February 13, Mr. Chuck Marshall Stewart's Shops Corp. PO Box 435 Saratoga Springs, NY 12866

Transcription

1 February 13, 2017 Mr. Chuck Marshall Stewart's Shops Corp. PO Box 435 Saratoga Springs, NY Re: Modified Entrance Layout - Revised Traffic Assessment and Sight Distance Analysis Proposed Stewart's Shop, 112 Maple Avenue, Voorheesville, NY CHA File: 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 T e F o

2 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) LeVie & Country Club Estates 6 a 6 a TOTAL a AM peak hour = 2 EB and 4 WB; PM peak hour = 4 EB and 2 WB 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] [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] FS T [420] 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

3 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] t< y [238] F LG 95 [208] Maple Avenue il 237 [446] 0 [0] [446] V 0 [2] [56] 61 -) [392] l 71 [392] [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] II F -12 [-33] V 23 [47] IC 71 [9] 7 'Si [40] 47 y 0 [3] 2 Si t_ [56] [37] ^Q u v StewantS ShopS umi Legend: AM [PM]

4 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] 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] [5] 2 N T [59] [39] Stewants Shops Legend: AM [PM]

5 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] F 150 [248] F 252 [465] [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] [195] 210 f [41] 47 T [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

6 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

7 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 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

8 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 NA NA NA (entrance only) Recommended East Access (full Available access) Recommended 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) 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

9 Attachment A Concept Site Plan CI V Stewart's Shops, Voorheesville, NY

10 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) 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, = 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: (Based on Federal Emergency Management Agency, Albany County, NY, Flood Profiles, Vly Creek, 130P, the floodplain elevation range within this site is to 331.0) Building Finish Floor Elevation: = 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: _GEC100RN \ SNOW WILL BE REMOVED FROM SITE AFTER PLOWING. NO ON-SITE SNOW STORAGE IS PROPOSED. F,. ) / 0 \\ 2l Scle in feet I0

11 Attachment B Capacity Analyses Stewart's Shops, Voorheesville, NY

12 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) Ideal Flow (vphpl) Lane Width Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Heavy Vehicles (%) 4% 4% 4% 7% 3% 8% Turn Type Perm NA NA pm+ov Prot Perm Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/c Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot c0.23 v/s Ratio Perm c v/c Ratio Uniform Delay, dl Progression Factor Incremental Delay, d Delay (s) Level of Service B A A B B Approach Delay (s) 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

13 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 Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS A Approach Delay (s) Approach LOS A 4 EBT EBR WBL WBT NBL NBR 4 V 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) 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) Average Delay 0.0 Intersection Capacity Utilization 33.7% ICU Level of Service A 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 2

14 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) Sign Control Free Free Stop Grade 0% 0% 0% 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) 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 Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS A Approach Delay (s) 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/ : Stewarts, Voorheesville Synchro 8 Report CHA Page 3

15 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) Ideal Flow (vphpl) Lane Width Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Heavy Vehicles (%) 13% 3% 3% 2% 2% 3% Turn Type Perm NA NA pm+ov Prot Perm Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/c Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot c0.13 v/s Ratio Perm c v/c Ratio Uniform Delay, dl Progression Factor Incremental Delay, d Delay (s) Level of Service B A A B B Approach Delay (s) 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

16 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) Sign Control Free Free Stop Grade 0% 0% 0% 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 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 Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS A C Approach Delay (s) Approach LOS C Average Delay 0.1 Intersection Capacity Utilization 41.1% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 2

17 HCM Unsignalized Intersection Capacity Analysis No-Build PM (Consolidated Drwys) 8: East Acces & Maple Ave 2/8/ C 4 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4 Volume (veh/h) Sign Control Free Free Stop Grade 0% 0% 0% 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) 380 Direction, Lane # EB 1 WB 1 NB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS A B Approach Delay (s) Approach LOS B Average Delay 0.1 Intersection Capacity Utilization 44.3% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 3

18 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) Ideal Flow (vphpl) Lane Width Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Heavy Vehicles (%) 4% 4% 4% 7% 3% 8% Turn Type Perm NA NA pm+ov Prot Perm Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/c Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot c0.23 v/s Ratio Perm c v/c Ratio Uniform Delay, dl Progression Factor Incremental Delay, d Delay (s) Level of Service B B A B B Approach Delay (s) 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

19 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) 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% Free 0% 325 Stop 0% Direction, Lane # EB 1 WB 1 Volume Total Volume Left 0 3 Volume Right 51 0 csh Volume to Capacity Queue Length 95th (ft) 0 0 Control Delay (s) Lane LOS A Approach Delay (s) 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

20 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) Sign Control Free Free Stop Grade 0% 0% 0% 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) 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 Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS A C Approach Delay (s) 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

21 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) Ideal Flow (vphpl) Lane Width Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Heavy Vehicles (%) 13% 3% 3% 2% 2% 3% Turn Type Perm NA NA pm+ov Prot Perm Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/c Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot c0.14 v/s Ratio Perm c v/c Ratio Uniform Delay, dl Progression Factor Incremental Delay, d Delay (s) Level of Service B A A B B Approach Delay (s) 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

22 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) 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% Free 0% 630 Stop 0% Direction, Lane # EB 1 WB 1 Volume Total Volume Left 0 7 Volume Right 45 0 csh Volume to Capacity Queue Length 95th (ft) 0 0 Control Delay (s) Lane LOS A Approach Delay (s) 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

