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HomeMy WebLinkAboutSD-18-06 - Supplemental - 0115 Fayette RoadSeptember 12, 2018 Deb Sherman Milot Larkin Partnership, LLP 410 Shelburne Road South Burlington, VT 05401 (via email) Re: Approval Extension — 115 Fayette Road - #SD-18-06 Dear Ms. Sherman: Please be advised that we approve your request of September 11, 2018 for a twelve (12) month extension to the time limit in condition #9 of the above referenced decision. You now have until October 1, 2019 to obtain a zoning permit for this project. Should you have any questions, please feel free to contact me. Sincerely, I ✓`f Marla Keene Development Review Planner 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.corn April 5, 2018 Skip McClellan Krebs and Lansing 164 Main Street Colchester, VT 05446 Re: Preliminary Plat Approval #SD-18-06, 115 Fayette Road Dear Mr. McClellan: Enclosed, please find a copy of the Findings of Fact and Decision of the Development Review Board on the above referenced project, the hearing for which was closed on April 3, 2018 (effective date 04/04/2018). Please note the conditions of approval, including that the final plat plans must be recorded in the land records (in mylar format) within 180 days (must be submitted to this office in time for recording along with a $15 per page recordingfy September 30, 2018) or this approval is null and void. If you have any questions, please contact me. Encl. CERTIFIED MAIL- RETURN RECEIPT: 7016 1370 0000 1412 0377 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com 18 • February 15, 2018 • otherpapervt.com • ,theQther Paper PaubIi"cN"koIHr* icee. 1 _ 1 1 PUBLIC HEARING 1 SOUTH _V3URL ING rC tN DEVELOPMENT REVIEW BOARD 1 1 ❑ Free Al IheSouth Burling -ton DevelopmenrlleviewBoard wil?hold apub- 1 WANTS[ lic hearing in the South Burlington City Hall Conference Room, 1 free of c 575 Dorset SLCO.Ot; South Burlington, Vermont on Tuesday March 1 6, 20 t 8 at TOO P.M. to consider the following: 1 ❑Paid A 1 Make c! Final pint application #SI> t8-U3 of Burlington hnternational 1 Airport to subdivide a 16,596 sq. ft. lot developed with a single _ 1 family dweIling into two (2) lots of 9,500 sq. ft. (lot #1) and 7,096 1 sq. ft. (lot#2), and to joiri jot #2 with the 7,273 sq. ft. lot located at 1 our THUQS 5 Maryland Street, 12 LedouxTerrace. 1 1 Preliminary and final plat application#SD 18-06 of Milot Larkin ➢ Partnership, UP to amend a planned unit development consisting ➢ of 210 residential units, a 60 unit multifamily building with 17,976 Narn2: 1 — sq. ft commercial space, -a 20,000 sq. ft movie theater building 1 Address: (1,000 seats), a 22,500 sq., ft. restaurant/medical office, a 3,500 sq. it. restaurant with drive through services, and a bank whin drive ➢ Advertiser through service. The amendment consists of constructing a four- ➢ story 47-1mit residential building,115Fayette Road. 1 1 Preliminary and final plat application #SD 18-07 of Blue Dragonfly, TIC & Antonio B. Pornerleau to resubdivide three (3) lots, 1519 & 1525 Shelburne }load and 5 Bartlett Bay Road. 1 1 Bill Miller, Chair 1 1 Sout'i Burlington I-NAVloptnent Review Hoard 1 A cop) of the applic4atiou is available for public. inspection at the 1 1 South Burling on City hair. Participation in the local proceeding 1 is a prereraisite to the right to take any;subsegtient appeal. 1 F n']a Iry 16, 2018 1 1 -..A 11A_ S & LANSING Consulting Engineers, Inc. RECEIVED 164 Main Street, Suite 201 Colchester, VT 05446 Telephone (802) 878-0375, Fax 878-9618 JAN 2 3 2018 email((i,krebsandlansing.com City of So. Burlington January 19, 2018 Mr. Ray Belair South Burlington City Hall 575 Dorset Street South Burlington, VT Re: Larkin Micro Residential — Fayette Road File: 15300.1 Dear Ray, Please find attached our application for Preliminary and Final Plat for the Micro Residential development on Fayette Road. This project is part of the existing Planned Unit Development historically known as L&M Park. The Milot Larkin Partnership is proposing to build a micro -apartment building consisting of 47 total units of housing on Fayette Drive. The unit count will be a mix of 33 studio units, 9 one -bedroom units and 3 two -bedroom units with an average size of just over 400 SF per unit. The total square footage will be 30,690 SF on three primary living floors plus the common area space on the ground and first floor level. Parking will be on the main grade, below the building and screened from the street with open panels which allow natural ventilation of the parking area. Landscaping will also assist with screening the parking area along the street. The parking will be shared with other buildings located within the P.U.D which are adjacent structure occupied with commercial, retail and other mixed uses. Since the initial project introduction at sketch plan, we have eliminated one dwelling unit and made an additional common area lounge space to accommodate small gatherings of people outside of their individual apartments. We have created a small outdoor gathering space on the West side that is hard- scape to provide an outdoor resting space which is easily accessible from the West stair of the building. We have increased the bike storage requirement to 41 long-term and 8 short term bikes, but still do not meet the zoning requirements for this occupancy. We are seeking a waiver for this requirement based in part on utilization rates at other buildings, the access to public transportation and the diversity of population and age groups that we expect to occupy the building. We are requesting a height waiver to 48' for the principal roof structure and an additional 4' to address the elevator overrun and mechanical equipment to be located on the roof. The building will now include a "front" entrance facing Fayette Road which provide walkable access to public sidewalks. The proposed plans will transform a mostly vacant parking lot by bringing livable units and spaces to the area. These apartments will be constructed in a cost-effective manner to provide much needed housing for students and young professionals in the area. This location is especially desirable due to Pagel of 3 Larkin Micro Residential Ray Belair 1/19/18 its proximity to public transportation, which we envision lower income residents may prefer over the use of personal vehicles. The street side planting for the new apartment building works with the architectural fenestration and includes evergreen, deciduous shrubs and ornamental grasses for seasonal interest. Evergreen shrubs at the vehicular entrance screen the gas meters. New planting is added to the rear of the existing 7 Fayette building to screen the bare concrete wall. The parking islands have new trees in them and low spreading shrubs. The gravel wetland has a native no -mow grass on it so that it can be used by residents. A permeable terrace is located on the southwest side of the building accessible from an adjacent stair tower. New lighting is shown along Fayette Road to match the street lighting that was permitted at Larkin Terrace. All of the required planting according to the new construction formula fits on the 7 Fayette property. In order to compensate for the removal of previously permitted trees for the construction of the new apartment building we are having to look elsewhere in the PUD for landscape improvements. Our preferred option would be to put this balance toward a pedestrian bridge that would connect the Old Orchard neighborhood across the deep ravine behind the Palace 9 Theater with the rest of the PUD. This new bridge would connect up with the pedestrian spine that will extend all of the way through the Larkin PUD to Shelburne Road. This will however require us to have the wetlands mapped in the spring adjacent to the creek to determine the feasibility of a bridge. For this reason, we are submitting a planting plan around the stormwater pond to satisfy the requirements of this submittal so that the apartment building approval can proceed. If the pedestrian bridge turns out to be a feasible alternative, we will return to the City for an amendment. Municipal water and sewer infrastructure is available in Fayette Road and will be utilized for this development. Rooftop stormwater runoff will be directed to a new gravel wetland proposed on the north side of the new building. The gravel wetland will provide detention of the peak runoff from the one-year, twenty -four-hour rain event. Traffic generation and analysis are provided in a document attached entitled "Larkin Micro -Apartments Traffic Impact Study" dated 1-15-18 by RSG. Waivers Requested: • Building Setback: 30' in Commercial -Auto Zone required, 12' provided. • Building Height: 35' maximum required, 48' plus 4' (52') for rooftop structure requested. • Parking (overall PUD): 16% parking waiver requested. See Traffic Study by RSG • Parking Spaces: 9' wide spaces required will be reduced to 8.5' under building due to columns necessary for building structure. Handicap spaces will remain unaffected. • The existing entry dimension is approximately 39' (22' drive and 17' existing parking spaces) for a short distance. There are four spaces affected. We request to be allowed the reduction from 18' long spaces to 17' long spaces for those four existing spaces. • Front Yard Coverage: Overall coverage (both Shelburne Road and Fayette Road) 30% max. required, 32.2% provided. • Bicycle storage: 47 required, 41 long term / 8 short term bicycle positions provided. Page 2 of 3 Larkin Micro Residential Ray Belair 1/19/18 Please review the attached application and drawing/specification for approval with the South Burlington Development Review Board. Feel free to call/write if you have questions or require additional information. Sincerely, K & Lansing Consulting Engineers Skip McClellan Cc: Larkin Realty Wieman Lamphere Wagner Hodgson RSG Encl: 15300.0\SB Micro Prelim Final\SB App Cover Letter Belair 1-19-18 Page 3 of 3 r south urlington PLANNING & ZONING Permit Number SD- 18 - oco (office use only) APPLICATION FOR SUBDIVISION PLAT REVIEW ✓❑Preliminary ❑✓ Final PUD Being Requested? ❑Yes 0 No All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the plans will result in your application being rejected and a delay in the review before the Development Review Board. 1.OWNER(S) OF RECORD (Name(s) as shown on deed, mailing address, phone and fax #) Milot Larkin Partnership, LLP, 410 Shelburne Road, South Burlington, VT 05401 802-864-7444 2. LOCATION OF LAST RECORDED DEED (Book and page #)vol. 336, pg. 437 3. APPLICANT (Name, mailing address, phone and fax#) Same 4. CONTACT PERSON (Name, mailing address, phone and fax #) Skip McClellan, Krebs and Lansing, 164 Main St., Colchester, VT 802-878-0375 a. Contact email address: skip.mcciellan@krebsandlansing.com 5. PROJECT STREET ADDRESS: 6. TAX PARCEL ID # (can be obtained at Assessor's Office) 1540-01125 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com 7. PROJECT DESCRIPTION a. General Project Description (describe what you are proposing): Construction of residential building of 47 units with sewer/water connections to existing municipal system. Existing parking will be utilized. b. Existing Uses on Property (including description and size of each separate use): 3,450 s.f. McDonalds, 22,310 s.f. Multi -use building c. Proposed Uses on property (include description and size of each new use and existing uses to remain): 47 unit, 9636 s.f. (footprint) residential building, existing McDonalds, existing Multi -use buildina d. Total building square footage on property (proposed buildings and existing buildings to remain): 47 unit, 9636 s.f. (footprint) residential building, existing McDonalds, existing Multi -use buildina e. Height of building & number of floors (proposed buildings and existing buildings to remain, specify if basement and mezzanine): 48' Bldg plus 4' rooftop structures f. Number of residential units (if applicable, new units and existing units to remain): 47 g. Number of employees (existing and proposed, note office versus non -office employees): 0 h. Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable): Waiver Requests -See Cover Letter/Project Description i. List any changes to the subdivision, such as property lines, number of units, lot mergers, etc. None Subdivision Application Form. Rev. 12-2011 1 8. LOT COVERAGE (ALL information MUST be provided here, even if no change is proposed) a. Size of Parcel: 4.15 acres, 180774 sf b. Building Coverage: Existing 26,183 Proposed 35819 (acres /sq. ft.) square feet 14.5 square feet 19.8 % c. Overall Coverage (building, parking, outside storage, etc): Existing 110993 square feet 61.4 Proposed 111620 square feet 61.8 d. Front Yard Coverage(s) (commercial projects only): Existing 8999 square feet 30.5 Proposed 9508 square feet 32.2 % 9. WETLAND INFORMATION a. Are there any wetlands (Class I, II, or III) on the subject property? ❑ Yes ❑✓ No b. If yes, is the proposed development encroaching into any of these wetlands associated 50' buffers (describe) c. If yes, please submit the following with this application: 1. A site specific wetland delineation of the entire property or a written statement that the applicant is relying on the City's wetland map. 2. Response to the criteria outlined in Section 12.02(E) of the Land Development Regulations (applicant is strongly encouraged to have a wetland expert respond to these criteria) 10. AREA DISTURBED DURING CONSTRUCTION: 20530 SQ. FT. * *Projects disturbing more than one (1) acre of land must follow the City's specifications for erosion control in Article 16 of the Land Development Regulations. Projects disturbing more than one (1) acre require a permit from the Vermont Department of Environmental Conservation. 3 Subdivision Application Form. Rev. 12-2011 11. COST ESTIMATES a. Building (including interior renovations): $ 3.22 m b. Landscaping: $ 83, 700 (Please submit itemized list of landscaping proposed) c. Other site improvements (please list with cost) $260,000 Site Improvements 12. ESTIMATED TRAFFIC a. P.M. Peak hour for entire property (In and out): 27 13. PEAK HOURS OF OPERATION. N/A 14. PEAK DAYS OF OPERATION: N/A 15. ESTIMATED PROJECT COMPLETION DATE: Summer 2019 16. PLANS AND FEE Plat plans shall be submitted which shows the information required by the City's Land Development Regulations. Five (5) regular size copies, one reduced copy (I V x 17"), and one digital (PDF-format) copy of the plans must be submitted. A subdivision application fee shall be paid to the City at the time of submitting the application. See the City fee schedule for details. NOTE: NOTIFICATION of ADJOINING PROPERTY OWNERS: Notification of adjoining property owners, in accordance with 24 V.S.A. §4464(a) and Section 17.06(B) of the South Burlington Land Development Regulations, is the responsibility of the applicant. After deeming an application complete, the Administrative Officer will provide the applicant with a draft meeting agendas or public hearing notice and sample certificate of service. The sworn certificate of service shall be returned to the City prior to the start of any public hearing. Subdivision Application Form. Rev. 12-2011 I hereby certify that all the information requested as part of this application has been submitted and is accurate to the best of my knowledge. C�n/—Z--- SIG A, RE OF APPLICANT SIGNATtJJfE a PROPERTY OWNER Do not write below this line DATE OF SUBMISSION: I have reviewed this preliminary plat application and find it to be: dComplete Administrative ❑ Incomplete PRINT NAME The applicant orpermittee retains the obligation to identify, apply for, and obtain relevant state permits for this project. Call (802) 879-5676 to speak with the regional Permit Specialist. Subdivision Application Form. Rev. 12-2011 PARCEL W 911# Unit Street Owner Mailing Address Chy State Zip 1540-01230 1230 SHELBURNE RD 1220 SHELBURNE RD CORP 1512 LAKE RD MILTON VT 05468 1540-12330 1233 DI SHELBURNE RD ADAMS, JOHN S & SUZANNE N 126 WHITE WATER CIRCLE WILLISTON VT 05495 1540-1233E 1233 E7 SHELBURNE RD ALLEN, STEPHEN D & ANITA 8 87 E SPRING ST WINOOSKI VT 05404 1540 1233C 1233 C3 SHELBURNE RD 1540-1233C 1233 C4 SHELBURNE RD 1540-1233E 1233 E6 SHELBURNE RD 1540-1233D 1233 D7 SHELBURNE RD ARROW TECH ASSOC INC 1233 SHELBURNE RD STE D7 S BURUNGTON VT 05403 1540.1233D 1233 DS SHELBURNE RD CLARK, ROSEMARY A 1233D SHELBURNE RD STE D 6B 5 BURLINGTON VT 05403 1540-01117 1117 SHELBURNE RD CREJV MIXED FIFTEEN NE BRANCH HOLDINGS P 0 BOX 460049 HOUSTON TX 77056 1540-1233F 1233 F SHELBURNE RD EASTMAN, RICHARD & MARGARET 5 1163 THOMPSONS POINT RD CHARLOTTE VT 05445 IS40-01195 1195 SHELBURNE RD FARRELL, DAVID M TRUSTEE 5 HOLMES RD 5 BURLINGTON VT 05403 0870.00OOS 5 HOLMES RD FARRELL DISTRIBUTING CORPORATION 5 HOLMES RD S BURUNGTON VT 05403 1540-1233C 1233 C2 ISHELBURNE RD FAY, ROGER P SR, ROGER P JR PO BOX 4503 BURLINGTON VT 5401 1540-1233E 1233 COZ SHELBURNE RD FLOOD, RICHARD W & M TEENA 270 SOARING HAWK LN CHARLOTTE VT 05445 1540.1233E 1233 E3 SHELBURNE RD 1540.1233E 1233 8 SHELBURNE RD FRATERNAL ORDER OF EAGLES INC 1233 SHELBURNE RD SUITE Bl SO BURLINGTON VT 05403 1540-1233E 1233 El SHELBURNE RD G & K HOLDINGS LLC 1233 SHELBURNE ROAD UNIT E-1 S BURLINGTON VT OS403 1540-01184 1184 SHELBURNE RD GRANDVIEW FARMS INC P 0 BOX 1304 BURLINGTON VT 05402 1540-1233D 1233 D4 SHELBURNE RD GREEN & COIL LLC 78 CURTIS AVE BURLINGTON VT 05401 1540-1233E 1233 E4 SHELBURNE RD HILL, MARK D TRUST 1233 SHELBURNE RD E-4 5 BURLINGTON VT 05403 1540-01110 1110 SHELBURNE RD JOLLEY ASSOCIATES LLC 54 LOWER WELDON ST ST ALBANS VT 05478 1540-01095 1095 SHELBURNE RD KAPSHA PROPERTIES LLC 1095 SHELBURNE RD 5 BURLINGTON VT 05403 0675-MID 10 FAYETTE RD L & M PARTNERSHIP 105 APPLETREE POINT RD BURLINGTON VT 05408 IS40-01185 1185 SHELBURNE RD LARKIN, JOHN P 410 SHELBURNE ROAD SOUTH BURLINGTON VT 05403 IS40.01125 1125 SHELBURNE RD C/O MCDONALDS P 0 BOX 447 ESSEX JCT VT 05453 0675-00D40 189 HANNAFORD DR LOWE'S P 0 BOX llll N WILKESBORO NC 28656 1540.1233E 1233 ES SHELBURNE RD LOWREY, RICHARD L SR & SUSAN 1233 SHELBURNE RD SUITE E5 S BURLINGTON VT 05403 1540.1233C 1233 Cl SHELBURNE RD NSL HOLDINGS LLC 1233 SHELBURNE RD UNIT C-1 SOUTH BURLINGTON VT 05403 1269-M2 2 OLDE ORCHARD LN OLDE ORCHARD REALTY PARTNERSHIP LP PO BOX 4193 BURLINGTON VT 05402 1269-00003 3 OLDE ORCHARD LN 1269-00004 4 OLDE ORCHARD W 1269-00005 5 OLDE ORCHARD LN 0675-00022 6 OLDE ORCHARD LN 1269-OOD24 7 OLDE ORCHARD LN 1269-00001 1 OLDE ORCHARD LN 15401233C 1233 CS SHELBURNE RD ROCK DUNDER PROPERTIES LLC 1223 SHELBURNE RD #CS S BURLINGTON VT 05403 154001210 12101 SHELBURNE RD SISTERS & BROTHERS INVESTMENT GROUP LLC 75 S WINOOSKI AVE BURUNGTON VT 05401 IS40.1233D 1233 D6 ISHELBURNE RD SOPHER FAMILY LLC 800 Crosswind Road Charlotte VT 05445-4442 IS401233D 1233 D8 SHELBURNE RD 15401233D 1233 D9 SHELBURNE RD 0675-00040 40 FAYETTE RD SOUTHLAND ENTERPRISES INC P O BOX 1000 PORTLAND ME 04100 1540-01116 1116 SHELBURNE RD SPILLANE, LOWELL T 460 21ST CENTURY PARK RD CLIFTON PARK NY 12065 1540-01120 1120 SHELBURNE RD C/O NORTHFIELD SAVINGS BANK ATTN: ED SULVA P 0 BOX 347 NORTHFIELD VT 05663 1540-01233 1233 A SHELBURNE RD TWOO'BRIENS PROPERTIES LLC 1475 SHELBURNE RD S BURLINGTON VT 05403 15401233D 1233 CO3 SHELBURNE RD W & K PROPERTY LLC 1233 D SHELBURNE RD UNIT #3 S BURLINGTON VT 05403 154001200 1200 ISHELBURNE RD TORY E 1200 SHELBURNE RD S BURLINGTON VT 05403 &VICISG the science of insight 4 1M t' i Wit 180 Battery Street, Suite 350 Burlington, VT 05401 802.383.0118 REPORT LARKIN MICRO -APARTMENTS TRAFFIC IMPACT STUDY 1.15.2018 _ R In mmm n(jj"j rpm I �� 1 �(? [ fl a L PRt LARKIN REALTY SUBMITTED BY RSG DAVID GROVER, PE LARKIN MICRO -APARTMENTS TRAFFIC IMPACT STUDY PREPARED FOR: LARKIN REALTY 1.0 SUMMARY OF KEY FINDINGS.......................................................................................................1 TripGeneration.................................................................................................................................................................. 1 Congestionanalysis........................................................................................................................................................... 1 PUDand Regulatory Restrictions....................................................................................................................................... 1 2.0 PRUJtt;1 DESCRIPTION................................................................................................................1 3.0 LOCAL TRAFFIC............................................................................................................................. 3 4.0 ANALYSIS OF TRAFFIr VOI IIMFS...................................................... 4.1 Background Traffic Volumes and Adjustments............................................................................. 5 4.2 Other Development Volumes........................................................................................................ 5 4.3 Trip Generation.............................................................................................................................. 6 4.4 Existing Site Traffic........................................................................................................................ 7 4.5 Scenario Volume Graphics............................................................................................................8 5.0 ";ONGESTION ANALYSIS...............................................................................................................9 5.1 Level -of -Service Definition.............................................................................................................9 5.2 Level -of -Service Results.............................................................................................................. 10 6.0 QUEUING ANALYSIS....................................................................................................................11 7.0 SAFFTY ANALYSIS.......................................................................................................................12 7.1 Crash Histories............................................................................................................................ 12 7.2 Sight Distance Observations....................................................................................................... 15 8.0 TRANSPORTATION DEMAND MANAGEMENT..........................................................................16 9.0 PUD LIMITS: TRIP ENDS AND PARKING....................................................................................17 9.1 Vehicle Trips Ends....................................................................................................................... 17 9.2 PUD Parking................................................................................................................................17 100 RFGIII ATnRY RF0I IIRFMFNT{ 7 r? 10.1 City of South Burlington Road Impact Fees.............................................................................. 18 10.2 City of South Burlington Traffic Overlay District........................................................................ 18 10.3 Act 145 Traffic Impact Fees....................................................................................................... 19 BurlingtonRoundabout.................................................................................................................................................... 20 ChamplainParkway......................................................................................................................................................... 20 Fees................................................................................................................................................................................ 20 11.0 CONCLUSIONS..............................................................................................................................20 APPENDIX A. TRAFFIC VOLUMES AND ADJUSTMENTS APPENDIX B. SYNCHRO REPORTS APPENDIX C. SIMTRAFFIC REPORTS APPENDIX D. PARKING DATA APPENDIX E. TRIP DISTRIBUTION DATA FIGURE1: PROJECT SITE PLAN.................................................................................................................................................... 2 FIGURE 2: PROJECT LOCATION AND STUDY AREA INTERSECTIONS...................................................................................... 4 FIGURE3: TRIP GENERATION SUMMARY.................................................................................................................................... 