2017 No- Build 2017 Build 1 LOS Delay 2 LOS Delay Z LOS Delay Z LOS Delay z Maple Avenue EB LT B 12.4 B 12.9 B 12.7 B 13.3 TH A 9.7 B 10.1 A 10.0 B 10.4 Maple Avenue &Altamont Road Maple Avenue WB RT A 1.3 A 1.2 A 1.3 A 1.2 Maple Avenue & WestAccess Altamont Rd SB LT B 15.7 B 16.0 B 15.8 B 15.9 RT B 11.6 B 11.7 B 11.6 B 11.7 Maple Avenue WB LT NA A 0.1 NA A 0.1 West Site Access NB LT/RT A 0.0 B 14.7 A 0.0 NA Maple Avenue WB LT NA A 1.0 NA A 0.9 Maple Avenue & East Access East Site Access NB LT/RT A 0.0 C 15.8 A 0.0 C 16.6 ' LT- Left-turn, TH= Through, RT=Right-turn; LT/TH = shared Left and through, LT/RT = shared left and right-turn, TH/RT = shared through and right-turn ' Delay is in second/vehicle Includes 3 residential developments in No-Build/Build conditions and revision to site accesses; west access as entrance only and east access as full ingress/egress access
Mr. Chuck Marshall Page 6 February 13, 2017 Exhibit 7 Level of Service Summary - PM Adjacent Street Peak Hour NOVEMBER 2016 TIS FEBRUARY 2017 ANALYSIS a Intersection Street Approach Lane Group/ Movement 2017 No- Build 2017 Build 2017 No- Build 2017 Build ' LOS Delay a LOS Delay 2 LOS Delay 2 LOS Delay Z Maple Avenue EB LT B 10.4 B 10.6 B 10.6 B 10.8 TH A 9.4 A 9.6 A 9.6 A 9.8 Maple Avenue WB Maple Avenue & Altamont Road RT A 3.3 A 3.3 A 3.2 A 3.2 Maple Avenue & West Access Maple Avenue & East Access Altamont Rd SB LT B 15.1 B 15.5 B 15.5 B 15.9 RT B 13.8 B 13.9 B 13.9 B 14.0 Maple Avenue WB LT A 0.1 A 0.2 A 0.1 A 0.2 West Site Access NB LT/RT C 19.3 C 17.4 C 20.1 NA Maple Avenue WB LT A 0.2 A 1.3 A 0.2 A 1.3 East Site Access NB LT/RT B 13.7 C 20.8 B 14.0 C 24.0 LT - Left-turn, TH=Through, RT=Right-turn; LT/TH = shared Left and through, LT/AT=shared left and right-turn, TH/RT= shared through and right-turn Z Delay is in second/vehicle Includes 3 residential developments in No-Build/Build conditions and revision to site accesses; west access as entrance only and east access as full ingress/egress access Exhibit 8 Level of Service Summary - AM School Peak Hour NOVEMBER 2016 TIS FEBRUARY 2017 ANALYSIS Intersection Street Approach Lane Group/ Movement 2017 No- Build 2017 Build 2017 Noguild 2017 Build LOS Delay z LOS Delay Z LOS Delay 2 LOS Delay 2 Maple Avenue EB LT B 11.6 B 11.9 B 11.8 B 12.0 TH A 9.6 A 9.8 A 9.7 A 9.9 Maple Avenue WB Maple Avenue & Altamont Road RT A 2.6 A 2.6 A 2.6 A 2.5 Maple Avenue & West Access Maple Avenue & East Access Altamont Rd 5B LT B 17.0 B 17.4 B 17.2 B 17.4 RT B 13.0 B 13.1 B 13.1 B 13.1 Maple Avenue WB LT NA A 0.1 NA A 0.1 West Site Access NB LT/RT A 0.0 B 13.1 A 0.0 NA Maple Avenue WB LT NA A 1.0 NA A 1.0 East Site Access NB LT/RT A 0.0 B 13.9 A 0.0 B 14.4 LT - Left-turn, TH= Through, RT=Right-turn; LT/TH = shared Left and through, LT/RT =shared left and right-turn, TH/RT =shared through and right-turn z Delay is in second/vehicle Includes 3 residential developments in No-Build/Build conditions and revision to site accesses; west access as entrance only and east access as full ingress/egress access
Mr. Chuck Marshall Page 7 February 13, 2017 Exhibit 9 Level of Service Summary - PM School Peak Hour NOVEMBER 2016 TIS FEBRUARY 2017 ANALYSIS } Intersection Street Approach Lane Group/ Movement 2017 No- Build 2017 Build 2017 No- Build 2017 Build t LOS Delay 2 LOS Delay 2 LOS Delay 2 LOS Delay 2 Maple Avenue EB LT B 10.4 B 10.7 B 10.7 B 10.9 TH A 9.4 A 9.7 A 9.6 A 9.8 Maple Avenue WB Maple Avenue & Altamont Road RT A 3.1 A 3.1 A 3.1 A 3.0 Maple Avenue & West Access Altamont Rd SB LT B 15.2 B 15.6 B 15.6 B 15.8 RT B 13.9 B 14.0 B 14.0 B 14.0 Maple Avenue WB LT NA A 0.1 NA A 0.1 West Site Access NB LT/RT B 10.5 B 14.6 B 10.6 NA Maple Avenue WB LT A 0.1 A 1.3 A 0.1 A 1.3 Maple Avenue & East Access East Site Access NB LT/RT 8 10.6 C 17.3 B 10.7 C 18.9 ' LT - Left-turn, TH= Through, RT=Right-turn; LT/TH =shared Left and through, LT/RT =shared left and right-turn, TH/RT = shared through and right-turn 2 Delay is in second/vehicle 3 Includes 3 residential developments in No-Build/Build conditions and revision to site accesses; west access as entrance only and east access as full ingress/egress access The capacity analyses show that the LOS for all of the movements at the signalized intersection are estimated to remain the same LOS in the Build Condition as the LOS for the No-Build Condition for both the AM and PM peak hours of adjacent street peak and School peak hour traffic. Comparison of the Build analysis shows that there will be no degradation in LOS at the site driveways during the AM and PM peak periods for both the adjacent street peak and School peak hour traffic by consolidating the exiting