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HomeMy WebLinkAboutAgenda 07_UVMMC M E M O R A N D U M To: Ms. Marla Keene, Planner Development Review Board members City of South Burlington, Department of Planning and Zoning From: Gail Henderson-King, Senior Project Manager Date: August 2, 2022 Re: University of Vermont Medical Center – Outpatient Surgery Center Site Plan Application Additional Materials On behalf of the University of Vermont Medical Center (UVM Medical Center), enclosed please find one digital copy of the following additional materials for the Site Plan application for the Outpatient Surgery Center (OSC) Project located at 119 Tilley Drive. 1. UVMMC OSC Site Amenity Areas dated August 2, 2022 showing the area of the proposed site amenities provided. 2. UVMMC OSC Standard Furniture Cut Sheets of the bistro tables, chairs, and benches to be used on the site and site amenity areas. 3. UVMMC OSC Retaining Wall and Guard Rail Images for entry drive. 4. Traffic Impact Assessment Attachments by Wall Design Group. 5. Updated Civil Engineering Sheets that address the South Burlington Water Department Director’s comments: Sheets C-1.2, C-1.6, C-1.8, C-4.2, and C-4.3. 6. UVMMC OSC Design Guide for Laser Cut Screening Panel proposed for screening the yard compactors. 7. UVMMC OSC Interior Bike Storage Plan showing the location of the required 9 long term bicycle storage, 1 changing facility and shower, and 3 clothes lockers. Ms. Marla Keene University of Vermont Medical Center – Outpatient Surgery Center Site Plan Application Additional Materials August 2, 2022 2 | Page 8. Computation for Landscaped Islands: We calculated there is 84,488 sq ft of parking area of which we have 13,812 sq ft of landscaped islands. This is well over the 10% requirement of 8,449 sq ft of landscaped islands. 9. UVMMC OSC Updated Illustrative Plan dated August 2, 2022 showing additional landscape plantings. - There are now over 60 deciduous trees within landscape islands or surrounding the parking areas to the west and north of the building. - Additional evergreen trees near Old Farm Road, along the eastern property line, and along the northern property line are provided for additional screening. 10. UVMMC OSC Section dated August 2, 2022 showing views from abutting residential neighbors. 11. UVMMC OSC Site MEP Equipment document. We intend to present this information to the DRB at the August 2nd hearing. Thank you. 363365365370New BuildingOSCDrop-offLoading Docks 4 ADA Spaces Tilley Drive ONE WAYPick-upNew Sidewalkretaining wall390391392393394 387 3823833843853873883893903913922 ADA Spac e s 388389 39 5 397398394Patio 383382379378378bike rack area384380381377New Concrete Sidewalk New Sidewalk Patio375382392393394.1xx 393.9 394394 390387New 5' concrete sidewalkWservice entrance396393396397398393 391390386StopStop bar385 Domestic water service (6") Sprinkler service (6")New SMh ARim 382.30Inv. in 373.0(ex.)Inv. in = 373.10Inv. out 373.006" PVC sanitary serviceNew Signs"DO NOTENTER"394393383Stop barNew SMh ANew 8" x 6" tappingsleeve and valve363x363.6 370381Inv. out 375.0retaining wall12" PVC storm12" PVC storm394 Knee-wall retaining wallNew HD concrete padNew 5' concrete walkEELEC ELECNew structural concrete pad at allexterior doorways. See StructuralEngineer for details.8" PVC sanitary 389 393390x387.8 385387381380378376 x387.8375 380GMGas meterStopbar368 370s=0.02s=0.02Patio381390395394376380 383384387385393TRANS.SNOW STORAGEBBBBBBENCH BENCH BENCHBENCHBENCHBENCHBENCHB3933 8 7BBENCHBENCHNew concrete retaining wall(design by Structural)staff entranceNew 8"x6"tapping sleeveand valveNew 6" DI water service(Private)380FDCNew Multi-Use concrete padSee Structural New guardrailNew gravel shoulderNew HD concrete padCL1CL1CL1CL1CL2CL2CL2SIGNSL2SL2SL3SL3SL3SL3SL3SL3SL3SL3SL3SL3SL3SL3SL3SL3SL3SL4SL4SR1SR1SR1SR1SR1SR1SR1SR1SR1SR1SR1SR1SR1SS1SS1SS1SS1SS1SS1SS1SS1SS1SS1SS1SS1SS1SS1SS1SS1SS1SW1SW1SW1SW1SW1SW1SW2SW2SW2SL5HHHH( 4 ) 4 i n c h c o n d u i t s (4) 4 inch conduits(4) 4 inch conduits(3) 4 inch conduitsTele-data 4" PVC (stub)Oxygen serviceNew 6" DIwater serviceFD New concrete ADAramp and stairs. SeeStructural for design.See Architecturaldrawing for handrails.F D New Screening wall(design by Landscape Arch.)391393392380377378379380New bollards (4)x 393.80x 391.75 x 3 7 7 . 0 x 376 . 7 x 377.0x 376.7x380.92x 391.80 x 3 9 3 . 1 0 393.35x393.40x393.75 xx 3 9 2 . 9 5 x 3 9 3 . 9 0 x 393.803 9 2 . 6 0 x x 3 9 3 . 1 0 x 3 9 3 . 7x 394.6x398.30x 3 9 8 . 2 0 x 3 9 8 . 3 0 x 3 9 3 . 2 5 x 3 9 3 . 8 0x 394.30x 394.40x 393.90x 395.00x 394.90x 3 9 4 . 4 0 x 394.55x 395.15x 3 9 5 . 0 5x 392.35393.25 x393.35 xx 396 .35 x 3 9 6 .4 0x 396.45x 393.15x 3 9 3 . 3 0 39 2 . 8 0 x x 393.63 9 8 . 2 x x 3 9 8 .3381.90 x390.70x390.6xx379.6x 390 .10 380 . 1 x x 391.85 x 391. 9 0 x 3 9 2 . 9 5 x 3 9 2 . 9 5 x 3 9 2 . 8 0 x 3 9 4 . 9 8 x 3 9 4 . 7 0 x 3 9 4 . 8 5 x 394.75x 3 9 4 . 5 0 x 3 9 4 . 9 8 x 3 9 4 . 8 0 x 3 9 4 . 8 0 x 3 9 4 . 8 5 x 3 9 4 . 7 0 x 393.95x 3 9 4 . 9 0 x 3 9 4 . 8 0 x 3 9 4 . 8 0 x 394.58 x 394.22x 3 9 4 . 7 0 x 3 9 4 . 1 0 394.1 x39 4 . 1 x x 394.10 x 392.45 x 391.503 91 . 4 5 x 393 .8 0 x x 380.9 8 x380.95x 3 9 8 . 3 0 x 3 9 8 . 4 0x 376.5x377.5x376.5x379.0x 379 .0x 380.45x 377.0x379.52x 380.20x 380 .0 3 9 4 . 9 5 x x 3 9 4 . 9 5 394.85 x3 9 3 . 8 xx 393.7 394.1 x3 9 3 . 1 x 393.2 x394.98 x39 4 . 1 0 xx 393.7x 394.0x 3 8 0 . 9 x 380.9394.90 x394.1 xx380.98x380.90x 391.2x 394.1x 394.4x 394.25x 380.1x 3 9 4 . 1 0 x 3 9 4 .7 0380.8 x 380.7 x394.80 xx 394.95x 3 9 4 . 8 5 x 3 9 4 . 8 0 x 382.65x 382.55x 381.10 x 3 8 0 . 3 0x379.80x379.5238 3 . 2 5 x x 383.35 393.15 xx 387.0x 387.0x 387.0x 387.0x 383.35x 383.45x 384.30x 384.20384.40 xx 3 86 .95x 387.85x 390.20x 3 9 2 . 0 2x 392.05x 391.90x 391.50x 391.60x 392.00x 380.30380.80xx 380.05380.55xx 380.60381.70 x387.90 xx 387.0x 3 9 2 . 7 x 3 7 7 . 0x 377.5x379.83x 3 9 3 . 5 0 x 3 9 3 . 4 0 393 . 3 0 x x 3 9 5 .7 x 3 9 5 . 8 x 3 9 6 . 4 5 x 3 9 3 . 2 5381.20x382.65x382.75x x 392. 4 0 x 392.45380 . 3 0 x380.30x38 0 . 2 0 x380.30x380. 5 x 37 8 . 5 0 x x3 7 8 . 4 0x380.98x380.90x378.0381.90 xx380.98x380.90ONE WAYhyd. #667hyd. #666New CB 5Rim 385.50Inv. out 381.50New CB 4Rim 389.75Inv. in 385.00 (UD)Inv. in 384.00 (12" NW)Inv. in 381.00 (12"S)Inv. out 380.90 (12" E)12" PVC stormNew ES 1Inv. 385.512" PVC storm12" PVC stormNew ES 2Inv. 385.0New CB 19Rim 392.50Inv. out 387.012" PVC storm12" PVC s torm New CB 17Rim 392.45Inv. in 386.5Inv. out 386.4New CB 20Rim 393.00Inv. in 387.10Inv. out 387.00New CB18Rim 391.10Inv. out 387.0012" PVC stor mNew CB 16Rim 385.60Inv. in 379.60Inv. out 379.50New CB 13Rim 380.60Inv. in 374.70 (FD)Inv. in 374.70Inv. out 374.60New CB 12Rim 379.60Inv. in 374.60 (FD)Inv. out 374.50New CB 11Rim 378.90Inv. in 373.60 (FD)Inv. in 376.60 (2 Trench Drains)Inv. out 373.50New CB 10Rim 380.10Inv. in 376.00 (FD)Inv. in 373.10Inv. out 373.00New CB 8Rim 376.70Inv. out 370.70New CB 7Rim 376.70Inv. in 370.20Inv. out 370.1012" P V C s t o r m Footing d r a i n New CB 33Rim 396.40Inv. in 389.10Inv. out 389.00New CB 22Rim 384.20Inv. in 377.10Inv. out 377.0012" PVC storm12"12" PVC storm12" PVCstorm15" PVC storm 15" PVC storm 15" PVC storm New CB 21Rim 393.80Inv. out 388.0012" PVC stormNew CB9Rim 378.60Inv. in 372.00Inv. out 371.90New Trench DrainRim 378.8New Trench DrainRim 378.88" PVC SDR 3512" PV C S D R 3 5 Roof drain8" PVCNew ESInv. 363.112" PVC storm12" PVC storm 15" PVC storm 12" PVCstormNew CB 2Rim 391.2Inv. in 386.0 (YD)Inv. in 380.1Inv. out 380.0New YD 1Rim 393.40Inv. in 387.50 (FD)Inv. in 387.50Inv. out 387.40New YD 2Rim 393.4Inv. out 387.80New COInv. 388.00New COInv. 387.40New COInv. 389.70New COInv. 377.00New COInv. 382.50New STMh 2Rim 385.3Inv. in 379.20Inv. out 379.10New STMh 1Rim 373.0Inv. in 366.1Inv. out 366.012" PVC storm12" PVC storm12" PVC storm15" PVC s t o r m 12 " PVC s t o rm New CB 14Rim 386.0Inv. in 379.10 (FD)Inv. out 379.0012" PVCstormNew CB 15Rim 391.00Inv. out 379.00New CB1Rim 369.5Inv. in 363.50Inv. out 363.40New CB 3Rim 393.0Inv. out 387.012" PVCstormRoof drain 8" PVC SDR 35Roof drain General note - Site Contractor shallbe responsible for signage, trafficcontrol, pedestrian control, for allparts of project that impact Red BarnDeli, neighbors or public spaces.Inv. out 368.0Inv. out 374.0.012" PVC storm 12" PVC storm New CB 6Rim 389.60Inv. in 385.0 (ud)Inv. out 384.40s=0.01s-0.005s-0.005 EMER. GEN.FF 381.0Lower LevelFF 395.0Upper Level4 spacesADA4 dropoff / p i c k u p S p a c e s (15 minut e s )Electricchargingstation(ADA)futurefuelcell areaNew concrete sidewalk6 service andvendor parking2 parking spaces for E V C (Level 2)Elec.VaultNew COInv. 386.90New GAS service(Design and Installed byVGS)New Fiber conduits(See Design by Kirick)UGP (normal) UGP (emergency)New emer. UGP service(See Design by MEP)New precast segmentedretaining wallRemove existingconcrete curbingas needed.Restore paved path,See PavementRestoration DetailRestore paved path,See PavementRestoration Detail2.0' stoneshoulder atlimits ofpavementGas line to be boredunder roadwayFill material can be on sitematerial, all other fillmaterial under influence ofparking/sidewalk/slabs shallbe select fill material.Completepre-constructionexcavation to confirmexisting invert, prior toordering structure.15" PVC New BuildingOSCNew guardrailNew concretecurbSL3SL3SNOWSTORAGENew gravel shoulderCoordinate water metersize and location withlocal water department.Install gate valveonto 45° bend usingFoster adaptor.x 3 9 0 . 2 0 x 386.90Install 6 x 6 tee withgate valves securedusing Foster adaptors.386.5 xx 3 7 8 . 9 0 392394390x 3 8 7 . 8 0387.85 x 3 8 4 . 4 5 x384.40 x384x 383.55 x 384.30394x 3 9 8 . 3 5 393 . 20 xMaintain 5' (min.)separation betweenwater and gasStop bar Stop PROJECT:ORIG SUBMISSION:CURRENT:SHEET TITLE AND NUMBER:DATEDESCRIPTION∆ARCH NAMEC-1.2SITE PLAN2021073 / KL project # 21202xxxx.xx.xxOUTPATIENT SURGERY CENTER ARCH ##UVM HEALTH NETWORK LOT 6; TILLEY DRIVE SOUTH BURLINGTON, VT 05403 CIVIL ENGINEERINGKREBS & LANSING164 Main St.Colchester, Vt. 05446802-878-0375Structural EngineeringEngineering Ventures, PC208 Flynn Ave.Suite 2A802-863-6225MEP EngineeringConsulting Engineering Services811 Middle StreetMiddletown, CT 06457860-632-1682Landscape ArchitectureWagner Hodgson7 Marble AvenueBurlington, VT 05401802-864-0010Sustainability ConsultantThornton Tomasetti14 York StreetSuite 201207-245-6066888.781.8441 © 2021 E4H - Environments For Health, LLC e4harchitecture.com 185 Talcott Rd, Williston, VT 05495802.878.8841FOR PERMIT REVIEWNOT FOR CONSTRUCTIONSee Sheet C-1.3See Sheet C-1.4 150153314.7 xEBSEE NOTES ON SHEET C-1.1and C-2.1SEE WATER/SEWERPROFILES ON SHEET C-1.8SL2New Vermont Gas Service Notes- Refer to Vermont Gas Systems details andspecifications for excavation, installation, and backfill ofnew buried natural gas service line.- Prior to beginning excavation contact Dan Baldwin(DBaldwin@vermontgas.com)- Typical bury depth for new buried natural gas serviceline is 2 ft.- Natural gas service line shall maintain 1 ft verticalseparation at all crossings with other utilities.- Vermont Gas System will provide labor, equipment, andmaterials for excavation, pipe installation, testing, andtrench backfill for the construction of the new naturalgas lines. The work will be coordinated with VGS, theowner and construction team. If VGS is not available atthe appropriate timing of the natural gas line installationthey will reimburse the Site Contractor $5.00/lf for theexcavation, compaction, and backfill. Regardless oftiming, VGS will provide the labor and materials for theequipment, pipe installation and testing.07/01/2022PERMIT PLANSFOR PERMIT REVIEW TPB12369.2New 6,000 gallon emergencystorage tank and associated piping.See details.Inv. out 354.0x368.1 top bermx368.1 top berm 378New 5' concrete sidewalkNew 8" x 6" tappingsleeve and valveCore and bootnew penetrationInv. 353.80Wetland Cell 1-2363367364368362x363.6x363.3x363.6 New SMh BRim 368.2Inv. in (inv. out + 0.10)Inv. out 359.8± (existing)8" PVC sanitary x387.8 387381378 376 GMGas meter368 SW1Tele-dataNew 6" DI water service3 7 7 37 8 379 380 New bollards (4)x380.98x380.90380.8 x 380.7 xx380.98x380.90x380.98x380.90hyd. #667New Outlet DMh #1Rim 367.0Inv. in 360.33 (4")Inv. out 362.50 (24")24" PVC stormRoof drain 8" PVC New ESInv. 363.1New STMh 1Rim 373.0Inv. in 366.1Inv. out 366.012" PVC storm12" PVC storm2 - 24" vertical inlet pipes8" PVC SDR 35 Roof drainNew ESInv. 363.1Inv. out 368.0Inv. out 374.0.012" P V C s t o r m s=0.01FF 381.0Lower LevelGravel Wetland #1New GAS service(Design and Installed by VGS)New Fiber conduits(See Design byKirick)UGP (normal) UGP (emergency)Restore paved path,See Pavement Restoration DetailGas line to be bored under roadwayx 365.5x 364.7New 8'x14' StorageTankNew 8" DI with gate valve.Maintain 5' (min.)separation betweenwater and gasCut & cap existingsewer pipe upslope ofgravel wetlandRemove portion ofexisting sewer pipeafter new sewerconnection is complete Tilley Drive PROJECT:ORIG SUBMISSION:CURRENT:SHEET TITLE AND NUMBER:DATEDESCRIPTION∆ARCH NAMEC-1.6SITE PLANxxxx.xx.xxOUTPATIENT SURGERY CENTER ARCH ##UVM HEALTH NETWORK LOT 6; TILLEY DRIVE SOUTH BURLINGTON, VT 05403 CIVIL ENGINEERINGKREBS & LANSING164 Main St.802-878-0375Structural EngineeringEngineering Ventures, PC208 Flynn Ave.Suite 2A802-863-6225MEP EngineeringConsulting Engineering Services811 Middle StreetMiddletown, CT 06457860-632-1682Landscape ArchitectureWagner Hodgson7 Marble AvenueBurlington, VT 05401802-864-0010Sustainability ConsultantThornton Tomasetti14 York StreetSuite 201207-245-6066888.781.8441 © 2021 E4H - Environments For Health, LLC e4harchitecture.com 185 Talcott Rd, Williston, VT 05495802.878.8841FOR PERMIT REVIEWNOT FOR CONSTRUCTION2021073 / KL project # 21202 Colchester, Vt. 05446SEE NOTES ON SHEETC-1.1 and C-2.107/01/2022PERMIT PLANSFOR PERMIT REVIEW New SMH ARim 382.50Inv. in 373.10Inv. out 373.00New 6" sewerInv. 