6 FIGURE 4: DISTRIBUTION OF SITE -GENERATED PM PEAK HOUR TRIPS................................................................................. 7 FIGURE 5: EXISTING TRIPS FROM PALACE 9, LARKIN TERRACE, AND 7 FAYETTE ROAD .................................................... 7 FIGURE6: 2018 PEAK HOUR NO BUILD........................................................................................................................................ 8 FIGURE7: 2018 PEAK HOUR BUILD.............................................................................................................................................. 8 FIGURE8: 2023 PEAK HOUR NO BUILD........................................................................................................................................ 9 FIGURE9: 2023 PEAK HOUR BUILD.............................................................................................................................................. 9 FIGURE 10: LEVEL -OF -SERVICE CRITERIA FOR SIGNALIZED AND UNSIGNALIZED INTERSECTIONS ................................ 10 FIGURE 11: PM PEAK HOUR LOS RESULTS............................................................................................................................... 11 FIGURE 12: AVERAGE 95TH PERCENTILE QUEUE LENGTHS (VEHICLES)............................................................................... 12 FIGURE 13: STUDY AREA CRASHES BY TIME OF DAY............................................................................................................. 13 ii January 15, 2018 FIGURE 14: CRASHES BY MONTH OF YEAR.............................................................................................................................. 13 FIGURE15: CRASHES BY YEAR..... ....... ............ ......... .... .... ...... ...... .. .... ............ ...... --- ......... --.- ........... ...... 14 FIGURE16: CRASHES BY TYPE ....... ....... .......... ....... ............. ......... ...................... .............. --- ... ..... ................ .......... ........ ........ .. 14 FIGURE 17: PROPOSED VEHICLE TRIP ENDS IN PUD............................................................................................................... 17 FIGURE 18: ROAD IMPACT FEE INFORMATION......................................................................................................................... 18 FIGURE 19: DISTRIBUTION OF NEW TRIPS TO/FROM SURROUNDING AREAS...................................................................... 19 FIGURE20: ACT 145 FEES........................................................................................................................................................... 20 lac 1.0 SUMMARY OF KEY FINDINGS The proposed Larkin Micro -Apartments development is located in South Burlington, Vermont on Fayette Road. It is behind (west) of the 7 Fayette plaza, which sits on the northwest corner of the US-7 and Fayette Road intersection. The development will create 47 apartments above the existing parking lot. Vehicular traffic will access the site from Fayette Road at the existing driveway approximately 500 feet west of its intersection with US-7. The number of parking spaces on site will be reduced from 32 spaces to 22 spaces. Key project findings include: TRIP GENERATION We project the proposed development will generate 27 PM peak hour trip ends. CONGESTION ANALYSIS Traffic along Fayette Road will continue to experience minimal delays (Level of Service A) with and without the project. Access driveways for both the development site and Palace 9 across the street will maintain LOS B. Delays at the intersection of US-7, Fayette Road, and McIntosh Avenue are projected to remain virtually unchanged with the US-7 main line approaches operating at LOS A or B and the side streets operating at LOS D both with and without the development. PUD AND REGULATORY RESTRICTIONS The project will operate within the parking and trip end limits of the PUD and below the trip threshold of the South Burlington Traffic Overlay District. A 17% waiver will be required to accommodate the development's parking needs. 2.0 PROJECT DESCRIPTION This study evaluates the traffic and related infrastructure impacts associated with the proposed Larkin Micro -Apartments development on Fayette Road in South Burlington, Vermont. The site currently contains a 32-space parking lot that serves the 7 Fayette plaza to the east. The apartment building will be built above this parking lot, which will require removing 10 existing spaces for the new building. As shown on the site plan in Figure 1, the proposed development will have one access point via an existing curb cut on the north side of Fayette Road approximately 500 feet west of the intersection with US-7. AI Larkin Realty ') Larkin Micro -Apartments Traffic Impact Study FIGURE 1: PROJECT SITE PLAN Fayette Road N I Access to Existin—a ider This study relies upon design standards and analysis procedures documented in the 2010 Highway Capacity Manual' Trip Generation,2A Policy on Geometric Design of Highways and Streets,3 Manual on Uniform Trafc Control Devices (MUTCD),4 Trafc Impact Evaluation: Study and Review Guide,5 and the Vermont State Design Standards,6 which are the generally accepted traffic analysis references relied upon by traffic engineering professionals and VTrans for projects of this type in Vermont. VTrans guidelines specify that a traffic study should be considered if the proposed development will generate 75 or more peak hour trips. The geographic scope of the study should include the immediate access points and those intersections or highway segments receiving 75 or more project - generated peak hour trips.? We project that the site driveway will not meet the 75 vehicles per hour trip generation threshold. However, to provide a clearer picture of the traffic impacts of the development, we study capacity and congestion impacts at the US-7/Fayette Road/McIntosh Drive intersection as well as the site driveway. The intersection of US-7/Fayette Road/McIntosh Avenue is part of a high crash location segment, so we examine crashes at this intersection. We also examine the distribution of project related trips at 1 Transportation Research Board, National Research Council, Highway Capacity Manual (Washington, DC: National Academy of Sciences, 2010). 2Institute of Transportation Engineers, Trip Generation 911, Edition (Washington, D.C.: Institute of Transportation Engineers, 2012). 3 American Association of State Highway and Transportation Officials (AASHTO), A Policy on Geometric Design of Highways and Streets, 611, Edition (Washington DC: AASHTO, 2011). 4 American Traffic Safety Services Association (ATSSA), ITE, and AASHTO, Manual on Uniform Trafc Control Devices, 2009 Edition (Washington DC: FHWA, 2009). 5 Vermont Agency of Transportation, Development Review Section, Trafc Impact Evaluation Study and Review Guide (October 2008). G State of Vermont Agency of Transportation, Vermont State Standards (Montpelier: N-'Trans, 1 July 1997). 7 Vermont Agency of Transportation, Development Review Section, Traffic Impact Evaluation Study and Review Guide Qanuary 2003). 2 January 15, 2018 the site driveway and the US-7/Fayette Road/McIntosh Avenue intersection for permitting purposes. 3.0 LOCAL TRAFFIC The project site is located on Fayette Road. It is a two-lane (one lane in each direction), local road 40 feet wide at the site driveway and posted at 25 miles per hour. It connects US-7 (Shelburne Road) to the east with Hannafords Drive to the north. The road is unstriped until lane markings begin at the intersection with US-7 and leading up to Hannafords Drive. Across from the project driveway is Palace 9, a 1,000-seat cinema. The project is part of the L&M Park planned unit development (PUD) that includes the land uses at 7 Fayette, Palace 9 and 210 residential units on Olde Orchard Park to the west. There is also a multiuse development under construction across from 7 Fayette called Larkin Terrace. This study assumes that the new Larkin Terrace is built in its analysis. The section of US-7 proximate to Fayette Road is a five -lane roadway (two lanes in each direction and a center left turn lane) with a posted speed limit of 35 miles per hour. In 2015, Wrans recorded an annual average daily traffic volume (AADT) of 31,130 vehicles per day along US-7 at station D577, approximately 0.4 miles south of the US-7/Fayette Road intersection. Count data collected by VTrans in June of 2016 indicate the highest traffic volumes along US-7 occur during the weekday PM peak hours. Traffic impacts during this period are examined in this study. Since background traffic in the project area and trip generation is greater during the PM period than in the AM peak period, operational findings for the PM peak hour will be the same or less favorable than findings for the AM peak hour. Figure 2 shows the project location and study area intersections. El© Larkin Realty Larkin Micro -Apartments Traffic Impact Study FIGURE 2: PROJECT LOCATION AND STUDY AREA INTERSECTIONS This section of US-7 was the subject of the 2012 report "Shelburne Road Corridor Study" prepared for the City of South Burlington and the Chittenden County Regional Planning Commission and prepared by Parsons Brinkerhoff. This study found that level of service was generally good at the US-7 intersections close to the project site. Our findings are similar to the findings in the 2012 report. 4.0 ANALYSIS OF TRAFFIC VOLUMES This analysis examines design hour vehicle delays and queues at the site driveway and projects trip distribution at the following two intersections: 1. Site Driveway/Palace 9/Fayette Road 2. US-7/Fayette Road/McIntosh Avenue Vehicle delays and queues are examined first with baseline, No Build scenario, traffic volumes, which represent the anticipated design hour conditions in the target study years without the proposed development in place. Once baseline conditions are established, anticipated traffic associated with the proposed development is added to the No Build scenario volumes to create Build scenario traffic volumes, 4 January 15, 2018 which are in turn used to project intersection delays and levels of service with the proposed development in place. A detailed description of the elements that contribute to the No Build and Build scenario traffic volumes is presented below. 4.1 1 BACKGROUND TRAFFIC VOLUMES AND ADJUSTMENTS RSG obtained the most recent VTrans turning movement count data at the US-7/Fayette Road/McIntosh Avenue intersection (counted on June 30, 2016). This count data was used to establish background volumes at the site driveway. Trip Generation was used to establish turning movements at the site driveway and at the Palace 9 driveway across the street. Following VTrans traffic study guidelines, raw peak hour traffic volumes were adjusted to represent the design hour volume (DHV)8 in 2018 and 20239 using two adjustment factors: 1. Design hour adjustment factors are based on VTrans count station D577, which is located along US-7 in South Burlington, VT, just south of the intersection with IDX Drive. The 2015 DHV at this station was compared to the peak hour volumes at the intersection of US- 7/Holmes Road/IDX Drive on the date of the turning movement count to formulate DHV adjustments. This intersection is 0.3 miles south of the US-7/Fayette Road/McIntosh Avenue intersection and both intersections were counted on the same day. DHV adjustments decreased raw count volumes by 4%. 2. An annual adjustment factor representing general background traffic growth is based on the annual traffic growth rate from the 2015 VTrans Continuous Traffic Counter Report (the "Red Book"), which prescribes an adjustment factor of 2% to grow 2015 volumes to 2018, and 5% to grow to 2023 volumes. These adjustment factors were applied to the DHV adjusted counts to grow the traffic from to 2018 and 2023 respectively. 