movements to the easterly site access. The LOS for the two existing / proposed site driveways will continue to operate at LOS C or better during the AM and PM peak periods for both the adjacent street peak and School peak hour traffic. The project will not have a significant effect on traffic operations and no improvements are necessary or recommended. B. SIGHT DISTANCE ANALYSIS Sight distance was assessed for the proposed Stewart's driveways that are located in essentially the same location as the two existing full ingress/egress site accesses for the Smith's Tavern. As shown on the site plan, dated 2/6/2017, the proposed site accesses have been modified to an entrance only driveway (west site driveway) and a full ingress/egress access (east site access) on NYS Route 85A (Maple Avenue). The available sight distances were estimated from the following perspectives: Driver exiting the site onto Maple Avenue from the full access driveway looking left and right. Driver entering the site from Maple Avenue (left-turn) looking ahead toward opposing traffic from both entrance only access (west access) and full site access (east access). Stopping sight distance along NYS Route 85A. Maple Avenue is a two-lane roadway with a posted speed limit of 30 mph in front of the site accesses and has a posted school speed limit of 20 mph west of Altamont Road. The existing sight distances measured at the location of the proposed site access driveways were adjusted to account for limiting sight distance associated with vegetation, trees and their canopy. The adjusted existing sight distances were compared to the guidelines in the Association of State Highways and Transportation C 11
Mr. Chuck Marshall Page 8 February 13, 2017 Officials (AASHTO), A Policy on Geomet ric Design of Highways and Streets, 2011, for a design speed of 35 mph for Maple Avenue. This evaluation is summarized in Exhibit 10. Exhibit 10: Sight Distance Summary Intersection Sight Distance (in feet) i Left-turn from Site Driveway Stopping Sight Distance (SSD)(in feet) 2 Left-turn Right-turn from Location from Site Looking Looking Major Driveway From From Left Right Road (DO (Di) (DR) (Ds) West East West Access Available 3 450 330 525 NA NA NA (entrance only) Recommended 285 250 250 East Access (full Available 3 415 415 510 420 360 540 access) Recommended 335 390 390 285 250 250 1 Intersection sight distance is measured at 14.5 feet back from the travel way at an eye height of 3.5 feet and object height of 3.5 ft. 2 SSD - Stopping sight distance measured for a 2-foot object located in the path of westbound and eastbound vehicles. 3 Sight distance with assumed vegetation and tree canopy. This analysis indicates that the available sight distances for the proposed site accesses exceed the recommended minimum distances and no measures or improvements are necessary to accommodate sight distance. As shown in the above updated traffic analysis and the sight distance analysis, it is concluded that the Stewart's project will not have a significant effect on traffic operations at the Maple Avenue and Altamont Road intersection, at the site driveways or the adjacent street network. Therefore, no improvements are necessary or recommended. Please contact me at (518) 45378773 or clilholt@chacompanies.com if you have any questions. Christine L. olt, P.E., PTOE Traffic Engineer CJL/ Attachment A - Concept Site Plan Attachment B - Capacity Analyses \':\ProjectsWNY\K4\31753\Reports\Revised Traffic Assessment - February 2017\3 1753_L03_Marshall.docx
Attachment A Concept Site Plan CI V Stewart's Shops, Voorheesville, NY
I SiteStatistics: Current Zoning: Business District - Retail Businesses Parel Area: 63,035 s.f.,1.45 Acres Building Size: 3,675 s.f. Class I Minimum Lot Size wl off-site sewer and water: (required) 15,000 s.f., (provided) 63,035s,f, REFER TO SHEET C-608 FOR CURB LAYOUT AND DETAILS 18" VIDE STOP BAR DETECBBLE WARNING STRIP Lot Width: (required) 100 ft., (provided) 200 + ft. Front Yard Setback: (required) 25 ft., (provided) 25 ft. Side Yard Setback: (required) 20 ft., (provided) 20 ft. Rear Yard Setback: (required) 30 ft., (provided) 30 ft. Maximum Building Height: (required) 35 ft., (provided) 35 ft. O Off-Street Parking: 1 for each 200 s.f floor area (required 3,675 1 200 = 18.37 spaces (provided) 19 spaces water - connection to existing public water along Route 85A sanitary sewer - proposed gravity system connecting to existing manhole along Route 85A stormwater - on-site stormwater management 100 Year Floodplain Elevation: 331.0 (Based on Federal Emergency Management Agency, Albany County, NY, Flood Profiles, Vly Creek, 130P, the floodplain