375.0New SMH BRim 368.20Inv. in 358.9(out + 0.10)Inv. out 358.8±PROJECT:ORIG SUBMISSION:CURRENT:SHEET TITLE AND NUMBER:DATEDESCRIPTION∆ARCH NAMEC-1.8UTILITY PROFILES2021073 / KL project # 21202xxxx.xx.xxOUTPATIENT SURGERY CENTER ARCH ##UVM HEALTH NETWORK LOT 6; TILLEY DRIVE SOUTH BURLINGTON, VT 05403 CIVIL ENGINEERINGKREBS & LANSING164 Main St.Colchester, Vt. 05446802-878-0375Structural EngineeringEngineering Ventures, PC208 Flynn Ave.Suite 2A802-863-6225MEP EngineeringConsulting Engineering Services811 Middle StreetMiddletown, CT 06457860-632-1682Landscape ArchitectureWagner Hodgson7 Marble AvenueBurlington, VT 05401802-864-0010Sustainability ConsultantThornton Tomasetti14 York StreetSuite 201207-245-6066888.781.8441 © 2021 E4H - Environments For Health, LLC e4harchitecture.com 185 Talcott Rd, Williston, VT 05495802.878.8841 New finish gradeNew 6" water serviceNew 6" PVC sanitary serviceNewBuildingFF 322.50Approx. footings1" = 4'1" = 20'vert:horz: New Sewer Service ProfileMaintain 18"vertical separationNew 12" storm1.Existing utility locations shown on this plan are approximate and may not show all existing utilities. Contractorshall verify location and elevation of all existing utilities prior to beginning utility work. The Contractor shall notifyEngineer of field located utilities that differ from the plans. The Contractor shall coordinate with gas, electric,communications, etc. to avoid conflicts.2.Existing utilities that are exposed shall be located by the Contractor in accordance with the AS-BUILTrequirements outlined in the Details and Specifications.1.Contractor shall be responsible for installing all sanitary piping with a minimum 5 feet of cover unless,otherwise noted, (proposed ground) and maintaining 18" vertical separation from water and storm pipes.Any modification of this plan must be approved by the City Utility Department, Engineer, and the owner.2.The plans and profiles may not show every bend and fitting necessary to construct the sanitary in thelocation shown on the plans. The Contractor shall provide all fittings and appurtenances necessary tomake the job complete.3.Concrete thrust blocks will be installed in accordance with the details and specifications.Sanitary System NotesUtility Profile NotesSee "Pre-constructionExcavation" requirementsFF 395.00New concrete walkNew 4" service tee.Inv. 374.50New 8" PVC sanitary serviceNew gasservice1" = 4'1" = 20'vert:horz: New Building Water Service Profile1" = 4'1" = 20'vert:horz: New Hydrant Water Service ProfileNew 12"stormNew 12" stormNew 8"roof drainNew / existing 8"sanitary mainNew 8" roofdrainNew 6"footing drainNew undergroundpowerNewcommunicationlines (2)NewBuildingFF 381.0Approx. footingsNew 6" DI water serviceNew 8" x 6" tappingsleeve and valveRestore paved path,See PavementRestoration DetailNew finish gradeMaintain 6' min.cover typical.Maintain 18"vertical separationMaintain 18"vertical separationNew 6"x6" Tee.Secure all fittings withFoster AdaptersMaintain 18"vertical separationMaintain 18"vertical separationExisting 8"sanitary mainNew 8" x 6" tappingsleeve and valveNew finish gradeNew finish grade(Roadway)New 6" DI water serviceNew communication lineNew 12" stormNew hydrant andthrust block.1.Elevation of water main is shown for illustrative purposes only. Contractor shall be responsible forinstalling all water piping with a minimum 6 feet of cover unless, otherwise noted, (proposed ground) andmaintaining 18" vertical separation from storm and sanitary pipes. Any modification of this plan must beapproved by the South Burlington Water Department, Engineer, and the owner.2.The plans and profiles may not show every bend and fitting necessary to construct the waterline in thelocation shown on the plans. The Contractor shall provide all fittings and appurtenances necessary tomake the job complete. When vertical bends are required they shall be rodded to the next fitting or joint ineach direction.3.Concrete thrust blocks will be installed in accordance with the details and specifications.Water System NotesRestore paved path,See PavementRestoration DetailMaintain 6' min.cover typical.New sidewalkNew verticalbend. See DetailNew verticalbend. See DetailNew verticalbend. See DetailNew verticalbend. See Detail07/01/2022PERMIT PLANSFOR PERMIT REVIEWNOT FOR CONSTRUCTIONNewcommunicationserviceNew hydrant valve, useFoster adaptor toconnect to 45° valve.New 6" gate valveFOR PERMIT REVIEW NOT TO SCALE TYPICAL TRENCH DETAIL CHAMPLAIN WATER DISTRICTSOUTH BURLINGTON, VT 05403403 QUEEN CITY PARK ROADDRAWING NO.:DATE:TYPICAL TRENCH DETAILSpecifications DetailCHAMPLAIN WATER DISTRICTA-1A-1 Typical Trench.dwgApril 2019 HYDRANT ASSEMBLY NOT TO SCALECHAMPLAIN WATER DISTRICTSOUTH BURLINGTON, VT 05403403 QUEEN CITY PARK ROADDRAWING NO.:DATE:HYDRANT ASSEMBLYSpecifications DetailCHAMPLAIN WATER DISTRICTA-16A-16 Hydrant Assembly.dwgJUNE 2019403 QUEEN CITY PARK ROADSOUTH BURLINGTON, VT 05403CHAMPLAIN WATER DISTRICTMinimum Area In Square Feet, Of Bearing SurfaceRequired For Concrete Thrust BlocksNOTE:THRUST BLOCKS ON PIPE LARGER THAN 16" DIA. SHALL BE DESIGNED BY APROFESSIONAL ENGINEERPIPE 13000PSI CONCRETETHRUST BLOCK3000PSI CONCRETETHRUST BLOCK3000PSI CONCRETETHRUST BLOCKINSTALL POLYETHELENE WRAPTO PREVENT CONCRETEFROM BONDING TO PLUG ANDHARDWARE THUS FACILITATINGFUTURE REMOVALTEEBENDTEE WITH PLUGNOTES:1. CONCRETE NOT TO OVERLAP ANY JOINT.2. CONCRETE TO BE PLACED SO AS NOT TO INTERFERE WITH REMOVING OR INSTALLING ANY OF THE JOINTING HARDWARE.3. ALL MECHANICAL JOINT FITTINGS TO HAVE RETAINER GLANDS.403 QUEEN CITY PARK ROADSOUTH BURLINGTON, VT 05403CHAMPLAIN WATER DISTRICTNOT TO SCALEBEARING AREAPER SPECIFICATIONSBEARING AREAPER SPECIFICATIONSBEARING AREAPER SPECIFICATIONS4. CONCRETE THRUST BLOCKS SHALL BE POURED TO PROPER DIMENSIONS USING SIDE FORMS.θUNDISTURBED SOILD"SECTIONNOTES:1) BEARING SURFACE SHOULD, WHERE POSSIBLE BE PLACED AGAINST UNDISTURBED SOIL. WHERE IT IS NOT POSSIBLE, THE CRUSHED GRAVEL BETWEEN THE BEARING SURFACE AND UNDISTURBED SOIL MUST BE COMPACTED TO AT LEAST 90% STANDARD PROCTOR DENSITY.2) BLOCK HEIGHT SHOULD BE CHOSEN SUCH THAT THE CALCULATED BLOCK WIDTH VARIES BETWEEN ONE AND TWO TIMES THE HEIGHT.NOT TO SCALEBEARING AREA PERSPECIFICATIONSDDMIN 24" FOR 12" PIPE OR LARGERMIN 18" FOR 10" OR SMALLERCHAMPLAIN WATER DISTRICTSOUTH BURLINGTON, VT 05403403 QUEEN CITY PARK ROADDRAWING NO.:DATE:BEARING BLOCKSpecifications DetailCHAMPLAIN WATER DISTRICTA-27A-27 Bearing Block.dwgApril 2019PROJECT:ORIG SUBMISSION:CURRENT:SHEET TITLE AND NUMBER:DATEDESCRIPTION∆ARCH NAMEC-4.2CIVIL DETAILSxxxx.xx.xxOUTPATIENT SURGERY CENTER ARCH ##UVM HEALTH NETWORK LOT 6; TILLEY DRIVE SOUTH BURLINGTON, VT 05403 CIVIL ENGINEERINGKREBS & LANSING164 Main St.Suite 201802-878-0375Structural EngineeringEngineering Ventures, PC208 Flynn Ave.Suite 2A802-863-6225MEP EngineeringConsulting Engineering Services811 Middle StreetMiddletown, CT 06457860-632-1682Landscape ArchitectureWagner Hodgson7 Marble AvenueBurlington, VT 05401802-864-0010Sustainability ConsultantThornton Tomasetti14 York StreetSuite 201207-245-6066888.781.8441 © 2021 E4H - Environments For Health, LLC e4harchitecture.com 185 Talcott Rd, Williston, VT 05495802.878.8841FOR PERMIT REVIEWNOT FOR CONSTRUCTION2021073 / KL project # 21202102/28/2022SD Pricing PackageInstall Mirafi 500x stabilizationfabric under precast thrust blockand against Undisturbed soilInstall and compact 34" crushedstone between stabilization fabricagainst undisturbed soil andprecast concrete thrust block06/27/2022PERMIT SETInclude 4" Storzconnection on fire hydrantpumper nozzle. SeeCWD Specifications.FOR PERMIT REVIEW ·······√··························································¾·······························································PROJECT:ORIG SUBMISSION:CURRENT:SHEET TITLE AND NUMBER:DATEDESCRIPTION∆ARCH NAMEC-4.3CIVIL DETAILSxxxx.xx.xxOUTPATIENT SURGERY CENTER ARCH ##UVM HEALTH NETWORK LOT 6; TILLEY DRIVE SOUTH BURLINGTON, VT 05403 CIVIL ENGINEERINGKREBS & LANSING164 Main St.Suite 201802-878-0375Structural EngineeringEngineering Ventures, PC208 Flynn Ave.Suite 2A802-863-6225MEP EngineeringConsulting Engineering Services811 Middle StreetMiddletown, CT 06457860-632-1682Landscape ArchitectureWagner Hodgson7 Marble AvenueBurlington, VT 05401802-864-0010Sustainability ConsultantThornton Tomasetti14 York StreetSuite 201207-245-6066888.781.8441 © 2021 E4H - Environments For Health, LLC e4harchitecture.com 185 Talcott Rd, Williston, VT 05495802.878.8841FOR PERMIT REVIEWNOT FOR CONSTRUCTION2021073 / KL project # 21202102/28/2022SD Pricing Package06/27/2022PERMIT SETFOR PERMIT REVIEW LASER CUT COLLECTION Design Guide CONTRAILS PATTERN <GO BACK TO PATTERNS MATERIAL: 3/16” ALUMINUM [ASTM B209] OPEN AREA: 13% LARGEST OPENING: 1.1” X 1.1” BORDER THICKNESS: 1” 3-PANEL REPEAT Móz Designs Inc. | P 510.632.0853 mozdesigns.com © 2020 Moz Designs Inc. | Specifications and pricing subject to change without notice. Please refer to our website for the most current version of this document. Revision 11.16.2020 Page of 10 35 UVM Medical Center Outpatient Surgery Center Project Site Plan Application: Retaining Wall and Guard Rail Images August 2, 2022 Image of Segmented Concrete Retaining Wall to be used at Outpatient Surgery Center UVM Medical Center Outpatient Surgery Center Project Site Plan Application: Retaining Wall and Guard Rail Images August 2, 2022 Images of Guard Rail at UVM Medical Center Campus in Burlington that will be used at Outpatient Surgery Center Pro- 1 3 2 UVM Medical Center Outpatient Surgery Center Project Site Plan Application: Site Amenity Areas August 2, 2022 Proposed Patient and Visitor Courtyard Site Amenity Space Not to Scale Proposed Site Amenity Area: Courtyard Space 6,800 Sq. Ft. UVM Medical Center Outpatient Surgery Center Project Site Plan Application: Site Amenity Areas August 2, 2022 Proposed Employee Snippet / Parklet Site Amenity Space Not to Scale Proposed Site Amenity Area: Snippet / Parklet Space 1,200 Sq. Ft. TYPICAL TRANSFORMER6'L x 6'W x 6'H TYPICAL AIR-COOLED CHILLER 53'L x 7'-6"W x 9'H ea. (2 units) UVM Medical Center Outpatient Surgery Center Site Plan Application Site MEP Equipment TYPICAL FUEL CELL25'L x 10'W x 10H TYPICAL GENERATOR28'L x 12'W x 12'H UVM Medical Center Outpatient Surgery Center Site Plan Application Site MEP Equipment TYPICAL OXYGEN FARM24'W x 20'D x 15'H (tank height) UVM Medical Center Outpatient Surgery Center Site Plan Application Site MEP Equipment Durable and Maintenance-Free Cycle-Safe® inverted U/2 bicycle racks provide leading edge coating technology and offer the best solution for short-term bicycle parking. The one-bend bike rack design accommodates two bicycles per rack and is widely regarded as the recommended standard for space efficiency and bicycle protection. Cycle-Safe bike racks are completely coated with a thick, rubberized plastisol coating over schedule 40 steel pipe for maximum corrosion resistance, impact resistance, and protec- tion of bicycle finish. This combination has proven to resist rust, scratches and dents better than any other finish. Superior Design for Better Safety Cycle-Safe U/2 racks provide lean to support with more stability for the bicycle frame than front wheel holders or ribbon type racks which do not support the bike frame in two places. The clean lines of the One-Bend inverted-U rack design are safer for pedestrian traffic with bikes parked securely in a uniform fashion. U/2 racks accommodate more bicycles per square foot to increase bike parking capacity. Bicycle racks are typically installed directly into a slab which results in additional strength and permanence to bolster user confidence. Bicycle frame should be secured to the rack with a standard U lock for optimal security. Aesthetically Pleasing The Cycle-Safe U/2 rack is symmetrically designed to resemble the commonly used “U” locks and are aesthetically pleasing to blend with any environment. All racks leave the bicycle vulnerable to theft of components and vandalism, bike lockers are the preferred choice for protection and security. Coating performance of all metal racks vary widely, the best long term solution is a thick jacketed plastisol coating as provided by Cycle-Safe. Our standard U/2 rack finish is a black plastisol coating, or TGIC polyester powder coat finishes are available in a variety of custom colors. Cycle Safe offers the best finishes that maintain quality that an owner can depend on for years. Inverted U/2 Rack, IN-GROUND/ 2 Bicycle Capacity Recommended installation methods for in-ground style rack: If installing on existing concrete, Cycle-Safe® U/2 Bike Racks can be anchored with a non-shrink grout poured into a 4” or 6” diameter by 12” deep core drilled holes. In-ground installa- tions for new improved surfaces 9” Sonotube forms can be put in place to create 18” footings. U/2 inverted-U racks come in optional square pipe or in two-bend configurations. In-ground Installation Download Specifications & Images at www.cyclesafe.com This is the standard for new construction and the most secure type of inverted-U installation. Existing concrete surface may be core drilled with a 3”-4” hole saw and filled with quikcrete or a construction adhesive. In-ground Installation Surface Mount Installation Inverted U/2 Rack, SURFACE-MOUNT / 2 Bicycle Capacity Recommended Installation: Cycle-Safe Surface mount U/2 Bike Racks can be anchored with tamper resistant concrete anchor screws and a Drop in anchor system (figure 3). All inverted-U racks come with optional square pipe. Rail-Mount Installation Inverted U/2 Rack, RAIL-MOUNT / 2 Bicycle Capacity The Cycle-Safe Rail- Mount inverted-U modu- lar design can be placed in areas where permanent anchoring is not desired. Simply use the 6 foot C-rail and place racks on top, securing with sup- plied tamper resistant hardware, 3/8” x 1-1/2” SS screw with clamping nut. (see fig. 4) Rail-Mount Inverted-U/2 Rack The Rail-Mount inverted-U option creates a portable rack system. It can be placed at any location and moved for cleaning snow or debris. This versatile rack system can be furnished with additional rails to create longer rows. Rails can be anchored with tamper resistant concrete anchor systems. (see fig. 3) The Rail-Mount option can be used with standard one-bend, Vintage Rack styles, two-bend or optional square pipe models. Cycle-Safe Stainless Finish U/2 Racks. 12700G 12700GB 12700S 12700SB 12700SR NOTE: The Rails and Surface-Mount (12700S) inverted-U racks are included. 12810S 12715G 12700G 12700S 12700SB Cycle-Safe In-Ground U/2 Racks. 12700G Cycle-Safe In-Ground U/2 Racks. 12700G Cycle-Safe In-Ground U/2 Racks. 6.5” 4.5” 2.5” Drop in Anchor Cycle-Safe Square Pipe Surface Mount U/2 Rack Cycle-Safe Surface Mount U/2 Racks 12700SR www.cyclesafe.com888-950-6531 U Lock Compatible U/2 Square In Ground 12810G U/2 Square Surface 12810S 5/8” dia. bolt 1-9/16” length 3/8” SS drop in anchor for 3/8” x 1” SS anchor bolt PRSCA-8 Armless all-steel café chair. Width 23 inches (584 mm). Vertical steel scrolls. Standard freestanding with factory attached glides. STANDARD All fabricated metal components are steel shotblasted, etched, phosphatized, preheated and electrostatically powder-coated with TGIC polyester powder coatings. RETURN TO STANDARD VIEW MATERIAL Recycled Solid Steel Bar Standard Optional RAL COLORS Site Map Collections Anthro Sites™ City Sites™ Classic Concourse Corridor Cycle Sentry™ Products Victor Stanley Relay Litter Receptacles Recycling Stations Benches Planters Bike Racks & Bollards About Us General Information Environmental Commitment Manufacturing Capabilty Contact Us Request Form Find Your Representative Support Directions E-News Sign-Up Design Resources Product Library LA CES On-Demand Virtual LA CES™ & More Installations My Account COORDINATING PRODUCTS PRSCT-36R compare Copyright 2013 - 2022 Victor Stanley, Inc.® All rights reserved. 1.800.368.2573 (USA + Canada) TEL 301.855.8300 Most Victor Stanley benches are ADA compliant. Member of the ASLA. Dynasty Economy Fiberglass Framers Modern™ Geometric GreenSites Homestead Ironsites® Parsons Perenne Production ProTone™ Reverie Steelsites™ Steelsites™ RB Stella Of Sunne™ Street Sentry™ Streetsites™ Tables Seats Ash Urns Tree Guards Follow Us, Facebook | Instagram | Twitter | LinkedIn PRSCT-36R Round café table. 36 in (915 mm) round top. Available with 42 in (1067 mm) round top as model PRSCT-42R. Surface mount tabs with removable adjustable glides. STANDARD All fabricated metal components are steel shotblasted, etched, phosphatized, preheated and electrostatically powder-coated with TGIC polyester powder coatings. OPTIONS Umbrella hole. Perforated tabletop – round or slot pattern. Seating Options (sold separately): FRS: 19, 24, 30, 36 or 42 in (482.6, 609.6, 762, 914.4 or 1066.8 mm) seats. PRSCA-8: Width 23 inches (584 mm), armless. PRSCC-8: Width 23 inches (584 mm). PERFORATED PATTERNS RETURN TO STANDARD VIEW MATERIAL Spun Steel Tabletop LENGTH 36 in (914 mm) Round Tabletop 42 in (1067 mm) Round Tabletop Standard COLORS Site Map Collections Products About Us Contact Us Design Resources Optional RAL COORDINATING PRODUCTS PRSCC-8 compare PRSCA-8 compare PRS-36 compare Copyright 2013 - 2022 Victor Stanley, Inc.