4.2 1 OTHER DEVELOPMENT VOLUMES Other development volumes (ODVs) represent trips generated by anticipated developments in the study area. Trips generated by ODVs are included in every scenario (both No Build and Build) because we assume they are already present on the road network in the analysis years. Through discussion with South Burlington Planning and Zoning staff and our previous work, the following ODVs were identified for inclusion in this study: 65 apartments are planned along Green Mountain Drive, approximately 0.6 miles south of the Fayette Road intersection with US-7. Per Trip Generation, this development is expected to generate 40 trips in the PM Peak Hour. Based on the 2016 turning movements at the US- 7/Green Mountain Drive intersection, half of these trips travel through the US-7/Fayette Road Intersection, and 2 trips from this development will pass by the project site driveway. 8 The DHV is the 30th highest hour of traffic for the year and is used as the design standard in Vermont. 9 VTrans requires analysis during the year project construction is expected to be complete and in a future year scenario 5 years after project completion. A© Larkin Realty Larkin Micro -Apartments Traffic Impact Study Volumes from the Larkin Terrace development mentioned previously are also included even though the project has not completed construction. The Larkin Terrace's Build volumes are used for this project's No Build volumes.1) 4.3 1 TRIP GENERATION Trip generation refers to the number of vehicle trips originating at or destined for a particular development. Trip generation was used to determine the number of trips currently created by the existing Palace 9 cinema as well as the rest of the PUD and the traffic generated by the proposed Larkin Micro -Apartments development, which will consist of apartment residents. To estimate the number of new vehicle trips for the Larkin Micro -Apartments development, we examined trip generation rates presented in the Institute of Transportation Engineer's Trip Generation.11 Applying trip generation rates for ITE Land Use Code (LUC) 220 (Apartment), we calculate the proposed land uses will generate 29 vehicle trips ends during the PM peak hour before accounting for transportation demand management (see Figure 3). Transportation demand management (TDM) is the practice of reducing the number of trips during peak hour travel times by providing alternative travel means (discussed in further detail later in this study). Physical TDM measures include providing accommodations for bike storage on site and parking supply management. These TDM accommodations can facilitate up to a 6% reduction in external vehicle trip generation12 (the maximum allowed for only physical TDM measures). Figure 3 presents the projected trip generation, broken out into initial trips, TDM reduction, and total trips. Since background traffic and trip generation is lower in the AM peak hour than the PM peak hour, only the PM peak hour is analyzed in this study. FIGURE 3: TRIP GENERATION SUMMARY AM Peak Hour PM Peak Hour Enter Exit Total Enter Exit Total Apartments (LUC 220, 47 units) 5 19 24 19 10 29 6%TDM Primary Trip Reduction* 0 1 1 1 1 2 Total Development Trips 5 18 23 18 9 27 " rDMGuidance"VTrans, 2016. (Bus stop with shelter, Transit/walking access site design, Bicycle racks, 6% max) Figure 4 presents a map of the estimated distribution of the 27 project -generated trips. The trips entering and exiting the site access are distributed onto the roadway network based on background traffic volumes. 11 The traffic signal timings at the US-7/Fayette Road intersection have been updated for this study. For this reason, intersection performance is slightly different between the two studies. 11 Institute of Transportation Engineers, Trip Generation 9th Edition (Washington, D.C.: Institute of Transportation Engineers, 2012). 11 Vermont Agency of Transportation. TDM Guidance. 2016. 6 1 January 15, 2018 FIGURE 4: DISTRIBUTION OF SITE -GENERATED PM PEAK HOUR TRIPS Site Driveway US-7 5 0 4 2 0 0 D 8 R- 10 1 _00 > or a 0 f- 0 0 ♦ f- 0 a, o 0 �, Ir 0 3 �, or 0 c 0 0 0 0 8 0 0 1 2 Palace 9 US-7 4.4 1 EXISTING SITE TRAFFIC The existing parking lot is assumed to not generate traffic since all trips from the existing 7 Fayette plaza are assumed to be associated with the parking lot to the east, across from Larkin Terrace. Site visits showed the parking lot at the project site virtually empty. Traffic volumes estimated at the site driveway intersection under No Build conditions include trips from Palace 9 across the street. Trips coming from and going to the 7 Fayette plaza and the proposed Larkin Terrace development will be through trips at the site driveway intersection. Trip Generation was used to calculate the trips associated with these land uses assuming full occupancy. Figure 5 shows trips associated with these land uses. Building sizes were taken from the December 23, 2013 parking study by conducted by Lamoureux and Dickinson on behalf of Jim Carroll and the permitting associated with Tilt at 7 Fayette Road. Larkin Terrace volumes are from the 2017 Larkin Terrace TIS by RSG. These trips are distributed onto the network according to background volumes. FIGURE 5: EXISTING TRIPS FROM PALACE 9, LARKIN TERRACE, AND 7 FAYETTE ROAD ■yAiFlLue_aLduJ. 11,5 ■pR.1L .7z: -nler It FE ioEa� Larkin Terrace Development Varies 37 27 64 Zen Gardens 931 7128 SF 36 18 53 Artemis Fitness 492 3564 SF 7 5 13 Concentra 720 8586 SF 9 22 31 Formerly Tilt (Tavern) 925 2677 SF 20 10 30 McDonalds 934 3500 SF 59 55 114 Citizens Bank 912 2644 SF 32 32 64 Olde Orchard Park 230 210 Units 73 36 109 Palace 9Cinema 444 1000 Seats 27 43 70 V1u 7 Larkin Realty Larkin Micro -Apartments Traffic Impact Study 4.5 1 SCENARIO VOLUME GRAPHICS Figure 6 through Figure 9 present the No Build and Build scenario traffic volumes at the two study area intersections in the build year (2018) and the future year (2023). No Build traffic volumes include the raw count volumes, adjusted to design hour conditions, and projected traffic from ODVs. Build scenario volumes represent the addition of project -generated traffic (both primary and pass -by trips) to the No Build traffic volumes. With the addition of project -generated traffic, volumes entering and exiting the project site increase in the Build scenario and these trips are carried out through the US-7 intersection. Traffic volumes between these two intersections will not balance due to the Larkin Terrace/7 Fayette intersection between them. FIGURE 6: 2018 PEAK HOUR NO BUILD Site Driveway US-7 0 0 0 57 1229 .� ♦ �A .� 0 0 %. 0 43 173 -0- ♦ 241 7 -► 41 v M 11 16 133 -y LL 25 0 18 212 1243 Palace 9 US-7 FIGURE 7: 2018 PEAK HOUR BUILD Site Driveway US-7 5 0 4 59 1229 A? It 1A A i 0 8 -0 4- 10 44 J °1 173 -► 241 7 -► 41 M 11 -y 16 136 LL V1 t Ft 25 0 18 220 1243 Palace 9 US-7 22 C 18 > Q 4- 11 N 0 U IF � 16 8 January 15, 2018 FIGURE 8: 2023 PEAK HOUR NO BUILD Site Driveway US-7 0 0 0 59 1290 24 0 0 45 -� 18 a' 182 ♦ ♦ 253 7 -► f- 11 _r_ V) a, 0 fu 11 r 16 140 -y or 22 c 25 0 18 222 1305 16 Palace 9 US-7 FIGURE 9: 2023 PEAK HOUR BUILD Site Driveway US-7 5 0 4 61 1290 24 At ♦ to A� ♦ to v 0 8 10 46 R- 18 > Q 41 a' 182 -+ 4-253 7 -+ 4- 11 -� N v 0 11 W- 16 143 -y j- 22 c ♦ F t F 25 0 18 230 1305 16 Palace 9 US-7 5.0 CONG' STION ANALYSIS _....................... .. 5.1 1 LEVEL -OF -SERVICE DEFINITION Level -of -service (LOS) is a qualitative measure describing the operating conditions as perceived by motorists driving in a traffic stream. LOS is calculated using the procedures outlined in the 2000 and 2010 Highway Capacity Manuals.13 In addition to traffic volumes, key inputs include the number of lanes at each intersection, traffic control type (signalized or unsignalized), and the traffic signal timing plans. 13 The HCM 2010 does not provide methodologies for calculating intersection delays at certain intersection types including signalized intersections with exclusive pedestrian phases and signalized intersections with non NEMA-standard phasing. Because of these limitations, HCM 2000 methodologies are employed where necessary. Al Larkin Realty Larkin Micro -Apartments Traffic Impact Study The 2010 Highway Capacity Manual defines six qualitative grades to describe the level of service at an intersection. Level -of -Service is based on the average control delay per vehicle. Figure 10 shows the various LOS grades and descriptions for signalized and unsignalized intersections. FIGURE 10: LEVEL -OF -SERVICE CRITERIA FOR SIGNALIZED AND UNSIGNALIZED INTERSECTIONS ros•TOTAL A Little or no delay 5 10.0 510.0 B Short delays 10.1-15.0 10.1-20.0 _._. _. C _. _. _.._. _. _ _Averagedelays .dela............................._.....__.._15.1-25.0_ ............._..._._. 20.1-35.0 _.._............_ ...............—............._............._ D Long delays 25.1-35.0 35.1-55.0 E Very long delays 35.1-50.0 55.1-80.0 F Extreme delays > 50.0 > 80.0 The delay thresholds for LOS at signalized and unsignalized intersections differ because of the driver's expectations of the operating efficiency for the respective traffic control conditions. According to HCM procedures, an overall LOS cannot be calculated for two-way stop -controlled intersections because not all movements experience delay. In signalized and all -way stop -controlled intersections, all movements experience delay and an overall LOS can be calculated. The VTrans policy on level of service is: Overall LOS C should be maintained for state -maintained highways and other streets accessing the state's facilities Reduced LOS may be acceptable on a case -by -case basis when considering, at minimum, current and future traffic volumes, delays, volume to capacity ratios, crash rates, and negative impacts as a result of improvement necessary to achieve LOS C. LOS D should be maintained for side roads with volumes exceeding 100 vehicles/hour for a single lane approach (150 vehicles/hour for a two-lane approach) at two-way stop -controlled intersections. Detailed Synchro LOS worksheets are available in the Appendix. 5.2 1 LEVEL -OF -SERVICE RESULTS The Highway Capacity Manual congestion reports within Synchro (0), a traffic analysis software package from Trafficware, routinely relied upon by transportation engineering professionals, were used to assess traffic congestion at the site driveway and US-7 Intersection. During the weekday PM peak hour, most approach delays in the study area are projected to remain essentially unchanged with the addition of development volumes. At the site driveway on Fayette Road, LOS is projected to remain at A in both 2018 and 2023. Delays at Palace 9 are projected to remain at LOS B and delays at the site driveway are projected to be B in the build condition. Similarly, at the intersection of US-7 and Fayette Road, the mainline (US-7) approaches are projected to remain at LOS A or B and side line approaches are projected to remain at D. The only exception 10 January 15, 2018 is the northbound left lane, which is projected to change from LOS A to LOS B in the future build condition. Figure 11 presents the LOS results during the weekday PM peak hour. FIGURE 11: PM PEAK HOUR LOS RESULTS 2018 No Build LOS Delay v/c LOS 2018 Build Delay v/c 2023 No Build LOS Delay v/c LOS 2023 Build Delay v/c US-7 / Fayette Rd / Macintosh Ave Overall 9 B 10 0.54 B 11 0.55 B 12 0.55 B 12 0.56 EB, left/thru from Fayette Rd D 50 0.45 D 50 0.45 D 50 0.45 D 50 0.46 EB, right from Fayette Rd D 48 0.09 D 47 0.09 D 47 0.09 D 47 0.09 WB, along Macintosh Ave D 49 0.31 D 49 0.31 D 49 0.31 D 49 0.31 NB, left from US 7 A 7 0.53 A 8 0.54 A 9 0.54 B 10 0.54 NB, thru/right from US 7 A 4 0.43 A 4 0.44 A 4 0.46 A 4 0.46 SB, left from US 7 A 7 0.08 A 8 0.08 A 9 0.10 A 10 0.10 SB, thrufrom US 7 B 11 0.52 B it 0.53 B 13 0.57 B 14 0.58 SB, right from US 7 A 7 0.04 A 7 0.04 A 8 0.04 A 8 0.04 Fayette Rd / Palace 9 / Project Drive EB, along Fayette Rd A 0 - A <1 0.01 A <1 - A <1 0.01 WB, along Fayette Rd A 1 0.01 A <1 0.01 A <1 0.01 A <1 0.01 NB, exiti ng Palace 9 B 11 0.07 B 12 0.07 B 11 0.07 B 12 0.07 SB, exiting Site Driveway A 0 - B 11 0.02 A <1 B 11 0.02 6.0 QUEUING ANALYSIS In addition to the congestion analysis, estimated average 95t1, percentile queues were evaluated using SimTraffic.14 Queues at the Fayette Road/Project driveway intersection are projected to remain virtually unchanged with the addition of project generated traffic (Figure 12). At the US- 7/Fayette/McIntosh intersection, queues do not change by more than one car length in 2018 and 2023. The existing lanes are able to accommodate this increased queuing. Detailed SimTraffic queuing worksheets are available in the Appendix. 