elevation range within this site is 330.8 to 331.0) Building Finish Floor Elevation: 333.5 = 2.5' above 100 yr floodplan elev. RETAINING WALL 4 Will ORNAMENTAL FENCE GAS VENT IN CANOPY COLUMN FUEL DISPENSER FUEL DISPENSER (3+1 DISPENSER WITH LOW FLOW DIESEL NOZZLE) BOLLARDS AT FUEL DISPENSER oe loedpmrn ^^Cleo. - CANOPY 26' x 80' RESESSED-l.ED.CAN^P}' LIGHTS - Ordinary High Water was based on a combination of field observations and hydraulic modeling performed by CHA STEWART'S 112 MAPLE AVENUE VOORHEESVILLE, N.Y. ::_:_::- ^ HEAVY DUTY -- IFHEEt STOPS TTMBER GMT RAIL C-604 PtE csa / DELINEATED BY CHA ^ _30>_REAR SETBACK,; _J ORDINARY HIGH MY CREEK SNOW REMOVAL NOTE: _GEC100RN00 -- -7\ SNOW WILL BE REMOVED FROM SITE AFTER PLOWING. NO ON-SITE SNOW STORAGE IS PROPOSED. F,. ) / 0 \\ 2l Scle in feet I0
Attachment B Capacity Analyses Stewart's Shops, Voorheesville, NY
HCM Signalized Intersection Capacity Analysis 1: Maple Ave/ Maple Ave & Altamont Rd f No-Build AM (Consolidated Drwys) 2/6/2017 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ' Volume (vph) 55 257 159 125 320 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 11 12 12 Total Lost time (s) 6.0 6.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1811 1827 1459 1752 1495 Flt Permitted 0.91 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1658 1827 1459 1752 1495 Peak-hour factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Adj. Flow (vph) 69 321 199 156 400 78 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 0 390 199 156 400 78 Heavy Vehicles (%) 4% 4% 4% 7% 3% 8% Turn Type Perm NA NA pm+ov Prot Perm Protected Phases 1 5 3 3 Permitted Phases 1 5 3 Actuated Green, G (s) 23.3 23.3 42.6 19.3 19.3 Effective Green, g (s) 23.3 23.3 42.6 19.3 19.3 Actuated g/c Ratio 0.43 0.43 0.79 0.36 0.36 Clearance Time (s) 6.0 6.0 5.0 5.0 5.0 Vehicle Extension (s) 5.0 5.0 2.0 2.0 2.0 Lane Grp Cap (vph) 720 794 1295 630 538 v/s Ratio Prot 0.11 0.04 c0.23 v/s Ratio Perm c0.24 0.06 0.05 v/c Ratio 0.54 0.25 0.12 0.63 0.14 Uniform Delay, dl 11.2 9.6 1.2 14.2 11.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 0.3 0.0 1.5 0.0 Delay (s) 12.7 10.0 1.3 15.8 11.6 Level of Service B A A B B Approach Delay (s) 12.7 6.1 15.1 Approach LOS B A B HCM 2000 Control Delay 11.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 53.6 Sum of lost time (s) 13.0 Intersection Capacity Utilization 61.0% ICU Level of Service B c Critical Lane Group 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 1
HCM Unsignalized Intersection Capacity Analysis No-Build AM (Consolidated Drwys) 6: West Access & Maple Ave/Maple Ave 2/6/2017 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 627 309 0 Volume Left 0 0 0 Volume Right 0 0 0 csh 1700 942 1700 Volume to Capacity 0.37 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 0.0 0.0 0.0 Approach LOS A 4 EBT EBR WBL WBT NBL NBR 4 V 577 0 0 284 0 0 Free Free Stop 0% 0% 0% Movement Lane Configurations Volume (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) 290 627 0 0 309 0 0 px, platoon unblocked 0.90 0.90 0.90 vc, conflicting volume 627 936 627 vcl, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 526 870 526 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cm capacity (veh/h) 942 291 498 Average Delay 0.0 Intersection Capacity Utilization 33.7% ICU Level of Service A 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 2
HCM Unsignalized Intersection Capacity Analysis 8: East Access & Maple Ave 4 t Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4 V Volume (veh/h) 577 0 0 284 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) 627 0 0 309 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) 380 px, platoon unblocked 0.91 0.91 0.91 vc, conflicting volume 627 936 627 vcl, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 542 881 542 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cm capacity (veh/h) 945 291 496 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 627 309 0 Volume Left 0 0 0 Volume Right 0 0 0 csh 1700 945 1700 Volume to Capacity 0.37 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 0.0 0.0 0.0 Approach LOS A Average Delay 0.0 Intersection Capacity Utilization 33.7% ICU Level of Service A 0 No-Build AM (Consolidated Drwys) 2/6/2017 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 3