® All rights reserved. 1.800.368.2573 (USA + Canada) TEL 301.855.8300 Most Victor Stanley benches are ADA compliant. Member of the ASLA. Anthro Sites™ City Sites™ Classic Concourse Corridor Cycle Sentry™ Dynasty Economy Fiberglass Framers Modern™ Geometric GreenSites Homestead Ironsites® Parsons Perenne Production ProTone™ Reverie Steelsites™ Steelsites™ RB Stella Of Sunne™ Street Sentry™ Streetsites™ Victor Stanley Relay Litter Receptacles Recycling Stations Benches Planters Bike Racks & Bollards Tables Seats Ash Urns Tree Guards General Information Environmental Commitment Manufacturing Capabilty Request Form Find Your Representative Support Directions E-News Sign-Up Follow Us, Facebook | Instagram | Twitter | LinkedIn Product Library LA CES On-Demand Virtual LA CES™ & More Installations My Account RB-28 Furniture-Quality Finish Joints: The beautiful RB-28 bench is one of our most popular products. Its simple but elegant design enhances all site schemes. The quality and durability of this bench assures that it will stay beautiful for many years to come. Elaborate finishing detail of polished welds across exposed joints. Meticulous care is taken to determine the most comfortable configuration of components for these benches while paying rigorous attention to their structural integrity. Front welds are ground and polished until they form a continuous surface from the top tubular section to each vertical steel slat. Twenty-seven .25 x 1.5 in (6.4 x 38.1 mm) steel seat members gently reverse contoured for maximum comfort. Finished end sections are .5 x 2 in (12.7 x 50.8 mm) solid steel bar, welded and ground. Integral welded end armrests are standard. Vertical steel scrolls. Surface mount tabs. STANDARD RETURN TO STANDARD VIEW MATERIAL Recycled Solid Steel Bar LENGTH 4 ft (1.2 m) 6 ft (1.8 m) 8 ft (2.4 m) FEATURES Polished Welds BIKE STOR. G024 STERILE STORAGE G039 WOMENS LOCKERS G036 ALL GENDERS G037 MENS LOCKERS G038 CONF. ROOM/ EDUCATION G025 COMPACTORS G017 WALK-IN FREEZER G018 EQUIPMENT STORAGE G022 DIRTY OUTGOING G002 BREAK OUT G006 CLEAN LINEN G004 EVS OFFICE G016 NORMAL ELEC. G008 MED GAS BOTTLES G020MDF G021 MED GAS EQUIP. G023 HSKP G040 DECONTAM. G010 STERILE PREP G041 WALL MTD. BIKE STOR. PROVIDE BLOCKING WALL PROTECTION WALL MTD. BIKE STOR. PROVIDE BLOCKING WALL PROTECTION ENVIRONMENTS © 2022 Environments For Health BOSTON | DALLAS | NEW YORK | BURLINGTON | PORTLAND e4harchitecture.com ARCHITECTUREe4hFOR HEALTH 888.781.8441 212.889.1840 15 West 37th Street, 6th Floor, New York, NY 10018BIKE STORAGE 08/01/22 OUTPATIENT SURGERY CENTERLOT 6, TILLEY DRIVE SOUTH BURLINGTON, VT 05403 NOT TO SCALEDASK.00c 2 BIKE STOR. - NORTH NOT TO SCALEDASK.00c 3 BIKE STOR. - SOUTH Date: 4/26/2022 UVM MC OSC Trip Generation Profile References: Patient Arrival and Staffing Models, provided by UVM MC Key parameters: 215 employees, 12 operating rooms Time of Day Total* 5:20 5:30 5:40 5:50 6:00 6:10 6:20 6:30 6:40 6:50 7:00 7:10 7:20 7:30 7:40 7:50 8:00 8:10 8:20 8:30 8:40 8:50 9:00 9:10 9:20 9:30 9:40 9:50 10:00 10:10 10:20 10:30 Staff Enters 290 4 0 0 15 0 0 0 0 92 0 42 0 0 23 0 0 18 0 0 3 0 0 6 0 0 0 0 1 1 0 0 4 Staff Exits 287 0 0 0 0 0 2 0 0 9 0 0 4 0 0 2 0 0 2 0 0 0 0 0 1 0 1 0 8 4 0 0 0 Patient Enters 160 0 0 0 0 0 0 9 0 0 0 2 2 0 5 2 2 0 2 5 2 2 3 0 3 1 2 2 6 2 0 4 3 Patient Exits 157 0 0 0 0 0 0 0 0 2 0 0 1 0 0 2 0 0 1 0 0 2 2 0 1 0 2 3 0 0 5 0 3 Service Enters 12 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 Service Exits 12 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 918 Assumptions Shift employee arrivals and departures per UVM MC staffing estimates, escalated to 215 employees Non-shift employee arrival per UVM MC staffing estimates, escalated for 215 employees Non-shift employee departures estimated proportional to PM patient departures per UVM MC patient estimates Patient arrival and departures per UVM MC patient estimates, escaleted for 12 Ors Assume 25% of employees leave and return during a mid-day break Assume 10% of employees / 25% of patients are dropped off Assume 1 service / support entrance and exit per hour *Rounding associated with scaling and pick-up / drop-off estimates result in minor differences between arrival and departure totals Because AM peak hour of generator and AM peak hour of adjacent street traffic don't overlap, average two for analysis: 113 enter, 13 exits, total 126 trips PM peak hour of generator and adjacent street traffic overlap enough to consider them as the same - assume peak hour of generator occurs during peak hour of adjacent street traffic 0 20 40 60 80 100 120 5:205:305:405:506:006:106:206:306:406:507:007:107:207:307:407:508:008:108:208:308:408:509:009:109:209:309:409:5010:0010:1010:2010:3010:4010:5011:0011:1011:2011:3011:4011:5012:0012:1012:2012:3012:4012:5013:0013:1013:2013:3013:4013:5014:0014:1014:2014:3014:4014:5015:0015:1015:2015:3015:4015:5016:0016:1016:2016:3016:4016:5017:0017:1017:2017:3017:4017:5018:0018:1018:2018:3018:4018:5019:0019:1019:20Service Exits Service Enters Patient Exits Patient Enters Staff Exits Staff Enters AM peak hour of generator: 6:40 - 7:40 AM184 trips: 167 enters / 17 exits AM peak hour of adjacent street traffic: 7:30 - 8:30 AM66 trips: 58 enters / 8 exits PM peak hour of adjacent street traffic:4:30 - 5:30 PM72 trips: 9 enters / 63 exits PM peak hour of generator:5:00 - 6:00 PM 129 trips: 15 enters / 114 exits A - Trip Generation Profile Time of Day Staff Enters Staff Exits Patient Enters Patient Exits Service Enters Service Exits 10:40 10:50 11:00 11:10 11:20 11:30 11:40 11:50 12:00 12:10 12:20 12:30 12:40 12:50 13:00 13:10 13:20 13:30 13:40 13:50 14:00 14:10 14:20 14:30 14:40 14:50 15:00 15:10 15:20 15:30 15:40 15:50 16:00 0 0 4 0 23 0 11 0 0 6 0 0 5 0 0 1 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 23 0 11 0 0 6 0 0 5 0 0 1 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15 3 0 3 5 2 5 2 3 4 3 2 6 2 3 2 2 3 5 3 2 1 5 0 4 5 5 2 2 0 7 0 0 2 0 2 2 2 2 5 0 4 2 2 4 2 2 10 0 3 6 2 2 5 0 0 6 5 0 3 3 3 3 2 3 4 0 2 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 A - Trip Generation Profile Project Name: Organization: Project Location: Performed By: Scenario Description:Project Build Date:4/27/2022 Analysis Year: Checked By: Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 126 113 13 Retail 100 50 50 Restaurant 0 Cinema/Entertainment 0 Residential 0 Hotel 0 All Other Land Uses2 0 Total 226 163 63 Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-Motorized Office Retail Restaurant Cinema/Entertainment Residential Hotel All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 4 0 0 0 Retail 5 0 0 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 0 0 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 226 163 63 Office 4% 31% Internal Capture Percentage 8% 6% 14% Retail 8% 10% Restaurant N/A N/A External Vehicle-Trips3 208 154 54 Cinema/Entertainment N/A N/A External Transit-Trips4 0 0 0 Residential N/A N/A External Non-Motorized Trips4 0 0 0 Hotel N/A N/A Tilley Drive, South Burlington AM Street Peak Hour WCG CDM 2023 Estimation Tool Developed by the Texas Transportation Institute Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A 1Land Use Codes (LUCs) from Trip Generation Informational Report, published by the Institute of Transportation Engineers. 4Person-Trips *Indicates computation that has been rounded to the nearest whole number. Table 2-A: Mode Split and Vehicle Occupancy Estimates Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To)Origin (From) Origin (From)Destination (To) Cinema/Entertainment Land Use Entering Trips Exiting Trips Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) NCHRP 8-51 Internal Trip Capture Estimation Tool Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) 0 0 Cinema/Entertainment Development Data (For Information Only) 0 0 0 Estimated Vehicle-TripsLand Use UVM Medical Center OSC B - Internal Capture Worksheet Project Name: Analysis Period: Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips* Office 1.00 113 113 1.00 13 13 Retail 1.00 50 50 1.00 50 50 Restaurant 1.00 0 0 1.00 0 0 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 0 0 1.00 0 0 Hotel 1.00 0 0 1.00 0 0 Office Retail Restaurant Residential Hotel Office 4 8 0 0 Retail 15 7 7 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 0 0 0 Hotel 0 0 0 0 Office Retail Restaurant Residential Hotel Office 16 0 0 0 Retail 5 0 0 0 Restaurant 16 4 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 3 9 0 0 Hotel 3 2 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 5 108 113 108 0 0 Retail 4 46 50 46 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 0 0 0 0 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 4 9 13 9 0 0 Retail 5 45 50 45 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 0 0 0 0 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Land Use Table 7-A (D): Entering Trips 2Person-Trips Person-Trip Estimates UVM Medical Center OSC AM Street Peak Hour Table 9-A (D): Internal and External Trips Summary (Entering Trips) Table 8-A (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From)Destination (To) Cinema/Entertainment Table 7-A: Conversion of Vehicle-Trip Ends to Person-Trip Ends Table 7-A (O): Exiting Trips 0 0 0 Table 8-A (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From) Origin Land Use Person-Trip Estimates External Trips by Mode* External Trips by Mode* 1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A 0 *Indicates computation that has been rounded to the nearest whole number. 0 0 0 0 0 Destination (To) Cinema/Entertainment 0 3Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator Destination Land Use Table 9-A (O): Internal and External Trips Summary (Exiting Trips) B - Internal Capture Worksheet Project Name: Organization: Project Location: Performed By: Scenario Description:Project Build Date:4/27/2022 Analysis Year: Checked By: Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 129 15 114 Retail 86 44 42 Restaurant 0 Cinema/Entertainment 0 Residential 0 Hotel 0 All Other Land Uses2 0 Total 215 59 156 Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-Motorized Office Retail Restaurant Cinema/Entertainment Residential Hotel All Other Land Uses2 Office Retail Restaurant Residential Hotel Office 500 Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 3 0 0 0 Retail 1 0 0 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 0 0 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 215 59 156 Office 7% 3% Internal Capture Percentage 4% 7% 3% Retail 7% 2% Restaurant N/A N/A External Vehicle-Trips3 207 55 152 Cinema/Entertainment N/A N/A External Transit-Trips4 0 0 0 Residential N/A N/A External Non-Motorized Trips4 0 0 0 Hotel N/A N/A 1Land Use Codes (LUCs) from Trip Generation Informational Report, published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P *Indicates computation that has been rounded to the nearest whole number. Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 4Person-Trips Estimation Tool Developed by the Texas Transportation Institute 0 0 0 Origin (From)Destination (To) Cinema/Entertainment 0 0 Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From)Destination (To) Cinema/Entertainment Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) 2023 PM Street Peak Hour Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only)Estimated Vehicle-Trips NCHRP 8-51 Internal Trip Capture Estimation Tool UVM Medical Center OSC WCG Tilley Drive, South Burlington CDM B - Internal Capture Worksheet Project Name: Analysis Period: Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips* Office 1.00 15 15 1.00 114 114 Retail 1.00 44 44 1.00 42 42 Restaurant 1.00 0 0 1.00 0 0 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 0 0 1.00 0 0 Hotel 1.00 0 0 1.00 0 0 Office Retail Restaurant Residential Hotel Office 21 5 2 0 Retail 1 12 11 2 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 0 0 0 Hotel 0 0 0 0 Office Retail Restaurant Residential Hotel Office 3 0 0 0 Retail 5 0 0 0 Restaurant 5 22 0 0 Cinema/Entertainment 1 2 0 0 0 Residential 9 4 0 0 Hotel 0 1 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 1 14 15 14 0 0 Retail 3 41 44 41 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 0 0 0 0 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 3 111 114 111 0 0 Retail 1 41 42 41 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 0 0 0 0 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 0 0 0 0 0 3Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator Table 9-P (O): Internal and External Trips Summary (Exiting Trips) Origin Land Use Person-Trip Estimates External Trips by Mode* Person-Trip Estimates External Trips by Mode* 0 Table 8-P (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From) 2Person-Trips 0 0 Table 9-P (D): Internal and External Trips Summary (Entering Trips) Destination Land Use *Indicates computation that has been rounded to the nearest whole number. UVM Medical Center OSC PM Street Peak Hour Table 7-P: Conversion of Vehicle-Trip Ends to Person-Trip Ends Land Use Table 7-P (D): Entering Trips Table 7-P (O): Exiting Trips Table 8-P (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From)Destination (To) Destination (To) Cinema/Entertainment Cinema/Entertainment 0 2 1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P B - Internal Capture Worksheet C - Traffic Adjustments C - Traffic Adjustments 2020 Redbook DHV Chart Rural Interstate Rural Non-Interstate Urban Summer Recreational Summer/Winter Recreational Summer/Winter Recreational TH AADT SF1 SF2 SF3 SF4 SF5 SF6 Predicted DHV by Seasonal Factor Group by AADT 6800 830 750 810 950 1000 1300 6900 840 760 820 960 1000 7000 850 770 830 960 1100 7100 860 790 840 960 1100 7200 870 800 850 960 1100 7300 870 810 860 970 1100 7400 880 820 870 970 1100 7500 890 840 880 970 1100 7600 900 850 890 970 1100 7700 910 860 900 970 1100 7800 920 880 910 970 1100 7900 930 890 920 980 1100 8000 940 900 930 980 1100 8100 950 920 940 990 1100 8200 960 930 950 990 1100 8300 970 950 960 1000 1100 8400 980 960 970 1000 1100 8500 990 980 980 1000 1100 8600 1000 990 990 1000 1100 8700 1000 1000 1000 1000 1100 8800 1000 1000 1000 1000 1100 8900 1000 1000 1000 1100 1100 9000 1000 1000 1000 1100 1100 9100 1100 1100 1000 1100 1100 9200 1100 1100 1100 1100 1100 9300 1100 1100 1100 1100 1100 9400 1100 1100 1100 1100 1200 9500 1100 1100 1100 1100 1200 9600 1100 1100 1100 1100 1200 9700 1100 1100 1100 1100 1200 9800 1100 1100 1100 1100 1200 9900 1200 1100 1100 1100 1200 10000 1200 1200 1100 1200 1200 10100 1200 1200 1100 1200 1300 10200 1200 1200 1200 1300 10300 1200 1200 1200 1300 10400 1200 1200 1200 1300 10500 1200 1200 1200 1300 10600 1300 1200 1200 1300 10700 1300 1200 1200 1400 10800 1300 1200 1200 1400 10900 1300 1200 1200 1400 Page 27 of 39 VTrans 2020 Redbook D124 AADT: 7992 vpd; DHV 929 vph D211 AADT: 9138 vpd; DHV 1038 vph C - Traffic Adjustments D040: 2021 AADT = 14,449 vpd 2019 AADT = 14,772 vpd 2021 COVID Adjustment = 14,772 / 14,449 = 1.022 D061: 2021 AADT = 10,938 vpd 2019 AADT = 11,456 vpd 2021 COVID Adjustment = 11,456 / 10,938 = 1.047 Average COVID Adjustment = (1.022 + 1.047) / 2 = 1.035 C - Traffic Adjustments AM 05/20/22 12:30 PM EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB Hinesburg Road & Kennedy Drive L 93 93 155 66 L 96 96 159 68 L L 96 96 159 68 L 0 14 26 58South Burlington VT T 363 334 234 321 T 373 344 241 330 T T 373 344 241 330 T 141 110 26 46 02/16/22 R 164 37 73 151 R 169 38 75 155 2144 R 0 R 169 38 75 155 2144 R 25 67 11 0 5233rd Wednesday Enter 620 464 462 538 Enter 638 477 475 553 2144 Enter 0 0 0 0 0 Enter 638 477 475 553 2144 Enter 165 43 62 104 375Exit502640364578Exit5166583745952144Exit00000Exit5166583745952144Exit161359385329 % Trucks 4%6%3%2%Peds 3 0 0 4 1.03 (From PM Peak)Peak Hour 7:30 AM - 8:30 AM 0.92 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB Hinesburg Road & Old Farm Road L 0 39 0 7 L 0 42 0 7 L 0 L 0 42 0 7 L 0 14 0 0South Burlington VT T 0 0 402 564 T 0 0 431 604 T 31 -17 T 0 0 462 587 T 0 0 46 96 02/16/22 R 0 12 26 0 R 0 13 28 0 1125 R 1 15 R 0 14 28 0 1140 R 0 0 13 0 1703rd Wednesday Enter 0 51 428 571 Enter 0 55 459 612 1125 Enter 0 1 31 -17 15 Enter 0 56 489 595 1140 Enter 0 14 60 96 170Exit330414603Exit3504446461125Exit0032-17 15 Exit 35 0 475 629 1140 Exit 13 0 46 110 170 % Trucks 0%2%4%3%Peds 0 0 0 0 1.07 (From PM Peak)Peak Hour 7:30 AM - 8:30 AM 0.92 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB Hinesburg Road & Tilley Drive L 8 8 1 220 L 8 8 1 227 L 1 1 L 9 8 1 228 L 0 5 0 79South Burlington VT T 0 0 390 386 T 0 0 402 398 T 38 2 T 0 0 440 399 T 0 0 36 31 02/16/22 R 1 36 64 2 R 1 37 66 2 1150 R 4 0 45 R 1 41 66 2 1195 R 0 24 23 0 1983rd Wednesday Enter 9 44 455 608 Enter 9 45 469 626 1150 Enter 1 4 38 3 45 Enter 10 49 507 629 1195 Enter 0 29 59 110 198Exit2843434395Exit29334474071150Exit1042245Exit29434894091195Exit10206036198 % Trucks 0%2%4%3%Peds 1 0 0 2 1.03 (From PM Peak)Peak Hour 7:30 AM - 8:30 AM 0.90 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB Tilley Drive & Site Driveway L L 0 0 0 0 L 9 L 0 0 9 0 L 0 0 0 0T28444T2934500T-32 -9 T 261 36 0 0 T 102 29 0 0RR0000338R320R32000338R0000 131EnterEnter2934500338Enter0-9 9 409 409 Enter 293 36 9 0 338 Enter 102 29 0 0 131ExitExit2934500338Exit-32 0 507 32 507 Exit 261 45 0 32 338 Exit 102 29 0 0 131 % TrucksPeds 1.03 (From PM Peak)Peak Hour 1.00 Raw Count Data 2024 BalancingDHV & Annual Adjustments (1) to Adjusted Raw Counts Balanced Adjusted Raw Counts 2024 2024 2024 ODVs Total Page 1 of 2 D - Vols Spreadsheet - AM Peak Hour AM Enter ExitAM967 103 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB L 96 110 185 126 L 11 2 L 96 121 187 126 L 98 98 163 70 L 0 14 26 58 L 98 112 189 127 L 98 123 191 127T514453266376T338T514453269414T382352247338T1411102646T523462272384T523462275422R194105861552667R20174R213105871552741R17339771592196R2567110523R198106881592718R21710689159 2792Enter8036685386572667Enter201153874Enter8236795436952741Enter6534894875672196Enter16519162104523Enter8196805496712718Enter8386915557092792Exit7267944676802667Exit1236974Exit7277964707482741Exit5296743846092196Exit2101359385523Exit7398104766942718Exit7398124797632792 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB L 0 56 0 7 L 6 L 0 62 0 7 L 0 43 0 7 L 0 14 0 0 L 0 57 0 7 L 0 63 0 7T00508683T569T00513752T00473602T004696T00519698T00524766R0144101310R0080R0144201390R0142901167R00130170R0144201337R014420 1417Enter0705496911310Enter0666980Enter0755557591390Enter0575016091167Enter0146096170Enter0715617051337Enter0775677741417Exit4905227391310Exit0057480Exit4905278141390Exit3604876441167Exit13046110170Exit4905337551337Exit5005398291417 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB L 9 13 1 307 L 1 74 L 9 14 1 381 L 9 8 1 233 L 0 5 0 79 L 9 13 1 312 L 9 15 1 387T00475431T0T00475431T00450409T003631T00486440T00486440R1658921393R622103R17111021496R1426821224R024230198R1669021421R1711122 1524Enter10785657391393Enter072274103Enter10855878141496Enter10505196441224Enter02959110198Enter10795787551421Enter10865998291524Exit39635494451393Exit96061103Exit49235554461496Exit30135014191224Exit10206036198Exit40335614551421Exit49935674561524 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB L 46 0 9 28 L 96 L 142 0 9 28 L 0 0 9 0 L 0 0 0 0 L 46 0 9 28 L 142 0 9 28T3174300TT3174300T2673700T1022900T3234400T3234400R324022501R7103R324029604R33000346R0000131R334022509R334029 612Enter39547950501Enter96007103Enter49147957604Enter3003790346Enter1022900131Enter40248950509Enter49848957612Exit345745032501Exit07960103Exit3458114632604Exit26746033346Exit1022900131Exit351755033509Exit3518214633612 2029 Existing Conditions No Build BuildODVsBuild 2029 Balanced Adjusted Raw Counts 202920292024 2024 Trip Generation (Primary) Page 2 of 2 D - Vols Spreadsheet - AM Peak Hour PM 05/20/22 12:26 PM EB WB NB SB DHV Calculations Growth Rate 1.005 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB Hinesburg Road & Kennedy Drive L 187 101 161 69 ATR Station D124 DHV Year 2019 L 192 104 166 71 L L 192 104 166 71 L 0 15 38 74South Burlington VT T 389 441 316 178 Method 2 Analysis Year 2024 T 400 454 325 183 T T 400 454 325 183 T 129 150 64 3302/16/22 R 123 77 78 119 DHV 929 2019-2024 Growth 1.024 R 127 79 80 122 2303 R 0 R 127 79 80 122 2303 R 27 73 16 0 6213rd Wednesday Enter 699 619 555 366 Corr. Count 957 Enter 719 637 571 377 2303 Enter 0 0 0 0 0 Enter 719 637 571 377 2303 Enter 157 43 119 107 425Exit536721580402DHV Adjustment 0.97 COVID Adjustment 1.03486 Exit 551 742 597 414 2303 Exit 0 0 0 0 0 Exit 551 742 597 414 2303 Exit 16 188 137 75 417% Trucks 1.3%0.3%1.8%1.1%ATR from 2021, but COVID adj. Peds 0 2 0 4 Total Adjustment 1.029 brings to 2019Peak Hour 4:30 PM - 5:30 PM 0.96 EB WB NB SB DHV Calculations Growth Rate 1.005 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SBHinesburg Road & Old Farm Road L 0 23 0 2 ATR Station D124 DHV Year 2019 L 0 25 0 2 L 0 L 0 25 0 2 L 0 16 0 0South Burlington VT T 0 0 568 338 Method 2 Analysis Year 2024 T 0 0 609 362 T -48 49 T 0 0 560 411 T 0 0 120 5802/16/22 R 0 11 50 0 DHV 929 2019-2024 Growth 1.024 R 0 12 54 0 1063 R -1 0 R 0 11 54 0 1063 R 0 0 20 0 2143rd Wednesday Enter 0 34 618 340 Corr. Count 919 Enter 0 36 662 364 1063 Enter 0 -1 -48 49 0 Enter 0 35 614 414 1063 Enter 0 16 140 58 214Exit520579361DHV Adjustment 1.01 COVID Adjusment 1.03486 Exit 56 0 620 387 1063 Exit 0 0 -49 49 0 Exit 56 0 571 436 1063 Exit 20 0 120 74 214% Trucks 0.0%2.9%1.8%2.1%ATR from 2021, but COVID adj. Peds 0 0 0 0 Total Adjustment 1.071 brings to 2019Peak Hour 4:15 PM - 5:15 PM 0.86 EB WB NB SB DHV Calculations Growth Rate 1.005 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB Hinesburg Road & Tilley Drive L 1 57 1 27 ATR Station n/a DHV Year 2024 L 1 59 1 28 L L 1 59 1 28 L 0 32 0 33 South Burlington VT T 1 1 442 353 Method n/a Analysis Year 2024 T 1 1 455 364 T -35 36 T 1 1 420 400 T 1 0 36 42 02/15/22 R 0 187 16 8 DHV 1,049 2024-2024 Growth 1.000 R 0 193 16 8 1127 R 1 R 0 193 16 8 1128 R 0 103 19 0 266 3rd Tuesday Enter 2 245 459 388 Corr. Count 1,018 Enter 2 252 473 400 1127 Enter 0 0 -35 36 1 Enter 2 252 438 436 1128 Enter 1 135 55 74 266 Exit 44 10 630 410 DHV Adjustment 1.03 Exit 45 10 649 422 1127 Exit 0 0 -35 36 1 Exit 45 10 614 458 1128 Exit 53 0 140 73 266 % Trucks 0.0%0.0%1.1%1.3%Peds 2 0 0 0 Total Adjustment 1.030Peak Hour 4:30 PM - 5:30 PM 0.86 EB WB NB SB DHV Calculations Growth Rate 1.005 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SBTilley Drive & Site Driveway L ATR Station DHV Year 2019 L 0 0 0 0 L 42 L 0 0 42 0 L 0 0 0 0T44245MethodAnalysis Year T 45 252 0 0 T -18 -42 T 27 211 0 0 T 53 135 0 0RDHV2019-2024 Growth R 0 0 0 0 298 R 18 0 R 18 0 0 0 298 R 0 0 0 0 188EnterCorr. Count Enter 45 252 0 0 298 Enter 0 -42 42 0 0 Enter 45 211 42 0 298 Enter 53 135 0 0 188ExitDHV Adjustment Exit 45 252 0 0 298 Exit -18 0 0 18 0 Exit 27 252 0 18 298 Exit 53 135 0 0 188% TrucksPeds Total Adjustment 1.03Peak Hour 1.00 2024 2024 Balanced Adjusted Raw Counts 2024 Other Development Volumes Total Raw Count Data 2024 BalancingDHV & Annual Adjustments (1) to Adjusted Raw Counts Page 1 of 2 D - Vols Spreadsheet - PM Peak Hour PM 05/20/22 12:26 PM Hinesburg Road & Kennedy DriveSouth Burlington VT02/16/223rd Wednesday Hinesburg Road & Old Farm RoadSouth Burlington VT02/16/223rd Wednesday Hinesburg Road & Tilley Drive South Burlington VT 02/15/223rd Tuesday Tilley Drive & Site Driveway Enter ExitPM1298 110 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB L 192 119 204 145 L 2 20 L 192 121 224 145 L 197 106 170 73 L 0 15 38 74 L 197 122 208 147 L 197 123 228 147T530604389216T383T530604427219T410465333188T1291506433T539615397220T539615435223R154153971222925R2974R1561531061222999R13081821252359R2773160621R157155991252980R159155108125 3055Enter8768766904842925Enter2268374Enter8788777574872999Enter7366525853862359Enter157239119107621Enter8938917034932980Enter8958937714963055Exit7729307344892925Exit92038774Exit7819507724962999Exit5657606114242359Exit22018813775621Exit7859487484992980Exit7949687865063055 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SBL04002L1L04102L02502L01600L04102L04202T00680469T687T00747476T00574421T0012058T00693479T00761486R0117401277R0782R0118101359R0115501088R00200214R0117501302R011820 1384Enter0517534721277Enter0175782Enter0528284791359Enter0366294241088Enter01614058214Enter0527684821302Enter0538434891384Exit7606915101277Exit7068782Exit8307585171359Exit5705854461088Exit20012074214Exit7707045201302Exit8507725281384 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SBL190160L237L1113168L160128L032033L192161L1115168T21456441T0T31456441T11430409T103642T21466451T31466451 R 0 296 36 8 1394 R 75 4 110 R 0 371 40 8 1503 R 0 197 17 8 1155 R 0 103 19 0 266 R 0 301 36 8 1421 R 0 376 41 8 1531 Enter 3 387 493 510 1394 Enter 0 98 4 7 110 Enter 4 485 497 517 1503 Enter 2 259 448 446 1155 Enter 1 135 55 74 266 Enter 3 394 504 520 1421 Enter 4 491 508 528 1531 Exit 98 10 753 532 1394 Exit 12 0 75 23 110 Exit 110 10 828 554 1503 Exit 46 11 629 470 1155 Exit 53 0 140 73 266 Exit 99 11 768 543 1421 Exit 111 11 843 566 1531 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SBL190423L12L310423L00430L0000L190433L310433T6130700TT6130700T2821600T5313500T6231200T6231200R1825039514R98110R18250137624R18000305R0000188R1825039521R18250137 631Enter983324242514Enter120098110Enter11033242140624Enter46216430305Enter5313500188Enter993374342521Enter11133743140631Exit643874418514Exit098120110Exit644855618624Exit28259018305Exit5313500188Exit653944418521Exit654925618631 20292024(Primary) 20292024 Balanced Adjusted Raw Counts 20292029 BuildNo-Build No BuildODVsBuildTrip Generation Page 2 of 2 D - Vols Spreadsheet - PM Peak Hour HCM Signalized Intersection Capacity Analysis 8: Hinesburg Rd & Kennedy Dr 04/28/2022 04/01/2022 2024 No Build AM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 96 514 194 110 453 105 185 266 86 126 376 155 Future Volume (vph) 96 514 194 110 453 105 185 266 86 126 376 155 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3328 1703 3293 1752 1845 1568 1770 1863 1559 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1736 3328 1703 3293 1752 1845 1568 1770 1863 1559 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 96 514 194 110 453 105 185 266 86 126 376 155 RTOR Reduction (vph) 0 27 0 0 14 0 0 0 74 0 0 111 Lane Group Flow (vph) 96 681 0 110 544 0 185 266 12 126 376 44 Confl. Peds. (#/hr) 4 4 3 3 Heavy Vehicles (%) 4% 4% 4% 6% 6% 6% 3% 3% 3% 2% 2% 2% Turn Type Prot NA Prot NA Prot NA Over Prot NA Perm Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 6 Actuated Green, G (s) 10.1 24.1 10.9 24.9 11.7 28.8 10.9 9.3 26.4 26.4 Effective Green, g (s) 14.2 28.2 15.0 29.0 15.3 31.5 15.0 12.9 29.1 29.1 Actuated g/C Ratio 0.14 0.27 0.14 0.28 0.15 0.30 0.14 0.12 0.28 0.28 Clearance Time (s) 8.1 8.1 8.1 8.1 7.6 6.7 8.1 7.6 6.7 6.7 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 237 905 246 921 258 560 227 220 523 437 v/s Ratio Prot 0.06 c0.20 c0.06 0.17 c0.11 0.14 0.01 0.07 c0.20 v/s Ratio Perm 0.03 v/c Ratio 0.41 0.75 0.45 0.59 0.72 0.47 0.05 0.57 0.72 0.10 Uniform Delay, d1 40.8 34.5 40.5 32.2 42.1 29.3 38.2 42.8 33.6 27.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 3.2 0.5 0.7 7.7 2.9 0.0 2.2 8.3 0.5 Delay (s) 41.3 37.7 41.0 32.9 49.8 32.2 38.2 45.0 41.8 28.0 Level of Service D D D C D C D D D C Approach Delay (s) 38.1 34.2 39.2 39.2 Approach LOS D C D D Intersection Summary HCM 2000 Control Delay 37.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 103.6 Sum of lost time (s) 22.0 Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 1 of 40 HCM 6th TWSC 11: Hinesburg Rd & Old Farm Road 04/28/2022 04/01/2022 2024 No Build AM Synchro 10 Report Page 6 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 56 14 508 41 7 683 Future Vol, veh/h 56 14 508 41 7 683 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 120 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 2 2 4 4 3 3 Mvmt Flow 56 14 508 41 7 683 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1205 508 0 0 549 0 Stage 1 508 - - - - - Stage 2 697 - - - - - Critical Hdwy 6.42 6.22 - - 4.13 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.227 - Pot Cap-1 Maneuver 203 565 - - 1016 - Stage 1 604 - - - - - Stage 2 494 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 201 565 - - 1016 - Mov Cap-2 Maneuver 201 - - - - - Stage 1 604 - - - - - Stage 2 489 - - - - - Approach WB NB SB HCM Control Delay, s 27.2 0 0.1 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 231 1016 - HCM Lane V/C Ratio - - 0.303 0.007 - HCM Control Delay (s) - - 27.2 8.6 - HCM Lane LOS - - D A - HCM 95th %tile Q(veh) - - 1.2 0 - E - Synchro Worksheets Page 2 of 40 HCM Signalized Intersection Capacity Analysis 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 04/01/2022 2024 No Build AM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 9 0 1 13 0 65 1 475 89 307 431 2 Future Volume (vph) 9 0 1 13 0 65 1 475 89 307 431 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.96 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1789 1770 1548 1734 1827 1553 1752 1843 Flt Permitted 0.93 0.98 1.00 0.51 1.00 1.00 0.42 1.00 Satd. Flow (perm) 1733 1817 1548 932 1827 1553 773 1843 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 9 0 1 13 0 65 1 475 89 307 431 2 RTOR Reduction (vph) 0 9 0 0 0 59 0 0 50 0 0 0 Lane Group Flow (vph) 0 1 0 0 13 6 1 475 39 307 433 0 Confl. Peds. (#/hr) 2 2 1 1 Heavy Vehicles (%) 0% 0% 0% 2% 2% 2% 4% 4% 4% 3% 3% 3% Turn Type Perm NA Perm NA Perm Perm NA Perm pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Actuated Green, G (s) 3.6 3.6 3.6 20.4 20.4 20.4 31.5 31.5 Effective Green, g (s) 4.1 4.1 4.1 20.9 20.9 20.9 32.0 32.0 Actuated g/C Ratio 0.09 0.09 0.09 0.44 0.44 0.44 0.68 0.68 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 150 158 134 413 810 689 641 1252 v/s Ratio Prot c0.26 c0.06 0.23 v/s Ratio Perm 0.00 c0.01 0.00 0.00 0.03 0.27 v/c Ratio 0.01 0.08 0.04 0.00 0.59 0.06 0.48 0.35 Uniform Delay, d1 19.6 19.8 19.7 7.3 9.9 7.5 5.8 3.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.2 0.1 0.0 3.1 0.2 0.6 0.8 Delay (s) 19.7 20.0 19.8 7.3 12.9 7.6 6.4 3.9 Level of Service B B B A B A A A Approach Delay (s) 19.7 19.9 12.1 4.9 Approach LOS B B B A Intersection Summary HCM 2000 Control Delay 8.8 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 47.1 Sum of lost time (s) 16.5 Intersection Capacity Utilization 63.