14 Five hour-long simulations were averaged together to estimate queue lengths. As each run is different, a difference in a few cars should not be seen as significant. Larkin Realty 1 Larkin Micro -Apartments Traffic Impact Study FIGURE 12: AVERAGE 95T" PERCENTILE QUEUE LENGTHS (VEHICLES) No 2018 Build No 2023 Build US-7 / Fayette Rd / Macintosh Ave EB, left/thru from Fayette Dr 3 3 3 3 EB, right from Fayette Dr 3 3 3 3 WB, along Macintosh Ave 3 3 3 3 NB, Ieft from US 7 6 6 6 6 NB, thru/right from US 7 7 7 7 8 SB, left from US 7 3 3 3 2 SB, thrufrom US 7 12 12 13 14 SB, right from US 7 2 2 2 3 1101 Fayette Rd / Palace 9 / Project Drive EB, along Fayette Dr 0 0 1 0 WB, along Fayette Dr 0 0 0 0 NB, exiting Site Drive 2 2 2 2 SB, exiting 7 Fayette 0 1 0 1 7.0 SAFETY ANALYST,. 7.1 1 CRASH HISTORIES VTrans maintains a statewide database of all reported crashes along all state highways and federal aid road segments.15 Crash histories were collected from the VTrans Public Crash Data Query Tool16 for the 5-year period associated with the most recent VTrans High Crash Location Report17 Qanuary 2012-December 2016. Within this 5-year period, no crashes occurred within the design stopping sight distance (163 feet at 25 miles per hour) of the site access point on Fayette Road. The US-7/Fayette Road/McIntosh Avenue intersection is part of a designated VTrans High Crash Location (HCL) segment (US-7 milepoints 1.112 — 1.412), which means the actual crash rate observed over the past five years is higher than comparable segments across the state with similar functional classification and traffic levels. This section is ranked 707 out of 772 sections (lower numbers are more severe). Since some traffic from this development will proceed through this intersection, we examined crashes on US-7 within the designated milepoints. A total of 110 crashes were observed along this segment including nine injury inducing crashes and zero fatalities. As indicated in Figure 13, crashes in this area occur mostly during the day time. They are most frequent during the noon — 2 PM lunch hour and more common at the end of the day than at the beginning. Crashes are more prevalent in the second half of the year although there is no clear correlation between crashes and time of year (Figure 14). The five-year trend shows a general decrease in crashes over time, but it is not clear if this trend is significant (Figure 15). 15 This data is exempt from Discovery or Admission under 23 U.S.C. 409. 11 http://apps.vtrans.vermont.gov/CrashPubhcQueryTool/ 17 http://vtrans.vermont.gov/sites/aot/files/planning/2010- 2014%20Formal%20High%20Crash%20Location%20Report.pdf 12 January 15, 2018 FIGURE 13: STUDY AREA CRASHES BY TIME OF DAY 16 15 14 13 12 12 11 � 10 10 V 0 8 7 7 7 6 6 6 E 6 5 m Z 4 2 1 1 1 1 1 0 0 0 0 0 0 0 0 i-1 N rn Ln %D t, 00 T O s-I N e-1 N M d' Ln qD t., 00 of Time of Day FIGURE 14: CRASHES BY MONTH OF YEAR 16 15 14 13 12 11 11 11 10 [2 10 cJ 8 8 0 8 7 w 6 6 5 5 Z 4 2 0 d kA ec F ec �ac�a � �a lac e�� ©4�0� ae�� `���o P h�Q� ,o Qe Month �' 13 Larkin Realty Larkin Micro -Apartments Traffic Impact Study FIGURE 15: CRASHES BY YEAR 30 26 25 23 23 21 W N 20 f6 1% U 0 15 a� 10 z , 5 0 2012 2013 2014 2015 2016 Year Over half the crashes are rear end crashes, which suggests that congestion is the most likely factor associated with crashes at this location (Figure 16). FIGURE 16: CRASHES BY TYPE 2 1 ■ Rear End ■ Broadside • Other/Unknown a Sideswipe ■ Turning ■ Single Vehicle ■ Head On The 2012 Parsons Brinkerhoff report on the US-7 corridor mentions high crash locations north of the study area. It also found that many of the crashes in this area are rear end crashes, which are associated with congestion. That report provided several recommendations for improving safety including providing alternate routes that parallel US-7 and improving access management along this section of US-7. Traffic from this project will use an existing road at a traffic signal, so it will not exacerbate the access management issue. Overall, the congestion and crashes are corridor -wide issues and will require a corridor -wide solution. Implementing the recommendations from the 2012 study will help alleviate congestion on US-7 and make this a safer road. 14 January 15, 2018 7.2 1 SIGHT DISTANCE OBSERVATIONS As defined in the 2011 publication A Policy on Geometric Design of Highways and Streets, from the American Association of State Highway and Transportation Officials (AASHTO), sight distance is the "the length of roadway ahead that is visible to the driver."]s Sight distances of sufficient length are necessary at all points along a roadway to ensure vehicles can safely stop or avoid colliding with potential obstructions or other vehicles on the roadway. Standard practice in assessing intersection safety and operations involves measuring two separate sight distances — stopping sight distance and intersection sight distance. In this section, we examine sight distances at the site driveway on Fayette Road. Stopping sight distance is the visible distance along a roadway between an advancing motorist and a potential obstacle in the roadway. It is measured from a point representing the approaching driver's eye and a point representing an obstacle in the roadway. Stopping sight distances of adequate length are needed along all roadways, both at and away from intersections, so that drivers travelling at design speeds can react to potential obstacles and safely brake to avoid collisions. Design minimum stopping sight distances are calculated based on factors such as design speed, response times, and grades as reported in the 2011 Policy on Geometric Design of Highways and Streets)) Intersection sight distance is the distance available along the major road travelled way corresponding with the maximum visibility between an advancing motorist on the major road and an entering motorist on an intersecting minor road. It is measured between a point representing the advancing driver's eye above the major road and the entering driver's eye above the intersecting road. The 2011 Policy on Geometric Design of Highways and Streets states that the available intersection sight distance should be at least equal to the required stopping sight distance along the major road, which in this case equals 163 feet downgrade (east of driveway) and 142 feet upgrade (west of driveway). "Sight distance is also provided at intersections to allow the drivers of stopped vehicles a sufcient view of the intersecting highway to decide when to enter the intersecting highway or to cross it. If the available sight distance for an entering or crossing vehicle is at least equal to the appropriate stopping sight distance for the major road, then drivers have sufficient sight distance to anticipate and avoid collisions. "211 However, when possible it is desirable to have intersection sight distances that exceed the design minimum stopping sight distances in order to offer improved operations, such that major road traffic need not decelerate to accommodate entering traffic. 18 .American Association of State Highway and Transportation Officials, A Policy on Geometric Design of Highways and Streets, Fifth Edition (Washington D.C.: American Association of State Highway and Transportation Officials, 2011). Page 3-2. 19 American Association of State Highway and Transportation Officials, A Policy on Geometric Design of Highways and Streets, Fifth Edition (Washington D.C.: American Association of State Highway and Transportation Officials, 2011). Page 3-5. 20 American Association of State Highway and Transportation Officials, A Policy on Geometric Design of Highways and Streets, Fifth Edition (Washington D.C.: American Association of State Highway and Transportation Officials, 2011). Page 9-29 0 1 15 Larkin Realty Larkin Micro -Apartments Traffic Impact Study `However, in some cases a major -road vehicle may need to stop or slow to accommodate the maneuver by a minor road vehicle. To enhance traffic operations, intersection sight distances that exceed stopping sight distances are desirable along the major road "21 Based on the posted speed limit of 25 miles per hour for Fayette Road and a 5% downhill grade approaching the site driveway from the east, the design minimum stopping sight distance and intersection sight distance is 163 feet downgrade and 142 feet upgrade. From the site driveway, the ideal target intersection sight distance is 257 feet looking left (east) and 312 feet looking right (west). On June 3, 2017 and June 9, 2017, RSG staff observed sight distances at the site driveway and along Fayette Road, and found both stopping and intersection sight distances to exceed the minimum standards. The sight distance looking left (east) was observed to be 230 feet and the sight distance looking right (west) was observed to be 375 feet. It is desirable for the distance looking left to be at least 257 feet, but it is still above the minimum stopping distance. This means that westbound vehicles on Fayette Road may be required to decelerate as they approach the site driveway if someone is turning at the same moment. 8.0 TRANSPORTATION DEMAND MANAGEMENT Recent VTrans guidance22 defines Transportation Demand Management (TDM) as "a broad set of strategies that strive to either reduce or reallocate automobile travel to achieve benefits such as reduced roadway congestion, improved air quality, reduced energy use and greenhouse gas emissions, reduced parking demand, improved public health for those biking or walking, and reduced commuting and travel costs." This guidance suggests several measures and combinations of measures for TDM that help reduce trip generation from new developments. Specifically, these reductions are applied to the expected trip rates computed from Trip Generation as a percentage. Relevant measures proposed by the Larkin Micro -Apartments development fall into the Physical category, and include: Project location in a mixed use urban area, and on a moderate service transit line (headways of 30 minutes or less) Secure bicycle parking Shared parking Per the VTrans methodology, each measure has a percent trip reduction associated with it. The aggregate for this development equals the maximum allowed of 6% for physical TDM measures; thus a 6% reduction was applied. 21 .American Association of State Highway and Transportation Officials, A Policy on Geometric Design of Highways and Streets, Fifth Edition (Washington D.C.: American Association of State Highway and Transportation Officials, 2011). Page 9-29 22 March 2016, Transportation Demand Management (TDM) Guidance, VTrans Policy & Planning 16 January 15, 2018 J 9.0 PUD LIMITS: TRIP ENDS AND PARKING The L&M Park PUD limits the number of vehicle trips ends (VTE) associated with the PUD and allows for shared parking between the different uses in the PUD. This section demonstrates that the proposed project will not exceed the restrictions associated with the PUD. 9.1 1 VEHICLE TRIPS ENDS Per the L&M PUD agreement, the number of WE associated with the PUD is limited to 623 total trips. Figure 17 shows 565 WE will be associated with the proposed development and the other existing land uses in the PUD. The WE would be fewer if internal capture were accounted for. These 565 WE is below the 623 WE limit. A May 6, 2008 study of the PUD by Clough Harbor & Associates found a significantly higher number of WE associated with the PUD. Since that time, the trip generation rates associated with some of the land uses, LUC 912 (Drive -In Bank) in particular, have decreased, which resulted in an overall lower number of WE associated with the PUD. FIGURE 17: PROPOSED VEHICLE TRIP ENDS IN PUD Larkin Terrace Development Varies 37 27 64 Zen Gardens 931 7128 SF 36 18 53 Artemis Fitness 492 3564 SF 7 5 13 Concentra 720 8586 SF 9 22 31 Smokeys Low N Slow 931 2677 SF 13 7 20 McDonalds 934 3500 SF 59 55 114 Citizens Bank 912 2644 SF 32 32 64 Olde Orchard Park 230 210 Units 73 36 109 Palace 9 Movie Theater 444 1000 Seats 27 43 70 Total 565 9.2 1 PUD PARKING A May 23, 2017 parking study by Lamoureux and Dickenson noted that 490 parking spaces currently exist within the limits of the PUD, and the Larkin Terrace development increases the supply to 594. The proposed project will remove 10 parking spaces for construction of the new apartment building leaving 584 spaces for the PUD to use. The PUD-wide parking plan from the 2013 parking study and the Larkin Terrace parking plan are included in the Appendix. The South Burlington 2016 Land Development Regulations (LDR) prescribe the minimum number of parking spaces a land use is required to have available. In cases where multiples uses are present and those uses will have different peak parking needs, the LDR allow for shared parking. This study Larkin Realty Larkin Micro -Apartments Traffic Impact Study examined parking demand at different times of day and different times of year23 to determined that the overall peak parking demand for the PUD will occur 8-10 pm on a weekday between Christmas Day and New Year's Day (see Appendix for a matrix of shared parking demand calculations). It was found that 692 parking spaces will be required at the peak time and 584 spaces are on site. A 16% waiver will be required: (692-584)/692 = 15.6%, which is less than the maximum 25% waiver available to the development. 