HCM Signalized Intersection Capacity Analysis 1: Maple Ave & Altamont Rd No-Build PM (Consolidated Drwys) 2/8/2017 Movement EBL EBT WBT WBR SBL SBR Lane Configurations + Volume (vph) 70 203 247 315 220 83 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 11 12 12 Total Lost time (s) 6.0 6.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1777 1845 1531 1770 1568 Fit Permitted 0.85 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1530 1845 1531 1770 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 74 214 260 332 232 87 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 0 288 260 332 232 87 Heavy Vehicles (%) 13% 3% 3% 2% 2% 3% Turn Type Perm NA NA pm+ov Prot Perm Protected Phases 1 5 3 3 Permitted Phases 1 5 3 Actuated Green, G (s) 19.6 19.6 31.3 11.7 11.7 Effective Green, g (s) 19.6 19.6 31.3 11.7 11.7 Actuated g/c Ratio 0.42 0.42 0.67 0.25 0.25 Clearance Time (s) 6.0 6.0 5.0 5.0 5.0 Vehicle Extension (s) 5.0 5.0 2.0 2.0 2.0 Lane Grp Cap (vph) 644 777 1030 445 394 v/s Ratio Prot 0.14 0.08 c0.13 v/s Ratio Perm c0.19 0.14 0.06 v/c Ratio 0.45 0.33 0.32 0.52 0.22 Uniform Delay, dl 9.6 9.1 3.2 15.0 13.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.5 0.1 0.5 0.1 Delay (s) 10.6 9.6 3.2 15.5 13.9 Level of Service B A A B B Approach Delay (s) 10.6 6.0 15.1 Approach LOS B A B HCM 2000 Control Delay 9.5 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 46.5 Sum of lost time (s) 13.0 Intersection Capacity Utilization 53.9% ICU Level of Service A c Critical Lane Group 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 1
HCM Unsignalized Intersection Capacity Analysis No-Build PM (Consolidated Drwys) 6: West Access & Maple Ave 2/8/2017 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4 V Volume (veh/h) 422 1 2 560 2 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) 459 1 2 609 2 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) 290 px, platoon unblocked vc, conflicting volume vc1,stage 1 conf vol vc2,stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # EB 1 WB 1 NB 1 Volume Total 460 611 2 Volume Left 0 2 2 Volume Right 1 0 0 csh 1700 1106 241 Volume to Capacity 0.27 0.00 0.01 Queue Length 95th (ft) 0 0 1 Control Delay (s) 0.0 0.1 20.1 Lane LOS A C Approach Delay (s) 0.0 0.1 20.1 Approach LOS C 0.95 0.95 0.95 460 1072 459 404 1050 404 4.1 6.4 6.2 2.2 3.5 3.3 100 99 100 1106 241 618 Average Delay 0.1 Intersection Capacity Utilization 41.1% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 2
HCM Unsignalized Intersection Capacity Analysis No-Build PM (Consolidated Drwys) 8: East Acces & Maple Ave 2/8/2017 -- C 4 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4 Volume (veh/h) 420 2 6 560 1 2 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) 457 2 7 609 1 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume vcl, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) 380 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 459 615 3 Volume Left 0 7 1 Volume Right 2 0 2 csh 1700 1109 404 Volume to Capacity 0.27 0.01 0.01 Queue Length 95th (ft) 0 0 1 Control Delay (s) 0.0 0.2 14.0 Lane LOS A B Approach Delay (s) 0.0 0.2 14.0 Approach LOS B 0.97 0.97 0.97 459 1079 458 427 1067 426 4.1 6.4 6.2 2.2 3.5 3.3 99 100 100 1109 239 614 Average Delay 0.1 Intersection Capacity Utilization 44.3% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 3
HCM Signalized Intersection Capacity Analysis 1: Maple Ave & Altamont Rd Build AM (Consolidated Drwys) 2/6/2017 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 Volume (vph) 55 264 166 133 328 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 11 12 12 Total Lost time (s) 6.0 6.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1811 1827 1459 1752 1495 Fit Permitted 0.91 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1658 1827 1459 1752 1495 Peak-hour factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Adj. Flow (vph) 69 330 208 166 410 78 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 0 399 208 166 410 78 Heavy Vehicles (%) 4% 4% 4% 7% 3% 8% Turn Type Perm NA NA pm+ov Prot Perm Protected Phases 1 5 3 3 Permitted Phases 1 5 3 Actuated Green, G (s) 24.0 24.0 44.4 20.4 20.4 Effective Green, g (s) 24.0 24.0 44.4 20.4 20.4 Actuated g/c Ratio 0.43 0.43 0.80 0.37 0.37 Clearance Time (s) 6.0 6.0 5.0 5.0 5.0 Vehicle Extension (s) 5.0 5.0 2.0 2.0 2.0 Lane Grp Cap (vph) 718 791 1300 645 550 v/s Ratio Prot 0.11 0.05 c0.23 v/s Ratio Perm c0.24 0.07 0.05 v/c Ratio 0.56 0.26 0.13 0.64 0.14 Uniform Delay, dl 11.7 10.0 1.2 14.4 11.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.4 0.0 1.5 0.0 Delay (s) 13.3 10.4 1.2 15.9 11.7 Level of Service B B A B B Approach Delay (s) 13.3 6.3 15.3 Approach LOS B A B HCM 2000 Control Delay 12.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 55.4 Sum of lost time (s) 13.0 Intersection Capacity Utilization 61.8% ICU Level of Service B c Critical Lane Group 4/ 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 1