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 3 of 40 HCM 6th Signalized Intersection Summary 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 04/01/2022 2024 No Build AM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 0 1 13 0 65 1 475 89 307 431 2 Future Volume (veh/h) 9 0 1 13 0 65 1 475 89 307 431 2 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1870 1870 1870 1841 1841 1841 1856 1856 1856 Adj Flow Rate, veh/h 9 0 1 13 0 65 1 475 89 307 431 2 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 0 0 2 2 2 4 4 4 3 3 3 Cap, veh/h 255 8 13 290 0 146 463 785 664 514 1231 6 Arrive On Green 0.09 0.00 0.08 0.09 0.00 0.09 0.43 0.43 0.43 0.12 0.67 0.66 Sat Flow, veh/h 1140 87 136 1428 0 1571 940 1841 1558 1767 1845 9 Grp Volume(v), veh/h 10 0 0 13 0 65 1 475 89 307 0 433 Grp Sat Flow(s),veh/h/ln 1364 0 0 1428 0 1571 940 1841 1558 1767 0 1854 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 1.8 0.0 9.1 1.6 0.0 0.0 4.6 Cycle Q Clear(g_c), s 0.3 0.0 0.0 0.3 0.0 1.8 4.7 9.1 1.6 0.0 0.0 4.6 Prop In Lane 0.90 0.10 1.00 1.00 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 276 0 0 290 0 146 463 785 664 514 0 1236 V/C Ratio(X) 0.04 0.00 0.00 0.04 0.00 0.45 0.00 0.61 0.13 0.60 0.00 0.35 Avail Cap(c_a), veh/h 702 0 0 727 0 635 463 785 664 514 0 1236 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 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.0 0.0 0.0 19.0 0.0 19.6 10.4 10.1 8.0 15.8 0.0 3.3 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.1 0.0 2.1 0.0 3.5 0.4 1.9 0.0 0.8 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 0.1 0.0 0.0 0.1 0.0 0.7 0.0 3.6 0.5 2.8 0.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.0 0.0 0.0 19.0 0.0 21.8 10.4 13.6 8.4 17.7 0.0 4.1 LnGrp LOS B A A B A C B B A B A A Approach Vol, veh/h 10 78 565 740 Approach Delay, s/veh 19.0 21.3 12.8 9.8 Approach LOS B C B A Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 11.0 25.0 9.7 36.0 9.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 19.0 18.0 30.0 18.0 Max Q Clear Time (g_c+I1), s 2.0 11.1 2.3 6.6 3.8 Green Ext Time (p_c), s 0.3 2.1 0.0 2.8 0.2 Intersection Summary HCM 6th Ctrl Delay 11.7 HCM 6th LOS B E - Synchro Worksheets Page 4 of 40 HCM 6th TWSC 15: 62 Tilley Drive/Site Drive & Tilley Drive 04/28/2022 04/01/2022 2024 No Build AM Synchro 10 Report Page 9 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 46 317 32 0 43 4 9 0 0 28 0 22 Future Vol, veh/h 46 317 32 0 43 4 9 0 0 28 0 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 46 317 32 0 43 4 9 0 0 28 0 22 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 47 0 0 349 0 0 481 472 333 470 486 45 Stage 1 - - - - - - 425 425 - 45 45 - Stage 2 - - - - - - 56 47 - 425 441 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1573 - - 1221 - - 499 493 713 507 484 1031 Stage 1 - - - - - - 611 590 - 974 861 - Stage 2 - - - - - - 961 860 - 611 580 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1573 - - 1221 - - 475 475 713 493 467 1031 Mov Cap-2 Maneuver - - - - - - 475 475 - 493 467 - Stage 1 - - - - - - 589 569 - 939 861 - Stage 2 - - - - - - 940 860 - 589 559 - Approach EB WB NB SB HCM Control Delay, s 0.9 0 12.7 11.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 475 1573 - - 1221 - - 640 HCM Lane V/C Ratio 0.019 0.029 - - - - - 0.078 HCM Control Delay (s) 12.7 7.4 0 - 0 - - 11.1 HCM Lane LOS B A A - A - - B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.3 E - Synchro Worksheets Page 5 of 40 HCM Signalized Intersection Capacity Analysis 8: Hinesburg Rd & Kennedy Dr 04/28/2022 5:00 pm 04/01/2022 2024 Build AM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 96 514 213 121 453 105 187 269 87 126 414 155 Future Volume (vph) 96 514 213 121 453 105 187 269 87 126 414 155 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3319 1703 3293 1752 1845 1568 1770 1863 1560 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1736 3319 1703 3293 1752 1845 1568 1770 1863 1560 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 96 514 213 121 453 105 187 269 87 126 414 155 RTOR Reduction (vph) 0 29 0 0 13 0 0 0 75 0 0 108 Lane Group Flow (vph) 96 698 0 121 545 0 187 269 12 126 414 47 Confl. Peds. (#/hr) 4 4 3 3 Heavy Vehicles (%) 4% 4% 4% 6% 6% 6% 3% 3% 3% 2% 2% 2% Turn Type Prot NA Prot NA Prot NA Over Prot NA Perm Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 6 Actuated Green, G (s) 10.6 26.9 12.0 28.3 13.4 35.2 12.0 10.2 32.0 32.0 Effective Green, g (s) 14.7 31.0 16.1 32.4 17.0 37.9 16.1 13.8 34.7 34.7 Actuated g/C Ratio 0.13 0.27 0.14 0.28 0.15 0.33 0.14 0.12 0.30 0.30 Clearance Time (s) 8.1 8.1 8.1 8.1 7.6 6.7 8.1 7.6 6.7 6.7 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 222 896 238 929 259 609 219 212 563 471 v/s Ratio Prot 0.06 c0.21 c0.07 0.17 c0.11 c0.15 0.01 0.07 c0.22 v/s Ratio Perm 0.03 v/c Ratio 0.43 0.78 0.51 0.59 0.72 0.44 0.06 0.59 0.74 0.10 Uniform Delay, d1 46.2 38.7 45.7 35.4 46.6 30.2 42.8 47.8 35.9 28.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 3.9 0.6 0.6 8.1 2.3 0.0 3.0 8.3 0.4 Delay (s) 46.7 42.7 46.3 36.1 54.8 32.5 42.8 50.8 44.2 29.2 Level of Service D D D D D C D D D C Approach Delay (s) 43.1 37.9 41.8 42.1 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 41.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 114.8 Sum of lost time (s) 22.0 Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 6 of 40 HCM 6th TWSC 11: Hinesburg Rd & Old Farm Road 04/28/2022 5:00 pm 04/01/2022 2024 Build AM Synchro 10 Report Page 6 Intersection Int Delay, s/veh 1.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 62 14 513 42 7 752 Future Vol, veh/h 62 14 513 42 7 752 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 120 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 2 2 4 4 3 3 Mvmt Flow 62 14 513 42 7 752 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1279 513 0 0 555 0 Stage 1 513 - - - - - Stage 2 766 - - - - - Critical Hdwy 6.42 6.22 - - 4.13 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.227 - Pot Cap-1 Maneuver 183 561 - - 1010 - Stage 1 601 - - - - - Stage 2 459 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 181 561 - - 1010 - Mov Cap-2 Maneuver 181 - - - - - Stage 1 601 - - - - - Stage 2 453 - - - - - Approach WB NB SB HCM Control Delay, s 32.1 0 0.1 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 207 1010 - HCM Lane V/C Ratio - - 0.367 0.007 - HCM Control Delay (s) - - 32.1 8.6 - HCM Lane LOS - - D A - HCM 95th %tile Q(veh) - - 1.6 0 - E - Synchro Worksheets Page 7 of 40 HCM Signalized Intersection Capacity Analysis 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 5:00 pm 04/01/2022 2024 Build AM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 9 0 1 14 0 71 1 475 110 381 431 2 Future Volume (vph) 9 0 1 14 0 71 1 475 110 381 431 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.96 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1790 1770 1548 1734 1827 1553 1752 1843 Flt Permitted 0.95 1.00 1.00 0.51 1.00 1.00 0.41 1.00 Satd. Flow (perm) 1777 1863 1548 932 1827 1553 748 1843 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 9 0 1 14 0 71 1 475 110 381 431 2 RTOR Reduction (vph) 0 9 0 0 0 65 0 0 65 0 0 0 Lane Group Flow (vph) 0 1 0 0 14 6 1 475 45 381 433 0 Confl. Peds. (#/hr) 2 2 1 1 Heavy Vehicles (%) 0% 0% 0% 2% 2% 2% 4% 4% 4% 3% 3% 3% Turn Type Perm NA Perm NA Perm Perm NA Perm pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Actuated Green, G (s) 3.5 3.5 3.5 18.4 18.4 18.4 30.6 30.6 Effective Green, g (s) 4.0 4.0 4.0 18.9 18.9 18.9 31.1 31.1 Actuated g/C Ratio 0.09 0.09 0.09 0.41 0.41 0.41 0.67 0.67 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 154 161 134 382 749 636 650 1243 v/s Ratio Prot 0.26 c0.09 0.23 v/s Ratio Perm 0.00 c0.01 0.00 0.00 0.03 c0.31 v/c Ratio 0.01 0.09 0.05 0.00 0.63 0.07 0.59 0.35 Uniform Delay, d1 19.2 19.4 19.3 8.0 10.8 8.3 6.9 3.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.2 0.1 0.0 4.1 0.2 1.4 0.8 Delay (s) 19.2 19.6 19.4 8.0 14.9 8.5 8.3 4.0 Level of Service B B B A B A A A Approach Delay (s) 19.2 19.5 13.7 6.0 Approach LOS B B B A Intersection Summary HCM 2000 Control Delay 9.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 46.1 Sum of lost time (s) 16.5 Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 8 of 40 HCM 6th Signalized Intersection Summary 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 5:00 pm 04/01/2022 2024 Build AM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 0 1 14 0 71 1 475 110 381 431 2 Future Volume (veh/h) 9 0 1 14 0 71 1 475 110 381 431 2 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1870 1870 1870 1841 1841 1841 1856 1856 1856 Adj Flow Rate, veh/h 9 0 1 14 0 71 1 475 110 381 431 2 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 0 0 2 2 2 4 4 4 3 3 3 Cap, veh/h 257 8 13 293 0 150 440 742 628 523 1227 6 Arrive On Green 0.10 0.00 0.08 0.10 0.00 0.10 0.40 0.40 0.40 0.14 0.66 0.65 Sat Flow, veh/h 1131 85 135 1430 0 1571 940 1841 1558 1767 1845 9 Grp Volume(v), veh/h 10 0 0 14 0 71 1 475 110 381 0 433 Grp Sat Flow(s),veh/h/ln 1351 0 0 1430 0 1571 940 1841 1558 1767 0 1854 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 2.0 0.0 9.5 2.1 1.8 0.0 4.7 Cycle Q Clear(g_c), s 0.3 0.0 0.0 0.3 0.0 2.0 4.7 9.5 2.1 1.8 0.0 4.7 Prop In Lane 0.90 0.10 1.00 1.00 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 278 0 0 293 0 150 440 742 628 523 0 1232 V/C Ratio(X) 0.04 0.00 0.00 0.05 0.00 0.47 0.00 0.64 0.18 0.73 0.00 0.35 Avail Cap(c_a), veh/h 697 0 0 725 0 633 440 742 628 523 0 1232 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 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.9 0.0 0.0 18.9 0.0 19.7 11.2 11.0 8.8 16.0 0.0 3.4 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.1 0.0 2.3 0.0 4.2 0.6 5.1 0.0 0.8 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 0.1 0.0 0.0 0.1 0.0 0.7 0.0 3.9 0.7 3.8 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.9 0.0 0.0 19.0 0.0 22.0 11.2 15.2 9.4 21.1 0.0 4.2 LnGrp LOS B A A B A C B B A C A A Approach Vol, veh/h 10 85 586 814 Approach Delay, s/veh 18.9 21.5 14.1 12.1 Approach LOS B C B B Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 12.0 24.0 9.9 36.0 9.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 6.0 18.0 18.0 30.0 18.0 Max Q Clear Time (g_c+I1), s 3.8 11.5 2.3 6.7 4.0 Green Ext Time (p_c), s 0.3 1.9 0.0 2.8 0.2 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B E - Synchro Worksheets Page 9 of 40 HCM 6th TWSC 15: 62 Tilley Drive/Site Drive & Tilley Drive 04/28/2022 5:00 pm 04/01/2022 2024 Build AM Synchro 10 Report Page 9 Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 142 317 32 0 43 4 9 0 0 28 0 29 Future Vol, veh/h 142 317 32 0 43 4 9 0 0 28 0 29 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 142 317 32 0 43 4 9 0 0 28 0 29 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 47 0 0 349 0 0 677 664 333 662 678 45 Stage 1 - - - - - - 617 617 - 45 45 - Stage 2 - - - - - - 60 47 - 617 633 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1573 - - 1221 - - 369 384 713 378 377 1031 Stage 1 - - - - - - 481 484 - 974 861 - Stage 2 - - - - - - 957 860 - 481 476 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1573 - - 1221 - - 328 341 713 345 335 1031 Mov Cap-2 Maneuver - - - - - - 328 341 - 345 335 - Stage 1 - - - - - - 427 430 - 865 861 - Stage 2 - - - - - - 930 860 - 427 423 - Approach EB WB NB SB HCM Control Delay, s 2.2 0 16.3 12.7 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 328 1573 - - 1221 - - 522 HCM Lane V/C Ratio 0.027 0.09 - - - - - 0.109 HCM Control Delay (s) 16.3 7.5 0 - 0 - - 12.7 HCM Lane LOS C A A - A - - B HCM 95th %tile Q(veh) 0.1 0.3 - - 0 - - 0.4 E - Synchro Worksheets Page 10 of 40 HCM Signalized Intersection Capacity Analysis 8: Hinesburg Rd & Kennedy Dr 04/28/2022 04/01/2022 2024 No Build PM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 192 530 154 119 604 153 204 389 97 145 216 122 Future Volume (vph) 192 530 154 119 604 153 204 389 97 145 216 122 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1787 3454 1805 3481 1770 1863 1583 1787 1881 1599 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1787 3454 1805 3481 1770 1863 1583 1787 1881 1599 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 192 530 154 119 604 153 204 389 97 145 216 122 RTOR Reduction (vph) 0 17 0 0 15 0 0 0 84 0 0 90 Lane Group Flow (vph) 192 667 0 119 742 0 204 389 13 145 216 32 Confl. Peds. (#/hr) 4 4 2 2 Heavy Vehicles (%) 1% 1% 1% 0% 0% 0% 2% 2% 2% 1% 1% 1% Turn Type Prot NA Prot NA Prot NA Over Prot NA Perm Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 6 Actuated Green, G (s) 14.3 30.4 11.7 27.8 16.2 34.3 11.7 10.4 28.5 28.5 Effective Green, g (s) 18.4 34.5 15.8 31.9 19.8 37.0 15.8 14.0 31.2 31.2 Actuated g/C Ratio 0.16 0.29 0.13 0.27 0.17 0.32 0.13 0.12 0.27 0.27 Clearance Time (s) 8.1 8.1 8.1 8.1 7.6 6.7 8.1 7.6 6.7 6.7 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 280 1015 243 946 298 587 213 213 500 425 v/s Ratio Prot c0.11 c0.19 0.07 c0.21 c0.12 c0.21 0.01 0.08 0.11 v/s Ratio Perm 0.02 v/c Ratio 0.69 0.66 0.49 0.78 0.68 0.66 0.06 0.68 0.43 0.08 Uniform Delay, d1 46.7 36.2 47.0 39.5 45.8 34.7 44.3 49.5 35.7 32.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.5 1.2 0.6 4.0 5.1 5.8 0.0 6.9 2.7 0.3 Delay (s) 52.2 37.4 47.6 43.5 50.9 40.6 44.3 56.5 38.4 32.6 Level of Service D D D D D D D E D C Approach Delay (s) 40.6 44.1 44.1 42.4 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 42.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 117.3 Sum of lost time (s) 22.0 Intersection Capacity Utilization 74.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 11 of 40 HCM 6th TWSC 11: Hinesburg Rd & Old Farm Road 04/28/2022 04/01/2022 2024 No Build PM Synchro 10 Report Page 6 Intersection Int Delay, s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 40 11 680 74 2 469 Future Vol, veh/h 40 11 680 74 2 469 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 120 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 3 3 2 2 2 2 Mvmt Flow 40 11 680 74 2 469 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1153 680 0 0 754 0 Stage 1 680 - - - - - Stage 2 473 - - - - - Critical Hdwy 6.43 6.23 - - 4.12 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 - - 2.218 - Pot Cap-1 Maneuver 217 449 - - 856 - Stage 1 501 - - - - - Stage 2 625 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 216 449 - - 856 - Mov Cap-2 Maneuver 216 - - - - - Stage 1 501 - - - - - Stage 2 623 - - - - - Approach WB NB SB HCM Control Delay, s 23.7 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 243 856 - HCM Lane V/C Ratio - - 0.21 0.002 - HCM Control Delay (s) - - 23.7 9.2 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 0.8 0 - E - Synchro Worksheets Page 12 of 40 HCM Signalized Intersection Capacity Analysis 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 04/01/2022 2024 No Build PM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 2 0 90 1 296 1 456 36 60 441 8 Future Volume (vph) 1 2 0 90 1 296 1 456 36 60 441 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1869 1810 1615 1784 1881 1599 1787 1875 Flt Permitted 0.90 0.73 1.00 0.48 1.00 1.00 0.43 1.00 Satd. Flow (perm) 1714 1382 1615 892 1881 1599 800 1875 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 1 2 0 90 1 296 1 456 36 60 441 8 RTOR Reduction (vph) 0 0 0 0 0 243 0 0 19 0 1 0 Lane Group Flow (vph) 0 3 0 0 91 53 1 456 17 60 448 0 Confl. Peds. (#/hr) 2 2 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1% Turn Type Perm NA Perm NA Perm Perm NA Perm pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Actuated Green, G (s) 9.3 9.3 9.3 24.8 24.8 24.8 33.8 33.8 Effective Green, g (s) 9.8 9.8 9.8 25.3 25.3 25.3 34.3 34.3 Actuated g/C Ratio 0.18 0.18 0.18 0.46 0.46 0.46 0.62 0.62 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 304 245 287 409 863 734 560 1167 v/s Ratio Prot c0.24 0.01 c0.24 v/s Ratio Perm 0.00 c0.07 0.03 0.00 0.01 0.06 v/c Ratio 0.01 0.37 0.18 0.00 0.53 0.02 0.11 0.38 Uniform Delay, d1 18.7 19.9 19.2 8.1 10.6 8.1 6.3 5.