10.0 REGULATORY REQUIREMENTS The Larkin Micro -Apartments development is potentially subject to two separate Traffic Impact Fees - one from the City of South Burlington and one from the State of Vermont via Act 145. The project also has trips that enter an intersection within South Burlington's Transportation Overlay District. This section provides sufficient information to calculate relevant fees and demonstrates that the development is in compliance with the current regulations. 10.1 1 CITY OF SOUTH BURLINGTON ROAD IMPACT FEES This City Impact Fee Ordinance levies a Road Improvement Impact Fee for residential developments that increase the number of residential dwelling units or non-residential developments that increase the number of PM peak hour trips. Figure 18 shows the number of new development units and trips associated with the Larkin Micro -Apartments development. All new units are part of the multi -family dwelling apartment building, so the total number of units is equal to the number of new apartments: 47. FIGURE 18: ROAD IMPACT FEE INFORMATION '•.• Impact Fee: Dwelling Units and Trips Single Family Dwelling (Units) 0 Multi -Family Dwelling (Units) 47 Non -Residential PM Peak Hour (Trips) 0 10.2 1 CITY OF SOUTH BURLINGTON TRAFFIC OVERLAY DISTRICT South Burlington restricts traffic from developments that use roadways within its Traffic Overlay District. This parcel is in Traffic Overlay Zone 2C (access to a high -volume roadway via a public roadway or a private driveway with a roundabout or a signalized intersection) and therefore has a budget of 0.75 trips per 1,000 square feet (ks024. The PUD generates a total of 565 trips (Figure 17). The area of the original PUD was 1,460 ksf, which translates to a maximum of 1,095 trip ends. However, the Larkin Terrace development increased the size of the PUD land, and not all the 565 trips enter US-7. Since the number of trips generated by the PUD (565) is significantly less than the total trips allowed to access US-7 (1,095), it is clear that the proposed PUD trip generation is less " Hourly and monthly adjustment factors were taken from the Urban Land Institute's Sharked Parking, Second Edition, 2005. Their methodology was used to calculate share parking demands. 24 South Burlington Land Development Regulations. 2016. 10(F), p 179, 30 trips per 40,000 square feet 18 January 15, 2018 than the trip budget allowed by this TOD, and it is not necessary to account for PUD trips that do not access US-7 or the additional land from the Larkin Terrace development. 10.3 1 ACT 145 TRAFFIC IMPACT FEES Act 145 requires new developments to pay part of the costs of VTrans funded transportation improvements that their trips will impact. Although there are currently no VTrans funded improvements in the project's immediate vicinity, we understand VTrans' policy is to look at the trip distribution and determine if any trips may travel through a location of planned improvements. The future development is expected to have 27 PM peak hour trips at the project driveway. Figure 19 summarizes the distribution of these 27 trips to/from areas beyond the project intersection. This distribution is based on the turning movement counts at the project intersections. FIGURE 19: DISTRIBUTION OF NEW TRIPS TO/FROM SURROUNDING AREAS Discussions with VTrans indicate that two VTrans projects may receive new trips from this development: the Burlington Roundabout to the north on US-7 and the Champlain Parkway to the northwest. To determine trip distribution to these projects, we looked at available PM peak hour turning movement counts between the project site and these two VTrans projects. Where turning movement counts were not available, we examined trip generation of existing land uses. Existing turning movements, a diagram of turning movements at major intersections, the resulting new trip distribution, and trip generation data are included in the Appendix. The sizes of land uses are based on aerial photography measured in Google Earth where the exact size was not available. AE Larkin Realty ` Larkin Micro -Apartments Traffic Impact Study BURLINGTON ROUNDABOUT We estimate that 2 PM peak hour trips originate from the north on US-7 and 1 trip is destined for the north on US-7. Background traffic at major intersections indicates that 1 of these 2 southbound trips will come from the I-189 offramp, and the single northbound trip is likely to enter I-189. This results in 1 PM peak hour trip traveling through the Burlington Shelburne Street Roundabout project. CHAMPLAIN PARKWAY We estimate that 8 PM peak hour trips originate from the northwest and 5 trips are destined for the northwest in the vicinity of Pine Street. These trips connect to Pine Street via Fayette Road, the Kmart shopping center plaza, and Queen City Park Road. Turning movement counts are not available between Fayette Road and the Kmart Plaza, so trip generation for the existing land uses (Olde Orchard Park, Lowe's, and Hannaford) is used to provide a sense of traffic associated with these land uses. Given the large number of trips generated by these land uses (771 in total), it would be conservative to assume that 25% of traffic between Fayette Road and Queen City Park Road is associated with these land uses. After removing these trips from the project's new traffic to/from this area, the remaining trips were distributed according to turning movement counts at Queen City Park Road's intersections with the Krnart plaza and Pine Street. It was found that 3 trips originated on Pine Street and 2 trips were destined for that area. However, the Champlain Parkway will cause the intersection with Pine Street to be disconnected and drivers will be forced to take an alternate route. Based on the possible destinations from Pine Street, we estimate that about 40% of these 5 trips will utilize routes that do not include the Champlain Parkway. This results in 3 PM peak hour trip traveling through the Champlain Parkway project. FEES Based on the recommended Act 145 fees associated with each project which VTrans provided, we calculate the total Act 145 fees (Figure 20) to be $7,208. FIGURE 20: ACT 145 FEES Projectper • Trips Total Burlington Roundabout $1,217 1 $1,217 Champlain Parkway $1,997 3 $5,991 Total $7, 208 11.0 CONCLUSIONS RSG has conducted an analysis of traffic impacts associated with the proposed Larkin N icro- Apartments development located in South Burlington, Vermont. The proposed development would be 47 apartments built over an existing parking lot. The site entrance and exit will be on Fayette Road approximately 500 feet west of US-7 and aligned opposite the existing Palace 9 cinema. Key project findings include: 20 January 15, 2018 TRIP GENERATION After accounting for transportation demand management, we project the proposed development will generate 27 PM peak hour trip ends. CONGESTION ANALYSIS Traffic along Fayette Road will continue to experience minimal delays (Level of Service A) with and without the project. Access driveways for both the development site and Palace 9 across the street will maintain LOS B. Delays at the intersection of US-7, Fayette Road, and McIntosh Avenue are projected to remain virtually unchanged with the US-7 main line approaches operating at LOS A or B and the side streets operating at LOS D both with and without the development. PUD AND REGULATORY RESTRICTIONS The project will operate within the parking and trip end limits of the PUD and below the trip threshold of the South Burlington Traffic Overlay District. PUD AND REGULATORY RESTRICTIONS With the additional of project related traffic, the PUD trip generation will be within the trip Emits of both the PUD and the South Burlington Traffic Overlay District. Parking for the PUD will require a 16% waiver, which is within the 25% waiver allowed. CONCLUSION Based on the analysis presented in this report, we conclude that construction of the proposed Larkin Terrace development will not cause unreasonable congestion or unsafe conditions on the local roadway network and will not adversely impact the public investment in roadway infrastructure in the adjacent area. APPENDIX A. TRAFFIC VOLUMES AND ADJUSTMENTS I APPENDIX B. SYNCHRO REPORTS HCM Signalized Intersection Capacity Analysis 1: US-7 & Fayette Rd/McIntosh Avenue 06/12/2017 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations a' r *1� tT tt r Traffic Volume (vph) 43 7 133 21 11 18 212 1243 16 22 1229 57 Future Volume (vph) 43 7 133 21 11 18 212 1243 16 22 1229 57 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.8 5.8 5.8 5.3 5.3 5.3 5.3 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.96 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 0.99 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.95 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.96 1.00 0.98 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1798 1543 1730 1805 3603 1805 3610 1578 Flt Permitted 0.83 1.00 0.84 0.17 1.00 0.22 1.00 1.00 Satd. Flow (perm) 1561 1543 1485 315 3603 420 3610 1578 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) 43 7 133 21 11 18 212 1243 16 22 1229 57 RTOR Reduction (vph) 0 0 123 0 17 0 0 0 0 0 0 20 Lane Group Flow (vph) 0 50 10 0 33 0 212 1259 0 22 1229 37 Confl. Peds. (#/hr) 4 8 8 4 4 4 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Perm NA Perm Perm NA pm+pt NA Perm NA Perm Protected Phases 4 8 5 2 6 Permitted Phases 4 4 8 2 6 6 Actuated Green, G (s) 7.9 7.9 7.9 87.9 87.9 71.9 71.9 71.9 Effective Green, g (s) 7.9 7.9 7.9 87.9 87.9 71.9 71.9 71.9 Actuated g/C Ratio 0.07 0.07 0.07 0.80 0.80 0.66 0.66 0.66 Clearance Time (s) 5.8 5.8 5.8 5.3 5.3 5.3 5.3 5.3 Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 112 111 107 398 2894 276 2372 1037 v/s Ratio Prot c0.05 0.35 0.34 v/s Ratio Perm c0.03 0.01 0.02 c0.37 0.05 0.02 v/c Ratio 0.45 0.09 0.31 0.53 0.43 0.08 0.52 0.04 Uniform Delay, d1 48.7 47.4 48.2 6.4 3.2 6.8 9.7 6.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.1 0.6 0.7 0.5 0.6 0.8 0.1 Delay (s) 49.7 47.5 48.8 7.0 3.7 7.3 10.6 6.6 Level of Service D D D A A A B A Approach Delay (s) 48.1 48.8 4.2 10.3 Approach LOS D D A B Intersection Summar HCM 2000 Control Delay 10.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 109.4 Sum of lost time (s) 18.4 Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period (min) 60 c Critical Lane Group 7 Fayette - Larkin Apartments 2018 PM No Build Synchro 9 Report RSG Page 1 HCM 2010 TWSC 2: Larkin Terrace/7 Fayette & Fayette Rd 06/12/2017 Intersection Int Delay, s/veh 4.