HCM Unsignalized Intersection Capacity Analysis Build AM (Consolidated Drwys) 6: West Access & Maple Ave 2/6/2017 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1 4 Volume 45 (veh/h) 47 3 299 0 0 Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume vcl, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Free 0% 592 290 51 3 0.89 643 536 4.1 2.2 100 926 Free 0% 325 Stop 0% 0 0.89 949 880 6.4 3.5 100 283 0 0.89 618 507 6.2 3.3 100 506 Direction, Lane # EB 1 WB 1 Volume Total 643 328 Volume Left 0 3 Volume Right 51 0 csh 1700 926 Volume to Capacity 0.38 0.00 Queue Length 95th (ft) 0 0 Control Delay (s) 0.0 0.1 Lane LOS A Approach Delay (s) 0.0 0.1 Approach LOS Average Delay 0.0 Intersection Capacity Utilization 34.9% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 2
HCM Unsignalized Intersection Capacity Analysis Build AM (Consolidated Drwys) 8: East Access & Maple Ave 2/6/2017 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4 V Volume (veh/h) 543 2 23 272 30 45 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) 590 2 25 296 33 49 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) 380 px, platoon unblocked 0.93 0.93 0.93 vc, conflicting volume 592 937 591 vcl, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 520 892 518 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p0 queue free % 97 89 91 cm capacity (veh/h) 978 284 520 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 592 321 82 Volume Left 0 25 33 Volume Right 2 0 49 csh 1700 978 390 Volume to Capacity 0.35 0.03 0.21 Queue Length 95th (ft) 0 2 19 Control Delay (s) 0.0 0.9 16.6 Lane LOS A C Approach Delay (s) 0.0 0.9 16.6 Approach LOS C Average Delay 1.7 Intersection Capacity Utilization 44.4% ICU Level of Service A 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 3
HCM Signalized Intersection Capacity Analysis Build PM (Consolidated Drwys) 1: Maple Ave & Altamont Rd 2/6/2017 Movement EBL EBT WBT WBR SBL SBR Lane Configurations + ' Volume (vph) 70 212 256 325 230 83 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 11 12 12 Total Lost time (s) 6.0 6.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 Fit Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1779 1845 1531 1770 1568 Flt Permitted 0.85 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1535 1845 1531 1770 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 74 223 269 342 242 87 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 0 297 269 342 242 87 Heavy Vehicles (%) 13% 3% 3% 2% 2% 3% Turn Type Perm NA NA pm+ov Prot Perm Protected Phases 1 5 3 3 Permitted Phases 1 5 3 Actuated Green, G (s) 20.2 20.2 32.4 12.2 12.2 Effective Green, g (s) 20.2 20.2 32.4 12.2 12.2 Actuated g/c Ratio 0.42 0.42 0.68 0.26 0.26 Clearance Time (s) 6.0 6.0 5.0 5.0 5.0 Vehicle Extension (s) 5.0 5.0 2.0 2.0 2.0 Lane Grp Cap (vph) 651 782 1042 453 401 v/s Ratio Prot 0.15 0.08 c0.14 v/s Ratio Perm c0.19 0.14 0.06 v/c Ratio 0.46 0.34 0.33 0.53 0.22 Uniform Delay, dl 9.8 9.2 3.1 15.3 13.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.6 0.1 0.6 0.1 Delay (s) 10.8 9.8 3.2 15.9 14.0 Level of Service B A A B B Approach Delay (s) 10.8 6.1 15.4 Approach LOS B A B Intersection Summa HCM 2000 Control Delay 9.7 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 47.6 Sum of lost time (s) 13.0 Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 1
HCM Unsignalized Intersection Capacity Analysis Build PM (Consolidated Drwys) 6: West Access & Maple Ave 2/6/2017 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4 Volume (veh/h) 401 41 6 580 0 0 Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume vcl, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Free 0% 436 290 45 7 0.94 480 417 4.1 2.2 99 1085 Free 0% 630 Stop 0% 0 0.94 1102 1077 6.4 3.5 100 229 0 0.94 458 393 6.2 3.3 100 621 Direction, Lane # EB 1 WB 1 Volume Total 480 637 Volume Left 0 7 Volume Right 45 0 csh 1700 1085 Volume to Capacity 0.28 0.01 Queue Length 95th (ft) 0 0 Control Delay (s) 0.0 0.2 Lane LOS A Approach Delay (s) 0.0 0.2 Approach LOS Average Delay 0.1 Intersection Capacity Utilization 38.6% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 2
HCM Unsignalized Intersection Capacity Analysis 8: East Access & Maple Ave Build PM (Consolidated Drwys) 2/6/2017 Movement Lane Configurations Volume (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type -II. Median storage veh) Upstream signal (ft) 380 px, platoon unblocked vc, conflicting volume vcl, stage 1 conf vol vc2, stage 2 conf vol Sr- 4\ EBT EBR WBL WBT NBL 4 V 396 5 53 527 59 Free Free Stop 0% 0% 0% 430 5 58 573 64 p NBR 42 0.99 0.99 0.99 436 1121 433 vcu, unblocked vol 426 1118 424 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p0 queue free % 95 71 93 cm capacity (veh/h) 1134 218 629 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 436 630 107 Volume Left 0 58 64 Volume Right 5 0 42 csh 1700 1134 294 Volume to Capacity 0.26 0.05 0.36 Queue Length 95th (ft) 0 4 40 Control Delay (s) 0.0 1.3 24.0 Lane LOS A C Approach Delay (s) 0.0 1.3 24.0 Approach LOS C Average Delay 2.9 Intersection Capacity Utilization 67.5% ICU Level of Service C 39 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 3