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 1.0 0.3 0.0 2.3 0.1 0.1 1.0 Delay (s) 18.7 20.9 19.6 8.1 13.0 8.2 6.3 6.1 Level of Service B C B A B A A A Approach Delay (s) 18.7 19.9 12.6 6.1 Approach LOS B B B A Intersection Summary HCM 2000 Control Delay 12.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 55.1 Sum of lost time (s) 16.5 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 13 of 40 HCM 6th Signalized Intersection Summary 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 04/01/2022 2024 No Build PM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 2 0 90 1 296 1 456 36 60 441 8 Future Volume (veh/h) 1 2 0 90 1 296 1 456 36 60 441 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 1 2 0 90 1 296 1 456 36 60 441 8 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 0 0 0 0 0 1 1 1 1 1 1 Cap, veh/h 173 299 0 466 4 377 344 678 573 415 1039 19 Arrive On Green 0.23 0.23 0.00 0.23 0.23 0.23 0.36 0.36 0.36 0.10 0.56 0.55 Sat Flow, veh/h 361 1276 0 1424 19 1610 948 1885 1593 1795 1846 33 Grp Volume(v), veh/h 3 0 0 91 0 296 1 456 36 60 0 449 Grp Sat Flow(s),veh/h/ln 1637 0 0 1443 0 1610 948 1885 1593 1795 0 1879 Q Serve(g_s), s 0.0 0.0 0.0 2.7 0.0 9.3 0.0 11.1 0.8 0.0 0.0 7.4 Cycle Q Clear(g_c), s 0.1 0.0 0.0 2.8 0.0 9.3 7.5 11.1 0.8 0.0 0.0 7.4 Prop In Lane 0.33 0.00 0.99 1.00 1.00 1.00 1.00 0.02 Lane Grp Cap(c), veh/h 472 0 0 470 0 377 344 678 573 415 0 1058 V/C Ratio(X) 0.01 0.00 0.00 0.19 0.00 0.79 0.00 0.67 0.06 0.14 0.00 0.42 Avail Cap(c_a), veh/h 636 0 0 625 0 550 344 678 573 415 0 1058 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 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.9 0.0 0.0 16.9 0.0 19.5 16.4 14.6 11.4 18.1 0.0 6.8 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 4.6 0.0 5.3 0.2 0.2 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.9 0.0 3.6 0.0 5.0 0.3 0.6 0.0 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.9 0.0 0.0 17.1 0.0 24.1 16.4 19.9 11.6 18.2 0.0 8.1 LnGrp LOS B A A B A C B B B B A A Approach Vol, veh/h 3 387 493 509 Approach Delay, s/veh 15.9 22.4 19.3 9.3 Approach LOS B C B A Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 11.0 25.0 18.2 36.0 18.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 19.0 18.0 30.0 18.0 Max Q Clear Time (g_c+I1), s 2.0 13.1 2.1 9.4 11.3 Green Ext Time (p_c), s 0.0 1.5 0.0 2.8 0.9 Intersection Summary HCM 6th Ctrl Delay 16.5 HCM 6th LOS B E - Synchro Worksheets Page 14 of 40 HCM 6th TWSC 15: 62 Tilley Drive/Site Drive & Tilley Drive 04/28/2022 04/01/2022 2024 No Build PM Synchro 10 Report Page 9 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 61 18 0 307 25 42 0 0 3 0 39 Future Vol, veh/h 19 61 18 0 307 25 42 0 0 3 0 39 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 19 61 18 0 307 25 42 0 0 3 0 39 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 332 0 0 79 0 0 447 440 70 428 437 320 Stage 1 - - - - - - 108 108 - 320 320 - Stage 2 - - - - - - 339 332 - 108 117 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1239 - - 1532 - - 525 514 998 541 516 725 Stage 1 - - - - - - 902 810 - 696 656 - Stage 2 - - - - - - 680 648 - 902 803 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1239 - - 1532 - - 491 506 998 535 508 725 Mov Cap-2 Maneuver - - - - - - 491 506 - 535 508 - Stage 1 - - - - - - 888 797 - 685 656 - Stage 2 - - - - - - 643 648 - 888 790 - Approach EB WB NB SB HCM Control Delay, s 1.5 0 13 10.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 491 1239 - - 1532 - - 707 HCM Lane V/C Ratio 0.086 0.015 - - - - - 0.059 HCM Control Delay (s) 13 8 0 - 0 - - 10.4 HCM Lane LOS B A A - A - - B HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.2 E - Synchro Worksheets Page 15 of 40 HCM Signalized Intersection Capacity Analysis 8: Hinesburg Rd & Kennedy Dr 04/28/2022 04/01/2022 2024 Build PM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 192 530 156 121 604 153 224 427 106 145 219 122 Future Volume (vph) 192 530 156 121 604 153 224 427 106 145 219 122 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1787 3452 1805 3481 1770 1863 1583 1787 1881 1599 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1787 3452 1805 3481 1770 1863 1583 1787 1881 1599 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 192 530 156 121 604 153 224 427 106 145 219 122 RTOR Reduction (vph) 0 17 0 0 15 0 0 0 92 0 0 91 Lane Group Flow (vph) 192 669 0 121 742 0 224 427 14 145 219 31 Confl. Peds. (#/hr) 4 4 2 2 Heavy Vehicles (%) 1% 1% 1% 0% 0% 0% 2% 2% 2% 1% 1% 1% Turn Type Prot NA Prot NA Prot NA Over Prot NA Perm Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 6 Actuated Green, G (s) 14.3 30.3 11.8 27.8 17.7 35.3 11.8 9.4 27.0 27.0 Effective Green, g (s) 18.4 34.4 15.9 31.9 21.3 38.0 15.9 13.0 29.7 29.7 Actuated g/C Ratio 0.16 0.29 0.14 0.27 0.18 0.32 0.14 0.11 0.25 0.25 Clearance Time (s) 8.1 8.1 8.1 8.1 7.6 6.7 8.1 7.6 6.7 6.7 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 280 1012 244 946 321 603 214 198 476 404 v/s Ratio Prot c0.11 0.19 0.07 c0.21 c0.13 c0.23 0.01 0.08 0.12 v/s Ratio Perm 0.02 v/c Ratio 0.69 0.66 0.50 0.78 0.70 0.71 0.07 0.73 0.46 0.08 Uniform Delay, d1 46.7 36.3 47.0 39.5 45.0 34.8 44.2 50.5 37.0 33.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.5 1.3 0.6 4.0 5.3 6.9 0.0 11.4 3.2 0.4 Delay (s) 52.2 37.6 47.6 43.5 50.2 41.7 44.3 61.8 40.2 33.7 Level of Service D D D D D D D E D C Approach Delay (s) 40.8 44.1 44.6 45.0 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 43.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 117.3 Sum of lost time (s) 22.0 Intersection Capacity Utilization 76.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 16 of 40 HCM 6th TWSC 11: Hinesburg Rd & Old Farm Road 04/28/2022 04/01/2022 2024 Build PM Synchro 10 Report Page 6 Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 41 11 747 81 2 476 Future Vol, veh/h 41 11 747 81 2 476 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 120 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 3 3 2 2 2 2 Mvmt Flow 41 11 747 81 2 476 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1227 747 0 0 828 0 Stage 1 747 - - - - - Stage 2 480 - - - - - Critical Hdwy 6.43 6.23 - - 4.12 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 - - 2.218 - Pot Cap-1 Maneuver 196 411 - - 803 - Stage 1 466 - - - - - Stage 2 620 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 195 411 - - 803 - Mov Cap-2 Maneuver 195 - - - - - Stage 1 466 - - - - - Stage 2 618 - - - - - Approach WB NB SB HCM Control Delay, s 26.5 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 219 803 - HCM Lane V/C Ratio - - 0.237 0.002 - HCM Control Delay (s) - - 26.5 9.5 - HCM Lane LOS - - D A - HCM 95th %tile Q(veh) - - 0.9 0 - E - Synchro Worksheets Page 17 of 40 HCM Signalized Intersection Capacity Analysis 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 04/01/2022 2024 Build PM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 3 0 113 1 371 1 456 40 68 441 8 Future Volume (vph) 1 3 0 113 1 371 1 456 40 68 441 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1877 1810 1615 1784 1881 1599 1787 1875 Flt Permitted 0.93 0.73 1.00 0.47 1.00 1.00 0.42 1.00 Satd. Flow (perm) 1767 1379 1615 878 1881 1599 796 1875 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 1 3 0 113 1 371 1 456 40 68 441 8 RTOR Reduction (vph) 0 0 0 0 0 294 0 0 21 0 1 0 Lane Group Flow (vph) 0 4 0 0 114 77 1 456 19 68 448 0 Confl. Peds. (#/hr) 2 2 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1% Turn Type Perm NA Perm NA Perm Perm NA Perm pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Actuated Green, G (s) 11.1 11.1 11.1 27.9 27.9 27.9 36.9 36.9 Effective Green, g (s) 11.6 11.6 11.6 28.4 28.4 28.4 37.4 37.4 Actuated g/C Ratio 0.19 0.19 0.19 0.47 0.47 0.47 0.62 0.62 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 341 266 312 415 890 756 553 1168 v/s Ratio Prot c0.24 0.01 c0.24 v/s Ratio Perm 0.00 c0.08 0.05 0.00 0.01 0.07 v/c Ratio 0.01 0.43 0.25 0.00 0.51 0.03 0.12 0.38 Uniform Delay, d1 19.6 21.3 20.5 8.3 11.0 8.4 7.0 5.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 1.1 0.4 0.0 2.1 0.1 0.1 1.0 Delay (s) 19.6 22.4 20.9 8.3 13.1 8.5 7.1 6.6 Level of Service B C C A B A A A Approach Delay (s) 19.6 21.3 12.7 6.6 Approach LOS B C B A Intersection Summary HCM 2000 Control Delay 13.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 18 of 40 HCM 6th Signalized Intersection Summary 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 04/01/2022 2024 Build PM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 3 0 113 1 371 1 456 40 68 441 8 Future Volume (veh/h) 1 3 0 113 1 371 1 456 40 68 441 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 1 3 0 113 1 371 1 456 40 68 441 8 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 0 0 0 0 0 1 1 1 1 1 1 Cap, veh/h 146 383 0 505 4 435 293 613 518 414 1008 18 Arrive On Green 0.27 0.27 0.00 0.27 0.27 0.27 0.32 0.32 0.32 0.13 0.55 0.54 Sat Flow, veh/h 261 1417 0 1427 15 1610 948 1885 1593 1795 1846 33 Grp Volume(v), veh/h 4 0 0 114 0 371 1 456 40 68 0 449 Grp Sat Flow(s),veh/h/ln 1678 0 0 1441 0 1610 948 1885 1593 1795 0 1879 Q Serve(g_s), s 0.0 0.0 0.0 3.6 0.0 13.1 0.1 12.9 1.0 0.0 0.0 8.5 Cycle Q Clear(g_c), s 0.1 0.0 0.0 3.7 0.0 13.1 8.6 12.9 1.0 0.0 0.0 8.5 Prop In Lane 0.25 0.00 0.99 1.00 1.00 1.00 1.00 0.02 Lane Grp Cap(c), veh/h 529 0 0 509 0 435 293 613 518 414 0 1027 V/C Ratio(X) 0.01 0.00 0.00 0.22 0.00 0.85 0.00 0.74 0.08 0.16 0.00 0.44 Avail Cap(c_a), veh/h 588 0 0 564 0 496 293 613 518 414 0 1027 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 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.0 0.0 0.0 17.3 0.0 20.8 20.1 18.0 14.0 20.9 0.0 8.1 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 12.2 0.0 8.0 0.3 0.2 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 0.0 0.0 0.0 1.2 0.0 5.9 0.0 6.4 0.4 0.8 0.0 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.0 0.0 0.0 17.5 0.0 32.9 20.1 26.0 14.3 21.1 0.0 9.5 LnGrp LOS B A A B A C C C B C A A Approach Vol, veh/h 4 485 497 517 Approach Delay, s/veh 16.0 29.3 25.1 11.0 Approach LOS B C C B Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 13.3 25.0 21.7 38.3 21.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 19.0 18.0 30.0 18.0 Max Q Clear Time (g_c+I1), s 2.0 14.9 2.1 10.5 15.1 Green Ext Time (p_c), s 0.0 1.1 0.0 2.7 0.6 Intersection Summary HCM 6th Ctrl Delay 21.6 HCM 6th LOS C E - Synchro Worksheets Page 19 of 40 HCM 6th TWSC 15: 62 Tilley Drive/Site Drive & Tilley Drive 04/28/2022 04/01/2022 2024 Build PM Synchro 10 Report Page 9 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 61 18 0 307 25 42 0 0 3 0 137 Future Vol, veh/h 31 61 18 0 307 25 42 0 0 3 0 137 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 31 61 18 0 307 25 42 0 0 3 0 137 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 332 0 0 79 0 0 520 464 70 452 461 320 Stage 1 - - - - - - 132 132 - 320 320 - Stage 2 - - - - - - 388 332 - 132 141 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1239 - - 1532 - - 470 498 998 521 500 725 Stage 1 - - - - - - 876 791 - 696 656 - Stage 2 - - - - - - 640 648 - 876 784 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1239 - - 1532 - - 374 485 998 511 487 725 Mov Cap-2 Maneuver - - - - - - 374 485 - 511 487 - Stage 1 - - - - - - 853 770 - 678 656 - Stage 2 - - - - - - 519 648 - 853 764 - Approach EB WB NB SB HCM Control Delay, s 2.2 0 15.8 11.2 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 374 1239 - - 1532 - - 719 HCM Lane V/C Ratio 0.112 0.025 - - - - - 0.195 HCM Control Delay (s) 15.8 8 0 - 0 - - 11.2 HCM Lane LOS C A A - A - - B HCM 95th %tile Q(veh) 0.4 0.1 - - 0 - - 0.7 E - Synchro Worksheets Page 20 of 40 HCM Signalized Intersection Capacity Analysis 8: Hinesburg Rd & Kennedy Dr 04/28/2022 04/01/2022 2029 No Build AM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 98 523 198 112 462 106 189 272 88 127 384 159 Future Volume (vph) 98 523 198 112 462 106 189 272 88 127 384 159 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3328 1703 3294 1752 1845 1568 1770 1863 1559 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1736 3328 1703 3294 1752 1845 1568 1770 1863 1559 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 98 523 198 112 462 106 189 272 88 127 384 159 RTOR Reduction (vph) 0 27 0 0 14 0 0 0 75 0 0 114 Lane Group Flow (vph) 98 694 0 112 554 0 189 272 13 127 384 45 Confl. Peds. (#/hr) 4 4 3 3 Heavy Vehicles (%) 4% 4% 4% 6% 6% 6% 3% 3% 3% 2% 2% 2% Turn Type Prot NA Prot NA Prot NA Over Prot NA Perm Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 6 Actuated Green, G (s) 10.2 24.4 11.0 25.2 11.4 28.7 11.0 9.4 26.7 26.7 Effective Green, g (s) 14.3 28.5 15.1 29.3 15.0 31.4 15.1 13.0 29.4 29.4 Actuated g/C Ratio 0.14 0.27 0.15 0.28 0.14 0.30 0.15 0.12 0.28 0.28 Clearance Time (s) 8.1 8.1 8.1 8.1 7.6 6.7 8.1 7.6 6.7 6.7 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 238 912 247 928 252 557 227 221 526 440 v/s Ratio Prot 0.06 c0.21 c0.07 0.17 c0.11 0.15 0.01 0.07 c0.21 v/s Ratio Perm 0.03 v/c Ratio 0.41 0.76 0.45 0.60 0.75 0.49 0.06 0.57 0.73 0.10 Uniform Delay, d1 41.0 34.6 40.7 32.3 42.7 29.7 38.3 42.9 33.7 27.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 3.4 0.5 0.7 10.6 3.0 0.0 2.2 8.6 0.5 Delay (s) 41.4 38.0 41.2 32.9 53.3 32.8 38.3 45.1 42.4 28.0 Level of Service D D D C D C D D D C Approach Delay (s) 38.4 34.3 40.7 39.5 Approach LOS D C D D Intersection Summary HCM 2000 Control Delay 38.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 104.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 71.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 21 of 40 HCM 6th TWSC 11: Hinesburg Rd & Old Farm Road 04/28/2022 04/01/2022 2029 No Build AM Synchro 10 Report Page 6 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 57 14 519 42 7 698 Future Vol, veh/h 57 14 519 42 7 698 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 120 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 2 2 4 4 3 3 Mvmt Flow 57 14 519 42 7 698 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1231 519 0 0 561 0 Stage 1 519 - - - - - Stage 2 712 - - - - - Critical Hdwy 6.42 6.22 - - 4.13 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.227 - Pot Cap-1 Maneuver 196 557 - - 1005 - Stage 1 597 - - - - - Stage 2 486 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 194 557 - - 1005 - Mov Cap-2 Maneuver 194 - - - - - Stage 1 597 - - - - - Stage 2 481 - - - - - Approach WB NB SB HCM Control Delay, s 28.5 0 0.1 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 223 1005 - HCM Lane V/C Ratio - - 0.318 0.007 - HCM Control Delay (s) - - 28.5 8.6 - HCM Lane LOS - - D A - HCM 95th %tile Q(veh) - - 1.3 0 - E - Synchro Worksheets Page 22 of 40 HCM Signalized Intersection Capacity Analysis 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 04/01/2022 2029 No Build AM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 9 0 1 13 0 66 1 486 90 312 440 2 Future Volume (vph) 9 0 1 13 0 66 1 486 90 312 440 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.96 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1789 1770 1548 1734 1827 1553 1752 1843 Flt Permitted 0.93 0.98 1.00 0.51 1.00 1.00 0.41 1.00 Satd. Flow (perm) 1733 1817 1548 925 1827 1553 753 1843 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 9 0 1 13 0 66 1 486 90 312 440 2 RTOR Reduction (vph) 0 9 0 0 0 60 0 0 50 0 0 0 Lane Group Flow (vph) 0 1 0 0 13 6 1 486 40 312 442 0 Confl. Peds. (#/hr) 2 2 1 1 Heavy Vehicles (%) 0% 0% 0% 2% 2% 2% 4% 4% 4% 3% 3% 3% Turn Type Perm NA Perm NA Perm Perm NA Perm pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Actuated Green, G (s) 3.6 3.6 3.6 20.3 20.3 20.3 31.5 31.5 Effective Green, g (s) 4.1 4.1 4.1 20.8 20.8 20.8 32.0 32.0 Actuated g/C Ratio 0.09 0.09 0.09 0.44 0.44 0.44 0.68 0.68 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 150 158 134 408 806 685 632 1252 v/s Ratio Prot c0.27 c0.06 0.24 v/s Ratio Perm 0.00 c0.01 0.00 0.00 0.03 0.28 v/c Ratio 0.01 0.08 0.04 0.00 0.60 0.06 0.49 0.35 Uniform Delay, d1 19.6 19.8 19.7 7.4 10.0 7.5 6.1 3.