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 + +T+ + Traffic Vol, veh/h 65 113 13 24 158 98 14 0 13 57 0 85 Future Vol, veh/h 65 113 13 24 158 98 14 0 13 57 0 85 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 65 113 13 24 158 98 14 0 13 57 0 85 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 256 0 0 126 0 0 548 554 120 511 511 207 Stage 1 - - - - - - 250 250 - 255 255 - Stage 2 - - - - 298 304 - 256 256 - 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 1321 - 1473 - - 450 443 937 476 469 839 Stage 1 - - - - - 759 704 - 754 700 - Stage 2 - - - - - - 715 667 - 753 699 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1321 - - 1473 - 382 412 937 444 436 839 Mov Cap-2 Maneuver - - - - 382 412 - 444 436 - Stage 1 - - - - - - 719 667 - 714 687 Stage 2 - - - - 630 654 - 703 662 - Approach EB WB NB SB HCM Control Delay, s 2.7 0.6 12.1 12.6 HCM LOS B B Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 534 1321 - - 1473 - - 618 HCM Lane V/C Ratio 0.051 0.049 - - 0.016 - - 0.23 HCM Control Delay (s) 12.1 7.9 0 - 7.5 0 - 12.6 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.2 0.2 - - 0.1 - - 0.9 7 Fayette - Larkin Apartments 2018 PM No Build Synchro 9 Report RSG Page 2 HCM 2010 TWSC 3: Palace 9/Site Driveway & Fayette Rd 06/12/2017 Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T+ + +T, +T+ Traffic Vol, veh/h 0 173 11 16 241 0 25 0 18 0 0 0 Future Vol, veh/h 0 173 11 16 241 0 25 0 18 0 0 0 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 173 11 16 241 0 25 0 18 0 0 0 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 241 0 0 184 0 0 452 452 179 461 457 241 Stage 1 - - - - - - 179 179 - 273 273 - Stage 2 - - - - - 273 273 - 188 184 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1326 - - 1391 - - 518 503 864 511 500 798 Stage 1 - - - - - - 823 751 - 733 684 - Stage 2 - - - - - - 733 684 - 814 747 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1326 - 1391 - - 513 496 864 495 494 798 Mov Cap-2 Maneuver - - - - - 513 496 - 495 494 - Stage 1 - - - - 823 751 - 733 675 - Stage 2 - - - - - 723 675 - 797 747 - Approach EB WB NB SB HCM Control Delay, s 0 0.5 11.3 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 618 1326 - - 1391 - - HCM Lane V/C Ratio 0.07 - - - 0.012 - - HCM Control Delay (s) 11.3 0 - - 7.6 0 - 0 HCM Lane LOS B A - - A A - A HCM 95th %tile Q(veh) 0.2 0 - 0 - - - 7 Fayette - Larkin Apartments 2018 PM No Build Synchro 9 Report RSG Page 3 HCM Signalized Intersection Capacity Analysis 1: US-7 & Fayette Rd/MjcIntosh Avenue 06/12/2017 --* -'�v it t T Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' r + tT tt r Traffic Volume (vph) 44 7 136 21 11 18 220 1243 16 22 1229 59 Future Volume (vph) 44 7 136 21 11 18 220 1243 16 22 1229 59 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.8 5.8 5.8 5.3 5.3 5.3 5.3 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.96 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 0.99 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.95 1.00 1.00 1.00 1.00 0.85 At Protected 0.96 1.00 0.98 0.95 1.00 0.95 1.00 1.00 Said. Flow (prot) 1798 1544 1730 1805 3603 1805 3610 1578 Flt Permitted 0.83 1.00 0.84 0.16 1.00 0.22 1.00 1.00 Said. Flow (perm) 1558 1544 1484 310 3603 420 3610 1578 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) 44 7 136 21 11 18 220 1243 16 22 1229 59 RTOR Reduction (vph) 0 0 126 0 17 0 0 0 0 0 0 21 Lane Group Flow (vph) 0 51 10 0 33 0 220 1259 0 22 1229 38 Confl. Peds. (#/hr) 4 8 8 4 4 4 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Perm NA Perm Perm NA pm+pt NA Perm NA Perm Protected Phases 4 8 5 2 6 Permitted Phases 4 4 8 2 6 6 Actuated Green, G (s) 8.0 8.0 8.0 87.8 87.8 70.9 70.9 70.9 Effective Green, g (s) 8.0 8.0 8.0 87.8 87.8 70.9 70.9 70.9 Actuated g/C Ratio 0.07 0.07 0.07 0.80 0.80 0.65 0.65 0.65 Clearance Time (s) 5.8 5.8 5.8 5.3 5.3 5.3 5.3 5.3 Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 113 112 108 407 2891 272 2339 1022 v/s Ratio Prot c0.06 0.35 0.34 v/s Ratio Perm c0.03 0.01 0.02 c0.38 0.05 0.02 v/c Ratio 0.45 0.09 0.31 0.54 0.44 0.08 0.53 0.04 Uniform Delay, dl 48.6 47.3 48.1 6.8 3.3 7.1 10.3 6.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.1 0.6 0.8 0.5 0.6 0.9 0.1 Delay (s) 49.6 47.4 48.7 7.6 3.8 7.7 11.1 7.0 Level of Service D D D A A A B A Approach Delay (s) 48.0 48.7 4.3 10.9 Approach LOS D D A B Intersection Summar HCM 2000 Control Delay 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 109.4 Sum of lost time (s) 18.4 Intersection Capacity Utilization 69.5% ICU Level of Service C Analysis Period (min) 60 c Critical Lane Group 7 Fayette - Larkin Apartments 2018 PM Build Synchro 9 Report RSG Page 1 HCM 2010 TWSC 2: Larkin Terrace/7 Fayette & Fayette Rd 06/12/2017 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T* 4 4, 41 Traffic Vol, veh/h 65 117 13 24 168 98 14 0 13 57 0 85 Future Vol, veh/h 65 117 13 24 168 98 14 0 13 57 0 85 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 65 117 13 24 168 98 14 0 13 57 0 85 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 266 0 0 130 0 0 562 568 124 525 525 217 Stage 1 - - - - - - 254 254 - 265 265 - Stage 2 - - - - - - 308 314 - 260 260 - 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 1310 - - 1468 - - 441 435 932 466 460 828 Stage 1 - - - - - - 755 701 - 745 693 - Stage 2 - - - - - - 706 660 - 749 697 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1310 - 1468 - - 374 404 932 434 427 828 Mov Cap-2 Maneuver - - - - 374 404 - 434 427 - Stage 1 - - - - - - 714 663 - 705 680 - Stage 2 - - - - - 621 647 - 699 659 - Approach EB WB NB SB HCM Control Delay, s 2.6 0.6 12.2 12.7 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 525 1310 - - 1468 - - 607 HCM Lane V/C Ratio 0.051 0.05 - - 0.016 - - 0.234 HCM Control Delay (s) 12.2 7.9 0 - 7.5 0 - 12.7 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.2 0.2 - - 0.1 - - 0.9 7 Fayette - Larkin Apartments 2018 PM Build Synchro 9 Report RSG Page 2 HCM 2010 TWSC 3: Palace 9/Site Driveway & Fayette Rd 06/12/2017 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 +1� *T, *1� Traffic Vol, veh/h 8 173 11 16 241 10 25 0 18 4 0 5 Future Vol, veh/h 8 173 11 16 241 10 25 0 18 4 0 5 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 173 11 16 241 10 25 0 18 4 0 5 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 251 0 0 184 0 0 476 478 179 482 478 246 Stage - - - - - - 195 195 - 278 278 - Stage 2 - - - - 281 283 - 204 200 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1314 - - 1391 - - 499 486 864 495 486 793 Stage - - - - - - 807 739 - 728 680 - Stage 2 - - - - - - 726 677 - 798 736 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1314 - - 1391 - - 488 476 864 477 476 793 Mov Cap-2 Maneuver - - - - - - 488 476 - 477 476 - Stage 1 - - - - - - 801 734 - 723 671 - Stage 2 - - - - - 712 668 - 776 731 - Approach EB WB NB SB HCM Control Delay, s 0.3 0.5 11.5 11 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 597 1314 - - 1391 - - 613 HCM Lane V/C Ratio 0.072 0.006 - - 0.012 - - 0.015 HCM Control Delay (s) 11.5 7.8 0 - 7.6 0 - 11 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0 7 Fayette - Larkin Apartments 2018 PM Build Synchro 9 Report RSG Page 3 HCM Signalized Intersection Capacity Analysis 1: US-7 & Fayette Rd/McIntosh Avenue 06/12/2017 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' r * ►j tT tt r Traffic Volume (vph) 45 7 140 22 11 18 222 1305 16 24 1290 59 Future Volume (vph) 45 7 140 22 11 18 222 1305 16 24 1290 59 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.8 5.8 5.8 5.3 5.3 5.3 5.3 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.96 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 0.99 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.95 1.00 1.00 1.00 1.00 0.85 Fit Protected 0.96 1.00 0.98 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1798 1544 1731 1805 3603 1805 3610 1578 Fit Permitted 0.83 1.00 0.84 0.14 1.00 0.21 1.00 1.00 Satd. Flow (perm) 1558 1544 1479 271 3603 395 3610 1578 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) 45 7 140 22 11 18 222 1305 16 24 1290 59 RTOR Reduction (vph) 0 0 130 0 17 0 0 0 0 0 0 22 Lane Group Flow (vph) 0 52 10 0 34 0 222 1321 0 24 1290 37 Confl. Peds. (#/hr) 4 8 8 4 4 4 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Perm NA Perm Perm NA pm+pt NA Perm NA Perm Protected Phases 4 8 5 2 6 Permitted Phases 4 4 8 2 6 6 Actuated Green, G (s) 8.1 8.1 8.1 87.7 87.7 68.5 68.5 68.5 Effective Green, g (s) 8.1 8.1 8.1 87.7 87.7 68.5 68.5 68.5 Actuated g/C Ratio 0.07 0.07 0.07 0.80 0.80 0.63 0.63 0.63 Clearance Time (s) 5.8 5.8 5.8 5.3 5.3 5.3 5.3 5.3 Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 115 114 109 412 2888 247 2260 988 v/s Ratio Prot c0.07 0.37 c0.36 v/s Ratio Perm c0.03 0.01 0.02 0.36 0.06 0.02 v/c Ratio 0.45 0.09 0.31 0.54 0.46 0.10 0.57 0.04 Uniform Delay, dl 48.5 47.2 48.0 8.6 3.4 8.1 11.9 7.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.1 0.6 0.7 0.5 0.8 1.1 0.1 Delay (s) 49.6 47.3 48.6 9.3 3.9 8.9 13.0 7.9 Level of Service D D D A A A B A Approach Delay (s) 47.9 48.6 4.7 12.7 Approach LOS D D A B Intersection Summar HCM 2000 Control Delay 11.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 109.4 Sum of lost time (s) 18.4 Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) 60 c Critical Lane Group 7 Fayette - Larkin Apartments 2023 PM No Build Synchro 9 Report RSG Page 1 HCM 2010 TWSC 2: Larkin Terrace/7 Fayette & Fayette Rd 06/12/2017 Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *T+ 41� 4, fl� Traffic Vol, veh/h 69 118 13 24 166 103 14 0 13 60 0 90 Future Vol, veh/h 69 118 13 24 166 103 14 0 13 60 0 90 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 69 118 13 24 166 103 14 0 13 60 0 90 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 269 0 0 131 0 0 574 580 125 535 535 218 Stage 1 - - - - - - 263 263 - 266 266 - Stage 2 - - - - - - 311 317 - 269 269 - 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 1306 - - 1467 - - 433 428 931 459 454 827 Stage 1 - - - - - - 747 694 - 744 692 - Stage 2 - - - - - - 704 658 - 741 690 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1306 - - 1467 - - 364 396 931 427 420 827 Mov Cap-2 Maneuver - - - - 364 396 - 427 420 - Stage 1 - - - - - - 704 654 - 702 679 - Stage 2 - - - - - 615 645 - 689 651 - Approach EB WB NB SB HCM Control Delay, s 2.7 0.6 12.4 13 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 515 1306 - - 1467 - 602 HCM Lane V/C Ratio 0.052 0.053 - - 0.016 - 0.249 HCM Control Delay (s) 12.4 7.9 0 - 7.5 0 - 13 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.2 0.2 - - 0.1 - - 1 7 Fayette - Larkin Apartments 2023 PM No Build Synchro 9 Report RSG Page 2 HCM 2010 TWSC 3: Palace 9/Site Driveway & Fayette Rd 06/12/2017 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 + + Traffic Vol, veh/h 0 182 11 16 253 0 25 0 18 0 0 0 Future Vol, veh/h 0 182 11 16 253 0 25 0 18 0 0 0 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 182 11 16 253 0 25 0 18 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 253 0 0 193 0 0 473 473 188 482 478 253 Stage 1 - - - - - - 188 188 - 285 285 - Stage 2 - - - 285 285 - 197 193 - Critical Hdwy 4.12 - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1312 - 1380 - - 501 490 854 495 486 786 Stage 1 - - - - - - 814 745 - 722 676 - Stage 2 - - - - - - 722 676 - 805 741 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1312 - 1380 - - 496 484 854 480 480 786 Mov Cap-2 Maneuver - - - - - 496 484 - 480 480 - Stage 1 - - - - - - 814 745 - 722 667 - Stage 2 - - - - - - 713 667 - 788 741 - Approach EB WB NB SB HCM Control Delay, s 0 0.5 11.4 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 602 1312 - - 1380 - - - HCM Lane V/C Ratio 0.071 - - - 0.012 - - - HCM Control Delay (s) 11.4 0 - - 7.6 0 - 0 HCM Lane LOS B A - - A A - A HCM 95th %tile Q(veh) 0.2 0 - - 0 - - - 7 Fayette - Larkin Apartments 2023 PM No Build Synchro 9 Report RSG Page 3 HCM Signalized Intersection Capacity Analysis 1: US-7 & Fayette Rd/McIntosh Avenue 06/12/2017 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' r 4 Vi tT tt r Traffic Volume (vph) 46 7 143 22 11 18 230 1305 16 24 1290 61 Future Volume (vph) 46 7 143 22 11 18 230 1305 16 24 1290 61 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.8 5.8 5.8 5.3 5.3 5.3 5.3 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.96 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 0.99 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.95 1.00 1.00 1.00 1.00 0.85 Fit Protected 0.96 1.00 0.98 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1798 1545 1731 1805 3603 1805 3610 1578 Fit Permitted 0.83 1.00 0.84 0.14 1.00 0.21 1.00 1.00 Satd. Flow (perm) 1556 1545 1478 264 3603 395 3610 1578 Peak -hour factor, PH 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) 46 7 143 22 11 18 230 1305 16 24 1290 61 RTOR Reduction (vph) 0 0 132 0 17 0 0 0 0 0 0 24 Lane Group Flow (vph) 0 53 11 0 34 0 230 1321 0 24 1290 37 Confl. Peds. (#/hr) 4 8 8 4 4 4 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Perm NA Perm Perm NA pm+pt NA Perm NA Perm Protected Phases 4 8 5 2 6 Permitted Phases 4 4 8 2 6 6 Actuated Green, G (s) 8.2 8.2 8.2 87.6 87.6 67.2 67.2 67.2 Effective Green, g (s) 8.2 8.2 8.2 87.6 87.6 67.2 67.2 67.2 Actuated g/C Ratio 0.07 0.07 0.07 0.80 0.80 0.61 0.61 0.61 Clearance Time (s) 5.8 5.8 5.8 5.3 5.3 5.3 5.3 5.3 Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 116 115 110 424 2885 242 2217 969 v/s Ratio Prot c0.07 0.37 c0.36 v/s Ratio Perm c0.03 0.01 0.02 0.36 0.06 0.02 v/c Ratio 0.46 0.09 0.31 0.54 0.46 0.10 0.58 0.04 Uniform Delay, d1 48.5 47.1 47.9 9.3 3.4 8.7 12.7 8.