HCM Signalized Intersection Capacity Analysis No-Build AM - School Pk (consolidated drwys) 1: Maple Ave & Altamont Rd 2/6/2017 Movement EBL EBT WBT WBR SBL SBR Lane Configurations a' + 1 pt Volume (vph) 61 203 95 142 287 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 11 12 12 Total Lost time (s) 6.0 6.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1836 1696 1501 1752 1337 Flt Permitted 0.90 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1678 1696 1501 1752 1337 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 69 228 107 160 322 45 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 0 297 107 160 322 45 Confl. Peds. (#/hr) 2 Heavy Vehicles (%) 0% 3% 12% 4% 3% 18% Turn Type Perm NA NA pm+ov Prot Perm Protected Phases 1 5 3 3 Permitted Phases 1 5 3 Actuated Green, G (s) 20.5 20.5 35.3 14.8 14.8 Effective Green, g (s) 20.5 20.5 35.3 14.8 14.8 Actuated g/c Ratio 0.41 0.41 0.70 0.29 0.29 Clearance Time (s) 6.0 6.0 5.0 5.0 5.0 Vehicle Extension (s) 5.0 5.0 2.0 2.0 2.0 Lane Grp Cap (vph) 681 688 1049 513 391 v/s Ratio Prot 0.06 0.04 co.18 v/s Ratio Perm co.18 0.06 0.03 v/c Ratio 0.44 0.16 0.15 0.63 0.12 Uniform Delay, dl 10.8 9.5 2.6 15.5 13.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.2 0.0 1.7 0.0 Delay (s) 11.8 9.7 2.6 17.2 13.1 Level of Service B A A B B Approach Delay (s) 11.8 5.4 16.7 Approach LOS B A B HCM 2000 Control Delay 11.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 50.5 Sum of lost time (s) 13.0 Intersection Capacity Utilization 45.8% ICU Level of Service A c Critical Lane Group 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 1
HCM Unsignalized Intersection Capacity Analysis No-Build AM - School Pk (consolidated drwys) 6: West Access & Maple Ave 2/6/2017 Movement Lane Configurations Volume (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume vcl, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) 4 4 EBT EBR WBL WBT NBL NBR 4 'f 490 Free 0% 533 0 0 0 0 237 Free 0% 258 0 Stop 0% 0 0 0 290 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 533 258 0 Volume Left 0 0 0 Volume Right 0 0 0 csh 1700 1035 1700 Volume to Capacity 0.31 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 0.0 0.0 0.0 Approach LOS A 0.93 0.93 0.93 533 790 533 464 740 464 4.1 6.4 6.2 2.2 3.5 3.3 100 100 100 1035 362 562 Average Delay 0.0 Intersection Capacity Utilization 29.1% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 2
HCM Unsignalized Intersection Capacity Analysis No-Build AM - School Pk (consolidated drwys) 8: East Access & Maple Ave 2/6/2017 4- Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4 V Volume (veh/h) 490 0 0 237 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) 533 0 0 258 0 0 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) 380 px, platoon unblocked 0.95 0.95 0.95 vc, conflicting volume 533 790 533 vcl, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 482 753 482 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cm capacity (veh/h) 1037 361 559 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 533 258 0 Volume Left 0 0 0 Volume Right 0 0 0 csh 1700 1037 1700 Volume to Capacity 0.31 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 0.0 0.0 0.0 Approach LOS A Average Delay 0.0 Intersection Capacity Utilization 29.1% ICU Level of Service A 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 3
HCM Signalized Intersection Capacity Analysis No-Build PM - School Peak (Consolidated Drwys) 1: Maple Ave & Altamont Rd 2/6/2017 4- Lane Configurations ' + Volume (vph) 56 186 208 Ideal Flow (vphpl) 1900 1900 1900 Lane Width 12 12 12 Total Lost time (s) 6.0 6.0 Lane Util. Factor 1.00 1.00 Frt 1.00 1.00 Fit Protected 0.99 1.00 Satd. Flow (prot) 1728 1810 Fit Permitted 0.87 1.00 Satd. Flow (perm) 1524 1810 Peak-hour factor, PHF 0.86 0.86 0.86 Adj. Flow (vph) 65 216 242 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 281 242 Heavy Vehicles (%) 11% 8% 5% Turn Type Perm NA NA Protected Phases 1 5 Permitted Phases 1 Actuated Green, G (s) 19.6 19.6 Effective Green, g (s) 19.6 19.6 Actuated g/c Ratio 0.42 0.42 Clearance Time (s) 6.0 6.0 Vehicle Extension (s) 5.0 5.0 Lane Grp Cap (vph) 638 758 v/s Ratio Prot 0.13 v/s Ratio Perm c0.18 v/c Ratio 0.44 0.32 Uniform Delay, dl 9.7 9.1 Progression Factor 1.00 1.00 Incremental Delay, d2 1.0 0.5 Delay (s) 10.7 9.6 Level of Service B A Approach Delay (s) 10.7 6.1 Approach LOS B A 238 207 89 1900 1900 1900 11 12 12 5.0 5.0 5.0 1.00 1.00 1.00 0.85 1.00 0.85 1.00 0.95 1.00 1516 1770 1538 1.00 0.95 1.00 1516 1770 1538 0.86 0.86 0.86 277 241 103 0 0 0 277 241 103 3% 2% 5% pm+ov Prot Perm 3 3 5 3 31.6 12.0 12.0 31.6 12.0 12.0 0.68 0.26 0.26 5.0 5.0 5.0 2.0 2.0 2.0 1023 453 394 0.07 c0.14 0.11 0.07 0.27 0.53 0.26 3.0 15.0 13.9 1.00 1.00 1.00 0.1 0.6 0.1 3.1 15.6 14.0 A B B 15.1 B HCM 2000 Control Delay 10.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 46.8 Sum of lost time (s) 13.0 Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 1