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.2 0.1 0.0 3.3 0.2 0.6 0.8 Delay (s) 19.7 20.0 19.8 7.4 13.3 7.7 6.7 4.0 Level of Service B B B A B A A A Approach Delay (s) 19.7 19.9 12.4 5.1 Approach LOS B B B A Intersection Summary HCM 2000 Control Delay 9.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 47.1 Sum of lost time (s) 16.5 Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 23 of 40 HCM 6th Signalized Intersection Summary 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 04/01/2022 2029 No Build AM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 0 1 13 0 66 1 486 90 312 440 2 Future Volume (veh/h) 9 0 1 13 0 66 1 486 90 312 440 2 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1870 1870 1870 1841 1841 1841 1856 1856 1856 Adj Flow Rate, veh/h 9 0 1 13 0 66 1 486 90 312 440 2 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 0 0 2 2 2 4 4 4 3 3 3 Cap, veh/h 256 8 13 290 0 146 457 784 664 507 1230 6 Arrive On Green 0.09 0.00 0.08 0.09 0.00 0.09 0.43 0.43 0.43 0.12 0.67 0.66 Sat Flow, veh/h 1140 87 136 1428 0 1571 932 1841 1558 1767 1846 8 Grp Volume(v), veh/h 10 0 0 13 0 66 1 486 90 312 0 442 Grp Sat Flow(s),veh/h/ln 1363 0 0 1428 0 1571 932 1841 1558 1767 0 1854 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 1.8 0.0 9.4 1.6 0.0 0.0 4.8 Cycle Q Clear(g_c), s 0.3 0.0 0.0 0.3 0.0 1.8 4.8 9.4 1.6 0.0 0.0 4.8 Prop In Lane 0.90 0.10 1.00 1.00 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 276 0 0 290 0 146 457 784 664 507 0 1236 V/C Ratio(X) 0.04 0.00 0.00 0.04 0.00 0.45 0.00 0.62 0.14 0.62 0.00 0.36 Avail Cap(c_a), veh/h 701 0 0 726 0 635 457 784 664 507 0 1236 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 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.9 0.0 0.0 19.0 0.0 19.6 10.5 10.2 8.0 16.0 0.0 3.3 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.1 0.0 2.2 0.0 3.7 0.4 2.2 0.0 0.8 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 0.1 0.0 0.0 0.1 0.0 0.7 0.0 3.7 0.5 2.9 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.0 0.0 0.0 19.0 0.0 21.8 10.5 13.9 8.4 18.3 0.0 4.2 LnGrp LOS B A A B A C B B A B A A Approach Vol, veh/h 10 79 577 754 Approach Delay, s/veh 19.0 21.4 13.0 10.0 Approach LOS B C B A Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 11.0 25.0 9.8 36.0 9.8 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 19.0 18.0 30.0 18.0 Max Q Clear Time (g_c+I1), s 2.0 11.4 2.3 6.8 3.8 Green Ext Time (p_c), s 0.3 2.1 0.0 2.8 0.2 Intersection Summary HCM 6th Ctrl Delay 11.9 HCM 6th LOS B E - Synchro Worksheets Page 24 of 40 HCM 6th TWSC 15: 62 Tilley Drive/Site Drive & Tilley Drive 04/28/2022 04/01/2022 2029 No Build AM Synchro 10 Report Page 9 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 46 323 33 0 44 4 9 0 0 28 0 22 Future Vol, veh/h 46 323 33 0 44 4 9 0 0 28 0 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 46 323 33 0 44 4 9 0 0 28 0 22 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 48 0 0 356 0 0 489 480 340 478 494 46 Stage 1 - - - - - - 432 432 - 46 46 - Stage 2 - - - - - - 57 48 - 432 448 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1572 - - 1214 - - 493 488 707 501 479 1029 Stage 1 - - - - - - 606 586 - 973 861 - Stage 2 - - - - - - 960 859 - 606 576 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1572 - - 1214 - - 469 470 707 487 461 1029 Mov Cap-2 Maneuver - - - - - - 469 470 - 487 461 - Stage 1 - - - - - - 584 564 - 937 861 - Stage 2 - - - - - - 939 859 - 584 555 - Approach EB WB NB SB HCM Control Delay, s 0.8 0 12.8 11.2 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 469 1572 - - 1214 - - 634 HCM Lane V/C Ratio 0.019 0.029 - - - - - 0.079 HCM Control Delay (s) 12.8 7.4 0 - 0 - - 11.2 HCM Lane LOS B A A - A - - B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.3 E - Synchro Worksheets Page 25 of 40 HCM Signalized Intersection Capacity Analysis 8: Hinesburg Rd & Kennedy Dr 04/28/2022 5:00 pm 04/01/2022 2029 Build AM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 98 523 217 123 462 106 191 275 89 127 422 159 Future Volume (vph) 98 523 217 123 462 106 191 275 89 127 422 159 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3318 1703 3294 1752 1845 1568 1770 1863 1560 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1736 3318 1703 3294 1752 1845 1568 1770 1863 1560 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 98 523 217 123 462 106 191 275 89 127 422 159 RTOR Reduction (vph) 0 29 0 0 13 0 0 0 76 0 0 112 Lane Group Flow (vph) 98 711 0 123 555 0 191 275 13 127 422 47 Confl. Peds. (#/hr) 4 4 3 3 Heavy Vehicles (%) 4% 4% 4% 6% 6% 6% 3% 3% 3% 2% 2% 2% Turn Type Prot NA Prot NA Prot NA Over Prot NA Perm Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 6 Actuated Green, G (s) 10.7 27.5 12.1 28.9 13.3 34.6 12.1 10.3 31.6 31.6 Effective Green, g (s) 14.8 31.6 16.2 33.0 16.9 37.3 16.2 13.9 34.3 34.3 Actuated g/C Ratio 0.13 0.27 0.14 0.29 0.15 0.32 0.14 0.12 0.30 0.30 Clearance Time (s) 8.1 8.1 8.1 8.1 7.6 6.7 8.1 7.6 6.7 6.7 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 223 911 239 945 257 598 220 213 555 465 v/s Ratio Prot 0.06 c0.21 c0.07 0.17 c0.11 c0.15 0.01 0.07 c0.23 v/s Ratio Perm 0.03 v/c Ratio 0.44 0.78 0.51 0.59 0.74 0.46 0.06 0.60 0.76 0.10 Uniform Delay, d1 46.3 38.5 45.8 35.2 47.0 30.9 42.8 47.9 36.6 29.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 4.0 0.8 0.6 9.7 2.5 0.0 3.0 9.5 0.4 Delay (s) 46.8 42.5 46.5 35.8 56.7 33.4 42.8 50.9 46.1 29.6 Level of Service D D D D E C D D D C Approach Delay (s) 43.0 37.7 42.9 43.2 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 41.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 26 of 40 HCM 6th TWSC 11: Hinesburg Rd & Old Farm Road 04/28/2022 5:00 pm 04/01/2022 2029 Build AM Synchro 10 Report Page 6 Intersection Int Delay, s/veh 1.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 63 14 524 42 7 766 Future Vol, veh/h 63 14 524 42 7 766 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 120 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 2 2 4 4 3 3 Mvmt Flow 63 14 524 42 7 766 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1304 524 0 0 566 0 Stage 1 524 - - - - - Stage 2 780 - - - - - Critical Hdwy 6.42 6.22 - - 4.13 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.227 - Pot Cap-1 Maneuver 177 553 - - 1001 - Stage 1 594 - - - - - Stage 2 452 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 175 553 - - 1001 - Mov Cap-2 Maneuver 175 - - - - - Stage 1 594 - - - - - Stage 2 447 - - - - - Approach WB NB SB HCM Control Delay, s 33.8 0 0.1 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 200 1001 - HCM Lane V/C Ratio - - 0.385 0.007 - HCM Control Delay (s) - - 33.8 8.6 - HCM Lane LOS - - D A - HCM 95th %tile Q(veh) - - 1.7 0 - E - Synchro Worksheets Page 27 of 40 HCM Signalized Intersection Capacity Analysis 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 5:00 pm 04/01/2022 2029 Build AM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 9 0 1 15 0 71 1 486 112 387 440 2 Future Volume (vph) 9 0 1 15 0 71 1 486 112 387 440 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.96 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1790 1770 1548 1734 1827 1553 1752 1843 Flt Permitted 0.95 1.00 1.00 0.51 1.00 1.00 0.40 1.00 Satd. Flow (perm) 1777 1863 1548 925 1827 1553 730 1843 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 9 0 1 15 0 71 1 486 112 387 440 2 RTOR Reduction (vph) 0 9 0 0 0 65 0 0 66 0 0 0 Lane Group Flow (vph) 0 1 0 0 15 6 1 486 46 387 442 0 Confl. Peds. (#/hr) 2 2 1 1 Heavy Vehicles (%) 0% 0% 0% 2% 2% 2% 4% 4% 4% 3% 3% 3% Turn Type Perm NA Perm NA Perm Perm NA Perm pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Actuated Green, G (s) 3.5 3.5 3.5 18.4 18.4 18.4 30.6 30.6 Effective Green, g (s) 4.0 4.0 4.0 18.9 18.9 18.9 31.1 31.1 Actuated g/C Ratio 0.09 0.09 0.09 0.41 0.41 0.41 0.67 0.67 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 154 161 134 379 749 636 641 1243 v/s Ratio Prot 0.27 c0.09 0.24 v/s Ratio Perm 0.00 c0.01 0.00 0.00 0.03 c0.32 v/c Ratio 0.01 0.09 0.05 0.00 0.65 0.07 0.60 0.36 Uniform Delay, d1 19.2 19.4 19.3 8.0 10.9 8.3 7.3 3.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.3 0.1 0.0 4.3 0.2 1.6 0.8 Delay (s) 19.2 19.6 19.4 8.0 15.3 8.5 8.9 4.0 Level of Service B B B A B A A A Approach Delay (s) 19.2 19.5 14.0 6.3 Approach LOS B B B A Intersection Summary HCM 2000 Control Delay 10.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 46.1 Sum of lost time (s) 16.5 Intersection Capacity Utilization 68.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 28 of 40 HCM 6th Signalized Intersection Summary 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 5:00 pm 04/01/2022 2029 Build AM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 0 1 15 0 71 1 486 112 387 440 2 Future Volume (veh/h) 9 0 1 15 0 71 1 486 112 387 440 2 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1870 1870 1870 1841 1841 1841 1856 1856 1856 Adj Flow Rate, veh/h 9 0 1 15 0 71 1 486 112 387 440 2 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 0 0 2 2 2 4 4 4 3 3 3 Cap, veh/h 257 8 13 294 0 151 435 742 628 516 1226 6 Arrive On Green 0.10 0.00 0.08 0.10 0.00 0.10 0.40 0.40 0.40 0.14 0.66 0.65 Sat Flow, veh/h 1125 84 134 1432 0 1570 932 1841 1558 1767 1846 8 Grp Volume(v), veh/h 10 0 0 15 0 71 1 486 112 387 0 442 Grp Sat Flow(s),veh/h/ln 1344 0 0 1432 0 1570 932 1841 1558 1767 0 1854 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 2.0 0.0 9.8 2.1 2.2 0.0 4.8 Cycle Q Clear(g_c), s 0.4 0.0 0.0 0.4 0.0 2.0 4.9 9.8 2.1 2.2 0.0 4.8 Prop In Lane 0.90 0.10 1.00 1.00 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 278 0 0 294 0 151 435 742 628 516 0 1232 V/C Ratio(X) 0.04 0.00 0.00 0.05 0.00 0.47 0.00 0.66 0.18 0.75 0.00 0.36 Avail Cap(c_a), veh/h 696 0 0 725 0 633 435 742 628 516 0 1232 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 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.9 0.0 0.0 18.9 0.0 19.6 11.3 11.1 8.8 16.2 0.0 3.4 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.1 0.0 2.3 0.0 4.5 0.6 6.0 0.0 0.8 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 0.1 0.0 0.0 0.1 0.0 0.7 0.0 4.1 0.7 4.0 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.9 0.0 0.0 19.0 0.0 21.9 11.3 15.6 9.4 22.2 0.0 4.2 LnGrp LOS B A A B A C B B A C A A Approach Vol, veh/h 10 86 599 829 Approach Delay, s/veh 18.9 21.4 14.4 12.6 Approach LOS B C B B Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 12.0 24.0 9.9 36.0 9.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 6.0 18.0 18.0 30.0 18.0 Max Q Clear Time (g_c+I1), s 4.2 11.8 2.4 6.8 4.0 Green Ext Time (p_c), s 0.3 1.8 0.0 2.8 0.2 Intersection Summary HCM 6th Ctrl Delay 13.9 HCM 6th LOS B E - Synchro Worksheets Page 29 of 40 HCM 6th TWSC 15: 62 Tilley Drive/Site Drive & Tilley Drive 04/28/2022 5:00 pm 04/01/2022 2029 Build AM Synchro 10 Report Page 9 Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 142 323 33 0 44 4 9 0 0 28 0 29 Future Vol, veh/h 142 323 33 0 44 4 9 0 0 28 0 29 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 142 323 33 0 44 4 9 0 0 28 0 29 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 48 0 0 356 0 0 685 672 340 670 686 46 Stage 1 - - - - - - 624 624 - 46 46 - Stage 2 - - - - - - 61 48 - 624 640 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1572 - - 1214 - - 365 380 707 373 373 1029 Stage 1 - - - - - - 477 481 - 973 861 - Stage 2 - - - - - - 955 859 - 477 473 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1572 - - 1214 - - 324 337 707 341 331 1029 Mov Cap-2 Maneuver - - - - - - 324 337 - 341 331 - Stage 1 - - - - - - 423 427 - 863 861 - Stage 2 - - - - - - 928 859 - 423 420 - Approach EB WB NB SB HCM Control Delay, s 2.1 0 16.4 12.8 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 324 1572 - - 1214 - - 517 HCM Lane V/C Ratio 0.028 0.09 - - - - - 0.11 HCM Control Delay (s) 16.4 7.5 0 - 0 - - 12.8 HCM Lane LOS C A A - A - - B HCM 95th %tile Q(veh) 0.1 0.3 - - 0 - - 0.4 E - Synchro Worksheets Page 30 of 40 HCM Signalized Intersection Capacity Analysis 8: Hinesburg Rd & Kennedy Dr 04/28/2022 04/01/2022 2029 No Build PM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 197 539 157 122 615 155 208 397 99 147 220 125 Future Volume (vph) 197 539 157 122 615 155 208 397 99 147 220 125 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1787 3453 1805 3482 1770 1863 1583 1787 1881 1599 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1787 3453 1805 3482 1770 1863 1583 1787 1881 1599 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 197 539 157 122 615 155 208 397 99 147 220 125 RTOR Reduction (vph) 0 17 0 0 14 0 0 0 85 0 0 93 Lane Group Flow (vph) 197 679 0 122 756 0 208 397 14 147 220 32 Confl. Peds. (#/hr) 4 4 2 2 Heavy Vehicles (%) 1% 1% 1% 0% 0% 0% 2% 2% 2% 1% 1% 1% Turn Type Prot NA Prot NA Prot NA Over Prot NA Perm Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 6 Actuated Green, G (s) 14.5 31.1 11.9 28.5 16.5 33.3 11.9 10.4 27.2 27.2 Effective Green, g (s) 18.6 35.2 16.0 32.6 20.1 36.0 16.0 14.0 29.9 29.9 Actuated g/C Ratio 0.16 0.30 0.14 0.28 0.17 0.31 0.14 0.12 0.26 0.26 Clearance Time (s) 8.1 8.1 8.1 8.1 7.6 6.7 8.1 7.6 6.7 6.7 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 283 1037 246 968 303 572 216 213 479 407 v/s Ratio Prot c0.11 c0.20 0.07 c0.22 c0.12 c0.21 0.01 0.08 0.12 v/s Ratio Perm 0.02 v/c Ratio 0.70 0.65 0.50 0.78 0.69 0.69 0.06 0.69 0.46 0.08 Uniform Delay, d1 46.6 35.7 46.9 39.0 45.6 35.8 44.1 49.5 36.8 33.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.9 1.1 0.6 3.8 5.1 6.8 0.0 7.5 3.2 0.4 Delay (s) 52.5 36.9 47.4 42.8 50.7 42.6 44.1 57.1 40.0 33.6 Level of Service D D D D D D D E D C Approach Delay (s) 40.3 43.5 45.2 43.4 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 42.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 117.2 Sum of lost time (s) 22.0 Intersection Capacity Utilization 75.