23 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 Free Free Stop 0% 0% 0% p NBR 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 Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS A C Approach Delay (s) Approach LOS C Average Delay 2.9 Intersection Capacity Utilization 67.5% ICU Level of Service C : Stewarts, Voorheesville Synchro 8 Report CHA Page 3

24 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) Ideal Flow (vphpl) Lane Width Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Peds. (#/hr) 2 Heavy Vehicles (%) 0% 3% 12% 4% 3% 18% Turn Type Perm NA NA pm+ov Prot Perm Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/c Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot co.18 v/s Ratio Perm co v/c Ratio Uniform Delay, dl Progression Factor Incremental Delay, d Delay (s) Level of Service B A A B B Approach Delay (s) 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

25 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% Free 0% Stop 0% Direction, Lane # EB 1 WB 1 NB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS A Approach Delay (s) Approach LOS A Average Delay 0.0 Intersection Capacity Utilization 29.1% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 2

26 HCM Unsignalized Intersection Capacity Analysis No-Build AM - School Pk (consolidated drwys) 8: East Access & Maple Ave 2/6/ Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4 V Volume (veh/h) Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) 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 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 Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS A Approach Delay (s) 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

27 HCM Signalized Intersection Capacity Analysis No-Build PM - School Peak (Consolidated Drwys) 1: Maple Ave & Altamont Rd 2/6/ Lane Configurations ' + Volume (vph) Ideal Flow (vphpl) Lane Width Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Heavy Vehicles (%) 11% 8% 5% Turn Type Perm NA NA Protected Phases 1 5 Permitted Phases 1 Actuated Green, G (s) Effective Green, g (s) Actuated g/c Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot 0.13 v/s Ratio Perm c0.18 v/c Ratio Uniform Delay, dl Progression Factor Incremental Delay, d Delay (s) Level of Service B A Approach Delay (s) Approach LOS B A % 2% 5% pm+ov Prot Perm c 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

28 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 Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS B Approach Delay (s) Approach LOS B t EBT EBR WBL WBT NBL NBR 4 ' 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 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) Average Delay 0.0 Intersection Capacity Utilization 33.5% ICU Level of Service A 31753: Stewarts, Voorheesville Synchro 8 Report CHA Page 2

29 HCM Unsignalized Intersection Capacity Analysis No-Build PM - School Peak (Consolidated Drwys) 8: East Access & Maple Ave 2/6/ \ /0' Movement EBT EBR WBL WBT NBL NBR Lane Configurations '* 4 V Volume (veh/h) Sign Control Free Free Stop Grade 0% 0% 0% 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) 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 Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS A B Approach Delay (s) Approach LOS B Average Delay 0.0 Intersection Capacity Utilization 35.1% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 3

30 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) Ideal Flow (vphpl) Lane Width Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Peds. (#/hr) Heavy Vehicles (%) 0% 3% 12% 4% Turn Type Perm NA NA pm+ov Protected Phases Permitted Phases 1 5 Actuated Green, G (s) Effective Green, g (s) Actuated g/c Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm c v/c Ratio Uniform Delay, dl Progression Factor Incremental Delay, d Delay (s) Level of Service B A A Approach Delay (s) Approach LOS B A SBL SBR % 18% Prot Perm c 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

31 HCM Unsignalized Intersection Capacity Analysis Build AM - School Pk (Consolidated Drwys) 6: West Access & Maple Ave/Maple Ave 2/6/ r0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations '+ 4 Volume (veh/h) Sign Control Free Free Stop Grade 0% 0% 0% 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 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 Volume Left 0 3 Volume Right 51 0 csh Volume to Capacity Queue Length 95th (ft) 0 0 Control Delay (s) Lane LOS A Approach Delay (s) Approach LOS Average Delay 0.0 Intersection Capacity Utilization 30.3% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 2

32 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) Sign Control Free Free Grade 0% 0% 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) 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 Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS A B Approach Delay (s) Approach LOS B Stop 0% Average Delay 1.7 Intersection Capacity Utilization 42.1% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 3

33 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) Ideal Flow (vphpl) Lane Width Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Heavy Vehicles (%) 11% 8% 5% 3% 2% 5% Turn Type Perm NA NA pm+ov Prot Perm Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/c Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) vls Ratio Prot c0.14 v/s Ratio Perm c v/c Ratio Uniform Delay, dl Progression Factor Incremental Delay, d Delay (s) Level of Service B A A B B Approach Delay (s) 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

34 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 ') Free Free Stop 0% 0% 0% Direction, Lane # EB 1 WB 1 Volume Total Volume Left 0 4 Volume Right 45 0 csh Volume to Capacity Queue Length 95th (ft) 0 0 Control Delay (s) Lane LOS A Approach Delay (s) Approach LOS Average Delay 0.1 Intersection Capacity Utilization 31.0% ICU Level of Service A 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 2

35 HCM Unsignalized Intersection Capacity Analysis Build PM - School Peak (Consolidated Drwys) 8: East Access & Maple Ave 2/6/ 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 Free Free Stop 0% 0% 0% Direction, Lane # EB 1 WB 1 NB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS A C Approach Delay (s) Approach LOS C Average Delay 2.6 Intersection Capacity Utilization 59.5% ICU Level of Service B 31753: Stewarts, Voorheesville CHA Synchro 8 Report Page 3