HCM Unsignalized Intersection Capacity Analysis No-Build PM - School Peak (Consolidated Drwys) 6: West Access & Maple Ave 2/6/2017 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 427 485 1 Volume Left 0 0 0 Volume Right 1 0 1 csh 1700 1140 642 Volume to Capacity 0.25 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.0 10.6 Lane LOS B Approach Delay (s) 0.0 0.0 10.6 Approach LOS B t EBT EBR WBL WBT NBL NBR 4 ' 392 1 0 446 0 1 Free Free Stop 0% 0% 0% 426 1 0 485 0 1 Movement Lane Configurations Volume (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) 290 px, platoon unblocked 0.96 0.96 0.96 vc, conflicting volume 427 911 427 vcl, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 386 889 385 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cm capacity (veh/h) 1140 305 642 Average Delay 0.0 Intersection Capacity Utilization 33.5% ICU Level of Service A 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 2
HCM Unsignalized Intersection Capacity Analysis No-Build PM - School Peak (Consolidated Drwys) 8: East Access & Maple Ave 2/6/2017 1-4\ /0' Movement EBT EBR WBL WBT NBL NBR Lane Configurations '* 4 V Volume (veh/h) 392 1 2 446 0 1 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) 426 1 2 485 0 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) 380 px, platoon unblocked vc, conflicting volume vcl, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # EB 1 WB 1 NB 1 Volume Total 427 487 1 Volume Left 0 2 0 Volume Right 1 0 1 csh 1700 1142 635 Volume to Capacity 0.25 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.1 10.7 Lane LOS A B Approach Delay (s) 0.0 0.1 10.7 Approach LOS B 0.99 0.99 0.99 427 916 427 414 908 413 4.1 6.4 6.2 2.2 3.5 3.3 100 100 100 1142 304 635 Average Delay 0.0 Intersection Capacity Utilization 35.1% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 3
HCM Signalized Intersection Capacity Analysis Build AM - School Pk (Consolidated Drwys) 1: Maple Ave/ Maple Ave & Altamont Rd 2/6/2017 Movement EBL EBT WBT WBR Lane Configurations ' + Volume (vph) 61 210 102 150 Ideal Flow (vphpl) 1900 1900 1900 1900 Lane Width 12 12 12 11 Total Lost time (s) 6.0 6.0 5.0 Lane Util. Factor 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 Frt 1.00 1.00 0.85 Fit Protected 0.99 1.00 1.00 Satd. Flow (prot) 1836 1696 1501 Flt Permitted 0.90 1.00 1.00 Satd. Flow (perm) 1679 1696 1501 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 Adj. Flow (vph) 69 236 115 169 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 0 305 115 169 Confl. Peds. (#/hr) Heavy Vehicles (%) 0% 3% 12% 4% Turn Type Perm NA NA pm+ov Protected Phases 1 5 3 Permitted Phases 1 5 Actuated Green, G (s) 20.8 20.8 36.0 Effective Green, g (s) 20.8 20.8 36.0 Actuated g/c Ratio 0.41 0.41 0.70 Clearance Time (s) 6.0 6.0 5.0 Vehicle Extension (s) 5.0 5.0 2.0 Lane Grp Cap (vph) 683 690 1057 v/s Ratio Prot 0.07 0.05 v/s Ratio Perm c0.18 0.07 v/c Ratio 0.45 0.17 0.16 Uniform Delay, dl 11.0 9.6 2.5 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.2 0.0 Delay (s) 12.0 9.9 2.5 Level of Service B A A Approach Delay (s) 12.0 5.5 Approach LOS B A SBL SBR 295 40 1900 1900 12 12 5.0 5.0 1.00 1.00 1.00 0.98 1.00 1.00 1.00 0.85 0.95 1.00 1752 1337 0.95 1.00 1752 1337 0.89 0.89 331 45 0 0 331 45 2 3% 18% Prot Perm 3 3 15.2 15.2 15.2 15.2 0.30 0.30 5.0 5.0 2.0 2.0 521 397 c0.19 0.03 0.64 0.11 15.5 13.1 1.00 1.00 1.9 0.0 17.4 13.1 B B 16.9 B HCM 2000 Control Delay 12.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 51.1 Sum of lost time (s) 13.0 Intersection Capacity Utilization 46.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 1