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 31 of 40 HCM 6th TWSC 11: Hinesburg Rd & Old Farm Road 04/28/2022 04/01/2022 2029 No Build PM Synchro 10 Report Page 6 Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 41 11 693 75 2 479 Future Vol, veh/h 41 11 693 75 2 479 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 120 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 3 3 2 2 2 2 Mvmt Flow 41 11 693 75 2 479 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1176 693 0 0 768 0 Stage 1 693 - - - - - Stage 2 483 - - - - - Critical Hdwy 6.43 6.23 - - 4.12 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 - - 2.218 - Pot Cap-1 Maneuver 210 442 - - 846 - Stage 1 494 - - - - - Stage 2 618 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 209 442 - - 846 - Mov Cap-2 Maneuver 209 - - - - - Stage 1 494 - - - - - Stage 2 616 - - - - - Approach WB NB SB HCM Control Delay, s 24.6 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 235 846 - HCM Lane V/C Ratio - - 0.221 0.002 - HCM Control Delay (s) - - 24.6 9.3 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 0.8 0 - E - Synchro Worksheets Page 32 of 40 HCM Signalized Intersection Capacity Analysis 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 04/01/2022 2029 No Build PM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 2 0 92 1 301 1 466 36 61 451 8 Future Volume (vph) 1 2 0 92 1 301 1 466 36 61 451 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1869 1810 1615 1784 1881 1599 1787 1876 Flt Permitted 0.90 0.73 1.00 0.47 1.00 1.00 0.42 1.00 Satd. Flow (perm) 1713 1381 1615 876 1881 1599 783 1876 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 1 2 0 92 1 301 1 466 36 61 451 8 RTOR Reduction (vph) 0 0 0 0 0 247 0 0 20 0 1 0 Lane Group Flow (vph) 0 3 0 0 93 54 1 466 16 61 458 0 Confl. Peds. (#/hr) 2 2 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1% Turn Type Perm NA Perm NA Perm Perm NA Perm pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Actuated Green, G (s) 9.3 9.3 9.3 24.7 24.7 24.7 33.7 33.7 Effective Green, g (s) 9.8 9.8 9.8 25.2 25.2 25.2 34.2 34.2 Actuated g/C Ratio 0.18 0.18 0.18 0.46 0.46 0.46 0.62 0.62 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 305 246 287 401 861 732 550 1166 v/s Ratio Prot c0.25 0.01 c0.24 v/s Ratio Perm 0.00 c0.07 0.03 0.00 0.01 0.06 v/c Ratio 0.01 0.38 0.19 0.00 0.54 0.02 0.11 0.39 Uniform Delay, d1 18.6 19.9 19.2 8.1 10.7 8.2 6.4 5.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 1.0 0.3 0.0 2.4 0.1 0.1 1.0 Delay (s) 18.6 20.9 19.5 8.1 13.2 8.2 6.5 6.2 Level of Service B C B A B A A A Approach Delay (s) 18.6 19.9 12.8 6.2 Approach LOS B B B A Intersection Summary HCM 2000 Control Delay 12.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 55.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 61.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 33 of 40 HCM 6th Signalized Intersection Summary 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 04/01/2022 2029 No Build PM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 2 0 92 1 301 1 466 36 61 451 8 Future Volume (veh/h) 1 2 0 92 1 301 1 466 36 61 451 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 1 2 0 92 1 301 1 466 36 61 451 8 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 0 0 0 0 0 1 1 1 1 1 1 Cap, veh/h 174 301 0 469 4 382 336 676 571 406 1035 18 Arrive On Green 0.24 0.24 0.00 0.24 0.24 0.24 0.36 0.36 0.36 0.10 0.56 0.55 Sat Flow, veh/h 362 1271 0 1425 19 1610 939 1885 1593 1795 1846 33 Grp Volume(v), veh/h 3 0 0 93 0 301 1 466 36 61 0 459 Grp Sat Flow(s),veh/h/ln 1633 0 0 1443 0 1610 939 1885 1593 1795 0 1879 Q Serve(g_s), s 0.0 0.0 0.0 2.8 0.0 9.5 0.0 11.5 0.8 0.0 0.0 7.7 Cycle Q Clear(g_c), s 0.1 0.0 0.0 2.8 0.0 9.5 7.8 11.5 0.8 0.0 0.0 7.7 Prop In Lane 0.33 0.00 0.99 1.00 1.00 1.00 1.00 0.02 Lane Grp Cap(c), veh/h 475 0 0 474 0 382 336 676 571 406 0 1054 V/C Ratio(X) 0.01 0.00 0.00 0.20 0.00 0.79 0.00 0.69 0.06 0.15 0.00 0.44 Avail Cap(c_a), veh/h 633 0 0 622 0 548 336 676 571 406 0 1054 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 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.9 0.0 0.0 16.9 0.0 19.5 16.7 14.9 11.4 18.5 0.0 6.9 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 4.9 0.0 5.7 0.2 0.2 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.9 0.0 3.7 0.0 5.3 0.3 0.6 0.0 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.9 0.0 0.0 17.1 0.0 24.4 16.7 20.5 11.7 18.7 0.0 8.3 LnGrp LOS B A A B A C B C B B A A Approach Vol, veh/h 3 394 503 520 Approach Delay, s/veh 15.9 22.7 19.9 9.5 Approach LOS B C B A Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 11.0 25.0 18.4 36.0 18.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 19.0 18.0 30.0 18.0 Max Q Clear Time (g_c+I1), s 2.0 13.5 2.1 9.7 11.5 Green Ext Time (p_c), s 0.0 1.5 0.0 2.9 0.9 Intersection Summary HCM 6th Ctrl Delay 16.8 HCM 6th LOS B E - Synchro Worksheets Page 34 of 40 HCM 6th TWSC 15: 62 Tilley Drive/Site Drive & Tilley Drive 04/28/2022 04/01/2022 2029 No Build PM Synchro 10 Report Page 9 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 62 18 0 312 25 43 0 0 3 0 39 Future Vol, veh/h 19 62 18 0 312 25 43 0 0 3 0 39 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 19 62 18 0 312 25 43 0 0 3 0 39 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 337 0 0 80 0 0 453 446 71 434 443 325 Stage 1 - - - - - - 109 109 - 325 325 - Stage 2 - - - - - - 344 337 - 109 118 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1234 - - 1531 - - 520 510 997 536 512 721 Stage 1 - - - - - - 901 809 - 692 653 - Stage 2 - - - - - - 676 645 - 901 802 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1234 - - 1531 - - 486 502 997 530 504 721 Mov Cap-2 Maneuver - - - - - - 486 502 - 530 504 - Stage 1 - - - - - - 887 796 - 681 653 - Stage 2 - - - - - - 639 645 - 887 789 - Approach EB WB NB SB HCM Control Delay, s 1.5 0 13.1 10.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 486 1234 - - 1531 - - 703 HCM Lane V/C Ratio 0.088 0.015 - - - - - 0.06 HCM Control Delay (s) 13.1 8 0 - 0 - - 10.4 HCM Lane LOS B A A - A - - B HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.2 E - Synchro Worksheets Page 35 of 40 HCM Signalized Intersection Capacity Analysis 8: Hinesburg Rd & Kennedy Dr 04/28/2022 04/01/2022 2029 Build PM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 197 539 159 123 615 155 228 435 108 147 223 125 Future Volume (vph) 197 539 159 123 615 155 228 435 108 147 223 125 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1787 3452 1805 3482 1770 1863 1583 1787 1881 1599 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1787 3452 1805 3482 1770 1863 1583 1787 1881 1599 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 197 539 159 123 615 155 228 435 108 147 223 125 RTOR Reduction (vph) 0 17 0 0 15 0 0 0 93 0 0 94 Lane Group Flow (vph) 197 681 0 123 755 0 228 435 15 147 223 31 Confl. Peds. (#/hr) 4 4 2 2 Heavy Vehicles (%) 1% 1% 1% 0% 0% 0% 2% 2% 2% 1% 1% 1% Turn Type Prot NA Prot NA Prot NA Over Prot NA Perm Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 6 Actuated Green, G (s) 14.5 30.8 11.9 28.2 18.1 35.0 11.9 9.4 26.3 26.3 Effective Green, g (s) 18.6 34.9 16.0 32.3 21.7 37.7 16.0 13.0 29.0 29.0 Actuated g/C Ratio 0.16 0.30 0.14 0.27 0.18 0.32 0.14 0.11 0.25 0.25 Clearance Time (s) 8.1 8.1 8.1 8.1 7.6 6.7 8.1 7.6 6.7 6.7 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 282 1024 245 956 326 597 215 197 463 394 v/s Ratio Prot c0.11 c0.20 0.07 c0.22 c0.13 c0.23 0.01 0.08 0.12 v/s Ratio Perm 0.02 v/c Ratio 0.70 0.67 0.50 0.79 0.70 0.73 0.07 0.75 0.48 0.08 Uniform Delay, d1 46.8 36.2 47.1 39.5 44.9 35.4 44.3 50.7 37.9 34.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.0 1.3 0.6 4.2 5.2 7.6 0.0 12.6 3.6 0.4 Delay (s) 52.8 37.5 47.7 43.7 50.1 43.0 44.3 63.3 41.4 34.4 Level of Service D D D D D D D E D C Approach Delay (s) 40.9 44.3 45.3 46.2 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 43.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 117.6 Sum of lost time (s) 22.0 Intersection Capacity Utilization 77.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 36 of 40 HCM 6th TWSC 11: Hinesburg Rd & Old Farm Road 04/28/2022 04/01/2022 2029 Build PM Synchro 10 Report Page 6 Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 42 11 761 82 2 486 Future Vol, veh/h 42 11 761 82 2 486 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 120 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 3 3 2 2 2 2 Mvmt Flow 42 11 761 82 2 486 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1251 761 0 0 843 0 Stage 1 761 - - - - - Stage 2 490 - - - - - Critical Hdwy 6.43 6.23 - - 4.12 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 - - 2.218 - Pot Cap-1 Maneuver 190 404 - - 793 - Stage 1 459 - - - - - Stage 2 614 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 189 404 - - 793 - Mov Cap-2 Maneuver 189 - - - - - Stage 1 459 - - - - - Stage 2 612 - - - - - Approach WB NB SB HCM Control Delay, s 27.6 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 212 793 - HCM Lane V/C Ratio - - 0.25 0.003 - HCM Control Delay (s) - - 27.6 9.6 - HCM Lane LOS - - D A - HCM 95th %tile Q(veh) - - 1 0 - E - Synchro Worksheets Page 37 of 40 HCM Signalized Intersection Capacity Analysis 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 04/01/2022 2029 Build PM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 3 0 115 1 376 1 466 41 68 451 8 Future Volume (vph) 1 3 0 115 1 376 1 466 41 68 451 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1877 1810 1615 1784 1881 1599 1787 1876 Flt Permitted 0.93 0.73 1.00 0.46 1.00 1.00 0.41 1.00 Satd. Flow (perm) 1767 1379 1615 861 1881 1599 778 1876 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 1 3 0 115 1 376 1 466 41 68 451 8 RTOR Reduction (vph) 0 0 0 0 0 288 0 0 22 0 1 0 Lane Group Flow (vph) 0 4 0 0 116 88 1 466 19 68 458 0 Confl. Peds. (#/hr) 2 2 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1% Turn Type Perm NA Perm NA Perm Perm NA Perm pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Actuated Green, G (s) 11.2 11.2 11.2 27.8 27.8 27.8 36.8 36.8 Effective Green, g (s) 11.7 11.7 11.7 28.3 28.3 28.3 37.3 37.3 Actuated g/C Ratio 0.19 0.19 0.19 0.47 0.47 0.47 0.62 0.62 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 344 268 314 406 887 754 542 1166 v/s Ratio Prot c0.25 0.01 c0.24 v/s Ratio Perm 0.00 c0.08 0.05 0.00 0.01 0.07 v/c Ratio 0.01 0.43 0.28 0.00 0.53 0.03 0.13 0.39 Uniform Delay, d1 19.5 21.2 20.6 8.4 11.1 8.5 7.2 5.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 1.1 0.5 0.0 2.2 0.1 0.1 1.0 Delay (s) 19.5 22.4 21.1 8.4 13.4 8.5 7.3 6.7 Level of Service B C C A B A A A Approach Delay (s) 19.5 21.4 13.0 6.8 Approach LOS B C B A Intersection Summary HCM 2000 Control Delay 13.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group E - Synchro Worksheets Page 38 of 40 HCM 6th Signalized Intersection Summary 13: Hinesburg Rd & John Fay Rd/Tilley Drive 04/28/2022 04/01/2022 2029 Build PM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 3 0 115 1 376 1 466 41 68 451 8 Future Volume (veh/h) 1 3 0 115 1 376 1 466 41 68 451 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 1 3 0 115 1 376 1 466 41 68 451 8 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 0 0 0 0 0 1 1 1 1 1 1 Cap, veh/h 146 386 0 509 4 440 287 613 518 403 1004 18 Arrive On Green 0.27 0.27 0.00 0.27 0.27 0.27 0.32 0.32 0.32 0.13 0.54 0.54 Sat Flow, veh/h 261 1414 0 1427 14 1610 939 1885 1593 1795 1846 33 Grp Volume(v), veh/h 4 0 0 116 0 376 1 466 41 68 0 459 Grp Sat Flow(s),veh/h/ln 1675 0 0 1441 0 1610 939 1885 1593 1795 0 1879 Q Serve(g_s), s 0.0 0.0 0.0 3.7 0.0 13.3 0.1 13.3 1.1 0.0 0.0 8.9 Cycle Q Clear(g_c), s 0.1 0.0 0.0 3.8 0.0 13.3 8.9 13.3 1.1 0.0 0.0 8.9 Prop In Lane 0.25 0.00 0.99 1.00 1.00 1.00 1.00 0.02 Lane Grp Cap(c), veh/h 532 0 0 513 0 440 287 613 518 403 0 1022 V/C Ratio(X) 0.01 0.00 0.00 0.23 0.00 0.86 0.00 0.76 0.08 0.17 0.00 0.45 Avail Cap(c_a), veh/h 588 0 0 564 0 496 287 613 518 403 0 1022 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 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.9 0.0 0.0 17.2 0.0 20.7 20.3 18.2 14.0 21.4 0.0 8.3 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 12.6 0.0 8.6 0.3 0.2 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 0.0 0.0 0.0 1.2 0.0 6.1 0.0 6.6 0.4 0.8 0.0 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.9 0.0 0.0 17.4 0.0 33.3 20.3 26.8 14.3 21.6 0.0 9.7 LnGrp LOS B A A B A C C C B C A A Approach Vol, veh/h 4 492 508 527 Approach Delay, s/veh 15.9 29.5 25.8 11.2 Approach LOS B C C B Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 13.1 25.0 21.9 38.1 21.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 19.0 18.0 30.0 18.0 Max Q Clear Time (g_c+I1), s 2.0 15.3 2.1 10.9 15.3 Green Ext Time (p_c), s 0.0 1.1 0.0 2.8 0.6 Intersection Summary HCM 6th Ctrl Delay 22.0 HCM 6th LOS C E - Synchro Worksheets Page 39 of 40 HCM 6th TWSC 15: 62 Tilley Drive/Site Drive & Tilley Drive 04/28/2022 04/01/2022 2029 Build PM Synchro 10 Report Page 9 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 62 18 0 312 25 43 0 0 3 0 137 Future Vol, veh/h 31 62 18 0 312 25 43 0 0 3 0 137 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 31 62 18 0 312 25 43 0 0 3 0 137 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 337 0 0 80 0 0 526 470 71 458 467 325 Stage 1 - - - - - - 133 133 - 325 325 - Stage 2 - - - - - - 393 337 - 133 142 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1234 - - 1531 - - 466 495 997 516 496 721 Stage 1 - - - - - - 875 790 - 692 653 - Stage 2 - - - - - - 636 645 - 875 783 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1234 - - 1531 - - 370 482 997 506 483 721 Mov Cap-2 Maneuver - - - - - - 370 482 - 506 483 - Stage 1 - - - - - - 852 769 - 674 653 - Stage 2 - - - - - - 515 645 - 852 763 - Approach EB WB NB SB HCM Control Delay, s 2.2 0 16 11.3 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 370 1234 - - 1531 - - 714 HCM Lane V/C Ratio 0.116 0.025 - - - - - 0.196 HCM Control Delay (s) 16 8 0 - 0 - - 11.3 HCM Lane LOS C A A - A - - B HCM 95th %tile Q(veh) 0.4 0.1 - - 0 - - 0.7 E - Synchro Worksheets Page 40 of 40 PROJECT: UVMMC OSC BY: CDM LOCATION: Tilley Drive DATE: South Burlington VT SCENARIO: 2029 AM Peak Hour Build Source: YEAR: 2029 TIME: AM Peak Hour Build SPEED: 30 mph Exclusive right-turn lane in the Va direction (Y/N)? N Exclusive left-turn lane in the Vo direction (Y/N)? N AVERAGE HOUR ENTERING TRAFFIC VOLUMES (vph, 85% of DHV): Vadv. Vopp. Left-Turn = 121 0 Thru = 269 37 Right-Turn = 27 3 Va = 417 vph L = 28.9% Vo = 40 vph Left Turn Lane Warrant Va = exp(6.9017-0.001151*Vo+(exp(0.383-0.118*L)-0.01816*SP)) (Eq. 3.3) Warranting Va = 578 vph Va = 417 < 578 THEREFORE, EB LEFT-TURN LANE NOT WARRANTED Right Turn Lane Warrant PEAK HOUR ENTERING TRAFFIC VOLUMES (vph, 100% of DHV): Left-Turn = 142 0 Thru = 317 43 Right-Turn = 32 4 Va = 47 vph R = 9.3% Va = 33 x squareroot ( (80-S) / (R x (1-R)) ) Warranting Va = 803 vph Va = 47 < 803 THEREFORE, WB RIGHT-TURN LANE NOT WARRANTED 28-Apr-22 Kikuchi and Chakroborty's "Modified Harmelink/AASHTO Model" from Method for Prioritizing Intersection Improvements, Washington State Transportation Center Research Report, January 1997 TURN LANE WARRANT ANALYSIS F - Turn Lane Warrant Worksheet AB E F H I J K L M Q R S T A 20 21 9 B 9 D 4 C 1 0 0 C D 40 30 G E 3 38 16 1 F 14 11 16 14 1 2019 AADT: 30,971 EB DHV: 850 vph WB DHV: 1,492 vph 2019 AADT: 56,026 NB DHV: 3,624 Exit 14 Ramp F 2019 AADT: 2,308 DHV: 281 vph Exit 14 Ramp H 2019 AADT: 8,486 DHV: 978 vph Exit 14 Ramp D 2019 AADT: 2,083 DHV: 258 vph Exit 14 Ramp B 2019 AADT: 7,704 DHV: 900 vph 0 6 Exit 15 Ramp B 2019 AADT: 9,471 DHV: 1,100 vph 2019 AADT: 56,026 NB DHV: 2,524 4 Exit 16 Ramp D 2019 AADT: 9,128 DHV: 1,028 vph 2 G H I N ✪ J 2 9 2 9 K L 1 7 7 1 2 9 2 9 M 2 9 3 6 1 1 N 1 3 21 O P O 6 1 03 Q P 1 7 1 5 3 1 5 15 R 423 1 5 S 1 5 5 1 T 1 5 31 no count data; assume 20% to Van Sicklen Road no count data; assume 100% to Walker Hill Road no count data; assume 66% to Exit 12