HCM Unsignalized Intersection Capacity Analysis Build AM - School Pk (Consolidated Drwys) 6: West Access & Maple Ave/Maple Ave 2/6/2017 4 r0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations '+ 4 Volume (veh/h) 458 47 3 252 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) 498 51 3 274 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) 290 px, platoon unblocked vc, conflicting volume vcl, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # EB 1 WB 1 Volume Total 549 277 Volume Left 0 3 Volume Right 51 0 csh 1700 1018 Volume to Capacity 0.32 0.00 Queue Length 95th (ft) 0 0 Control Delay (s) 0.0 0.1 Lane LOS A Approach Delay (s) 0.0 0.1 Approach LOS 0.93 0.93 0.93 549 804 523 475 750 447 4.1 6.4 6.2 2.2 3.5 3.3 100 100 100 1018 353 571 Average Delay 0.0 Intersection Capacity Utilization 30.3% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 2
HCM Unsignalized Intersection Capacity Analysis Build AM - School Pk (Consolidated Drwys) 8: East Access & Maple Ave 2/6/2017 c 4-4 p Movement EBT EBR WBL WBT NBL NBR Lane Configurations 't 4 Volume (veh/h) 456 2 23 225 Sign Control Free Free Grade 0% 0% Peak Hour Factor Hourly flow rate (vph) 496 2 25 245 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) 380 px, platoon unblocked vc, conflicting volume vcl, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # EB 1 WB 1 NB 1 Volume Total 498 270 82 Volume Left 0 25 33 Volume Right 2 0 49 csh 1700 1072 462 Volume to Capacity 0.29 0.02 0.18 Queue Length 95th (ft) 0 2 16 Control Delay (s) 0.0 1.0 14.4 Lane LOS A B Approach Delay (s) 0.0 1.0 14.4 Approach LOS B 30 45 Stop 0% 33 49 0.97 0.97 0.97 498 791 497 465 768 464 4.1 6.4 6.2 2.2 3.5 3.3 98 91 92 1072 352 583 Average Delay 1.7 Intersection Capacity Utilization 42.1% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 3
HCM Signalized Intersection Capacity Analysis Build PM - School Peak (Consolidated Drwys) 1: Maple Ave & Altamont Rd 2/6/2017 f _, i_ k \if. 4/ Movement EBL EBT WBT WBR SBL SBR Lane Configurations ' + Volume (vph) 56 195 217 248 217 89 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 11 12 12 Total Lost time (s) 6.0 6.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1729 1810 1516 1770 1538 Flt Permitted 0.87 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1528 1810 1516 1770 1538 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 65 227 252 288 252 103 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 0 292 252 288 252 103 Heavy Vehicles (%) 11% 8% 5% 3% 2% 5% Turn Type Perm NA NA pm+ov Prot Perm Protected Phases 1 5 3 3 Permitted Phases 1 5 3 Actuated Green, G (s) 20.0 20.0 32.4 12.4 12.4 Effective Green, g (s) 20.0 20.0 32.4 12.4 12.4 Actuated g/c Ratio 0.42 0.42 0.68 0.26 0.26 Clearance Time (s) 6.0 6.0 5.0 5.0 5.0 Vehicle Extension (s) 5.0 5.0 2.0 2.0 2.0 Lane Grp Cap (vph) 643 762 1034 462 401 vls Ratio Prot 0.14 0.07 c0.14 v/s Ratio Perm c0.19 0.12 0.07 v/c Ratio 0.45 0.33 0.28 0.55 0.26 Uniform Delay, dl 9.8 9.2 3.0 15.1 13.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.5 0.1 0.7 0.1 Delay (s) 10.9 9.8 3.0 15.8 14.0 Level of Service B A A B B Approach Delay (s) 10.9 6.2 15.3 Approach LOS B A B HCM 2000 Control Delay 10.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 47.5 Sum of lost time (s) 13.0 Intersection Capacity Utilization 52.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 1
HCM Unsignalized Intersection Capacity Analysis Build PM - School Peak (Consolidated Drwys) 6: West Access & Maple Ave 2/6/2017 Movement Lane Configurations Volume (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume vcl, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) ' 4 EBT EBR WBL WBT NBL NBR ') 4 371 41 4 465 0 0 Free Free Stop 0% 0% 0% 403 45 4 505 0 0 290 Direction, Lane # EB 1 WB 1 Volume Total 448 510 Volume Left 0 4 Volume Right 45 0 csh 1700 1118 Volume to Capacity 0.26 0.00 Queue Length 95th (ft) 0 0 Control Delay (s) 0.0 0.1 Lane LOS A Approach Delay (s) 0.0 0.1 Approach LOS 0.95 0.95 0.95 448 940 426 396 912 372 4.1 6.4 6.2 2.2 3.5 3.3 100 100 100 1118 291 646 Average Delay 0.1 Intersection Capacity Utilization 31.0% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 2
HCM Unsignalized Intersection Capacity Analysis Build PM - School Peak (Consolidated Drwys) 8: East Access & Maple Ave 2/6/2017 4-4 t Movement Lane Configurations Volume (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume vcl, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) EBT EBR WBL WBT NBL NBR 4 I 367 4 49 413 56 39 Free Free Stop 0% 0% 0% 399 4 53 449 61 42 380 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 403 502 103 Volume Left 0 53 61 Volume Right 4 0 42 csh 1700 1166 361 Volume to Capacity 0.24 0.05 0.29 Queue Length 95th (ft) 0 4 29 Control Delay (s) 0.0 1.3 18.9 Lane LOS A C Approach Delay (s) 0.0 1.3 18.9 Approach LOS C 403 957 401 403 957 401 4.1 6.4 6.2 2.2 3.5 3.3 95 78 94 1166 275 653 Average Delay 2.6 Intersection Capacity Utilization 59.5% ICU Level of Service B 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 3