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.1 0.6 0.8 0.5 0.8 1.1 0.1 Delay (s) 49.5 47.3 48.5 10.1 4.0 9.5 13.8 8.4 Level of Service D D D B A A B A Approach Delay (s) 47.9 48.5 4.9 13.5 Approach LOS D D A B Intersection Summar HCM 2000 Control Delay 12.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 109.4 Sum of lost time (s) 18.4 Intersection Capacity Utilization 71.8% ICU Level of Service C Analysis Period (min) 60 c Critical Lane Group 7 Fayette - Larkin Apartments 2023 PM Build Synchro 9 Report RSG Page 1 HCM 2010 TWSC 2: Larkin Terrace/7 Fayette & Fayette Rd 06/12/2017 Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T* + 4 + Traffic Vol, veh/h 69 122 13 24 176 103 14 0 13 60 0 90 Future Vol, veh/h 69 122 13 24 176 103 14 0 13 60 0 90 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 69 122 13 24 176 103 14 0 13 60 0 90 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 279 0 0 135 0 0 588 594 129 549 549 228 Stage 1 - - - - - - 267 267 - 276 276 - Stage 2 - - - - - - 321 327 - 273 273 - 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 1295 - 1462 - - 423 421 926 450 446 816 Stage 1 - - - - - 743 692 - 735 685 - Stage 2 - - - - - - 695 651 - 737 688 - Platoon blocked, % - - Mov Cap-1 Maneuver 1295 - 1462 - - 354 389 926 418 412 816 Mov Cap-2 Maneuver - - - 354 389 - 418 412 - Stage 1 - - - - - 700 652 - 692 671 - Stage 2 - - - - 606 638 - 685 648 - Approach EB WB NB SB HCM Control Delay, s 2.7 0.6 12.5 13.2 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 504 1295 - - 1462 - - 591 HCM Lane V/C Ratio 0.054 0.053 - - 0.016 - - 0.254 HCM Control Delay (s) 12.5 7.9 0 - 7.5 0 - 13.2 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.2 0.2 - - 0.1 - - 1 7 Fayette - Larkin Apartments 2023 PM Build Synchro 9 Report RSG Page 2 HCM 2010 TWSC I Palace 9/Site Driveway & Fayette Rd 06/12/2017 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 41* + + Traffic Vol, veh/h 8 182 11 16 253 10 25 0 18 4 0 5 Future Vol, veh/h 8 182 11 16 253 10 25 0 18 4 0 5 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 182 11 16 253 10 25 0 18 4 0 5 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 263 0 0 193 0 0 497 499 188 503 499 258 Stage 1 - - - - - - 204 204 - 290 290 - Stage 2 - - - - - - 293 295 - 213 209 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1301 - - 1380 - - 483 473 854 479 473 781 Stage - - - - - - 798 733 - 718 672 - Stage 2 - - - - - 715 669 - 789 729 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1301 - - 1380 - - 472 463 854 461 463 781 Mov Cap-2 Maneuver - - - - - 472 463 - 461 463 - Stage 1 - - - - - - 792 728 - 713 663 - Stage 2 - - - - - 700 660 - 767 724 - Approach EB WB NB SB HCM Control Delay, s 0.3 0.4 11.7 11.1 HCM LOS B B Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 581 1301 - - 1380 - - 597 HCM Lane V/C Ratio 0.074 0.006 - - 0.012 - - 0.015 HCM Control Delay (s) 11.7 7.8 0 - 7.6 0 - 11.1 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0 7 Fayette - Larkin Apartments 2023 PM Build Synchro 9 Report RSG Page 3 APPENDIX C. SIMTRAFFIC REPORTS Queuing and Blocking Report 2018 PM No Build 06/12/2017 Intersection: 1: US-7 & Fayette Rd/McIntosh Avenue Movement EB EB WB NB NB NB SB SB SB SB Directions Served LT R LTR L T TR L T T R Maximum Queue (ft) 80 88 83 214 235 206 108 349 303 108 Average Queue (ft) 35 39 34 81 86 63 23 181 128 14 95th Queue (ft) 74 74 69 148 169 141 70 298 249 59 Link Distance (ft) 201 201 368 494 494 468 468 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 200 100 190 Storage Blk Time (%) 1 0 17 1 0 Queuing Penalty (veh) 4 0 4 0 0 Intersection: 2: Larkin Terrace/7 Fayette & Fayette Rd Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 62 52 38 74 Average Queue (ft) 17 4 17 42 95th Queue (ft) 50 24 40 67 Link Distance (ft) 138 201 254 206 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: I Palace 9/Site Driveway & Fayette Rd Movement WB NB Directions Served LTR LTR Maximum Queue (ft) 8 53 Average Queue (ft) 0 25 95th Queue (ft) 4 48 Link Distance (ft) 138 263 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 9 7 Fayette - Larkin Apartments SimTraffic Report RSG Page 1 Queuing and Blocking Report 2018 PM Build 06/12/2017 Intersection: 1: US-7 & Fayette Rd/McIntosh Avenue Movement EB EB WB NB NB NB SB SB SB SB Directions Served LT R LTR L T TR L T T R Maximum Queue (ft) 90 95 86 187 207 198 91 342 277 83 Average Queue (ft) 34 40 37 79 82 60 20 177 128 15 95th Queue (ft) 75 76 75 144 165 143 65 290 244 54 Link Distance (ft) 201 201 368 494 494 468 468 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 200 100 190 Storage Blk Time (%) 0 0 17 1 0 Queuing Penalty (veh) 2 0 4 1 0 Intersection: 2: Larkin Terrace/7 Fayette & Fayette Rd Movement EB WB NB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) LTR LTR LTR LTR 64 34 37 92 18 3 17 43 54 20 40 71 138 201 254 206 Intersection: 3: Palace 9/Site Driveway & Fayette Rd Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 4 9 58 30 Average Queue (ft) 0 0 26 8 95th Queue (ft) 3 5 51 30 Link Distance (ft) 222 138 263 161 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 6 7 Fayette - Larkin Apartments SimTraffic Report RSG Page 1 Queuing and Blocking Report 2023 PM No Build Intersection: 1: US-7 & Fayette Rd/McIntosh Avenue Movement EB EB WB NB NB NB SB SB SB SB 06/12/2017 Directions Served LT R LTR L T TR L T T R Maximum Queue (ft) 90 109 89 172 230 221 110 366 321 90 Average Queue (ft) 38 42 35 82 91 71 24 191 130 17 95th Queue (ft) 80 82 75 145 177 159 77 315 266 57 Link Distance (ft) 201 201 368 494 494 468 468 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 200 100 190 Storage Blk Time (%) 0 0 17 1 Queuing Penalty (veh) 0 1 4 1 Intersection: 2: Larkin Terrace/7 Fayette & Fayette Rd Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 78 72 46 80 Average Queue (ft) 17 6 19 40 95th Queue (ft) 51 34 42 63 Link Distance (ft) 138 201 254 206 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Palace 9/Site Driveway & Fayette Rd Movement WB NB Directions Served LTR LTR Maximum Queue (ft) 44 73 Average Queue (ft) 2 23 95th Queue (ft) 17 52 Link Distance (ft) 138 263 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 6 7 Fayette - Larkin Apartments SimTraffic Report RSG Page 1 Queuing and Blocking Report 2023 PM Build 06/12/2017 Intersection: 1: US-7 & Fayette Rd/McIntosh Avenue Movement EB EB WB NB NB NB SB SB SB SB Directions Served LT R LTR L T TR L T T R Maximum Queue (ft) 97 103 93 192 254 228 91 394 345 118 Average Queue (ft) 39 42 37 87 99 79 19 207 153 20 95th Queue (ft) 80 81 75 157 207 166 58 340 283 79 Link Distance (ft) 201 201 368 494 494 468 468 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 200 100 190 Storage Blk Time (%) 0 0 20 2 0 Queuing Penalty (veh) 3 0 5 1 0 Intersection: 2: Larkin Terrace/7 Fayette & Fayette Rd Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 76 46 42 98 Average Queue (ft) 19 4 16 45 95th Queue (ft) 55 26 40 74 Link Distance (ft) 138 201 254 206 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Palace 9/Site Driveway & Fayette Rd Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 21 22 59 35 Average Queue (ft) 1 1 24 6 95th Queue (ft) 11 12 50 26 Link Distance (ft) 222 138 263 161 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 9 7 Fayette - Larkin Apartments SimTraffic Report RSG Page 1 APPENDIX D. PARKING DATA 0 z N O_ W D z O c 0 D O c X m c x D z 0 m z O li's �r �mmi a � > -n if 03, r, � m z M FW 8HUBURNR ROAD RHRfRURNR ROAD If NEW LARKIN TERRACE PARKING SPACES O d o 0 0 r Cm ❑ 0 0 55 GARAGE PAKING SPACES D r-FA < z D 000000 C� Z o 0 z 8 'p Co 0 Z 44 - C. m 0 0 (:D r WAGNERHODGSON DM PARKING CHANGES PHASE ONE r-ma• T - !AU OF FEET OI.IB.17 L 1 .0 Shared Parking Analysis Sum er(July) Win.,(Iate December) Summer(July) Win., (Late Decemhar) Summer(July) Wlntar(Law December) Size Unit Space Ratio Wakday 4-6 pm Peak Weekday pm Peak Weekday 8-10 pm Peak Weekday 8-10 Peak Saturday 3-10 PM Saturday 840 PM 1. Pelaa 9 Clrlama 1" Seats 0.33 330 Spaces 330 Spaces 330 Spaces 330 Spaces 330 Sir— 330 Spaces Shared Parking Adj. Factors Hourly 60% a- 100% 100% 100% 100% Monthly 55% 100% 55% 100% 92% 100% Peak# Requlred Spacaa ]Q@ Spacaa L Spcae 1g Spam INSpacaa 2H Spam H2 Spam 2 1 Larkin Mkro-Apartme Studb/I BR Apanmanh 44 Unks 1 44 Spares 44 Spaces 44 Spaces 44 Spaces 44 Spaces 44 Spaces Hourly 95% 85% 99% 99% 99% 99% Monthly 100% 100% 100% 100% 300% 300% Paakp RKulmd Spaces jZ Spam 11 Spacu 44 SPeae Spam 0 Spacaa 44 Spacaa 2.21Arkln Mk,. An,, onto 3 Units 2 6 Spaces 6 Spaces 6 Spaces 6 Spaces 6 Spaces 6 Spaces howl, 85% 85% 99% 99% 99% 99% Monthly 100% 100% 100% 10D% 100% 100% Peak#Requlr Spaces S Spam 1 Spa.ea 6 Spaces ¢ Spacaa Q Spacaa g Spacaa 3.1 Larkin Terrace Studio/18R Apartments 50 Units 1 50 Spaces 50 Spaces 50 Spaces W Spaces 50 Spaces 50 Spaces Hourly 85% 85% 99% 99% 99% 99% Mant hly 100% 100% 100% 10096 100% IUD% Peak Requlred Spaces 43 Spaces . Spam 54 spaces ego Spacaa 12 Spam 12 Spacaa 1.2 Larkin Terrace Ia BR Apan n.- 10 Un#s 2 20 Spaces 20 Spaces 20 Spaces 20 Spaces 20 Spaces 20 Spaces Hourly es% 85% 99% 99% 99% 99% Monthly 100% 100% 100% 100% 100% 100% Peak# Requlred Spa— L Spam ]Z Spacaa 1Q Spam 1Q Spam 12 Spam 22 Spam 3.3 Larkin Tarrace Small Restaurant, Short order 3.3 ksf 12 39 Spaces 39 Spaces 39 Spaces 39 Spaces 39 Spaces 39 Spaces Ilnurly 75% 75% 100% 1C0% 10 100% MUily 98% 95% 98% 95% 99% 95% Peak# Required Spaces 12 Spa-14 Spacaa 14 Spaces }Z Spam N SpamU Spam 3./ Larkin Terrace General Retail 1/.1 ksf S 85 Spaces 85 Spaces 85 Spaces 85 Spaces 85 Spaces 85 Spaces lour), 95% 95% 80% 40% 65% 50% Monthly 64%(July) SM(late December) 64%(July) 80%(law December) 64%(July) 8D%(late December) Peak#Required Spaces 11 Spacae 41 Spam J4 Spaces 1Z Spacaa N Spacaa 19 Spacaa 4. Zen Garden Restaurant (7,1280) 7.1 ksf 18 129 Spaces 128 Spaces 128 Spaces 128 Spaces 128 Spaces 128 Spaces Hourly 71% 75% sm 8U56 65% 65% MoniM1 ly 98% 95% 98% 95% 98% 95% Peak# Requlred Spaces 94 Spaces 11 Spacaa 2U Spaces N Spam IZ Si Z1 Spam 5. Anemb Fit,—(3,5641) 42 max oc. U.33 14 Spaces 14 Spaces 14 Spaces 14 Spaces 14 Spaces 14 Spaces Hourly 90% SM 80% am 30% 30% Monthly 65% 95% 65% 95% 65% 95% Peak# Requlred Spaces it Spacaa j1 Spcces 7 Spaces 11 spa— 1 Spam .4 Spam 6. Smokey's Low and Slow Restaurant (2,6]] st) 2.7 ksf 18 48 Spaces 48 Spaces 48 Spaces a Spaces as Spaces 48 Spaces Hourly 75% 75% to- loll% 300% 100% Monthly 98% 95% 98% 95% 98% 95% Peak#Raquire4Spaces 11 Spaces 34 Spaces 47 Spaces ff Spam }Z Spaces Spam ]. eoncentra Urgent Can,(8,SS6af medkal of#ce) 8.6 ksf 5 43 Spaces 43 Spaces 43 Spaces 43 Spaces 43 Spaces 43 Spaces Ilnwly 80% a- 15% 25% 0% 0% Monhly 95% 8f 95% 80% 95% 80% Peak#Requlred Spaces 11 Spacaa 1S Spam 6 spaces 1 Spacaa Q Spam Q Spaces 8. MCDonalds 3.5 ksf 12 42 Spaces 42 Spaces 42 Spaces 42 Spaces 42 Spaces 42 Spaces Hourly 60% 60% 50% 50% 50% 50% Monthly 1CC% 95% 100% 95% 100% 95% Peak# Requlred Spaces 11 Spaces 2A Spaces 11 Spam 22 Spam 11 Spam IQ Spaces 9. Citkens Bank 2.6 ksf 5.8 15 Spaces 15 Spaces 15 Spaces 15 Spaces 15 Spaces 15 Spaces hourly IOD% 100% 0% 0% 0% m Monthly 95% (July) SM(late December) 95% (July) 80%(late December) 95%(July) am(law December) Peak# Requlad Spam 11 Spam 11 Spaaa Q Spaces Q Spaces 0 Spam 0 Spam Total Number of Requlred Perking Spaces 302 Spacaa 660 Spam 564 Spaces 692 Spaces .9 Spaces 669 Spam Parking space ratios are based on the Article 13, page 221, of the 2016 South Burlington Land Development Regulations Shared parking adjustment factors are based on Shared Poking, Second Edition, Urban Land Institue, 2005 APPENDIX E. TRIP DISTRIBUTION DATA To Points North US 7 0 1673 L __J J 4 Price L 881 Chopper 109 1189 OH -Ramp Plaza 881 It t 0 824 US 7 1018 1591 J 1 1189On-Ramp 1189 On -Ramp t i 678 1538 US 37 1614 J 1 256 J To Points North / queen City Pk Rd 8 Pine St 16 236 73 32 5 J L queen City Pk Rd 1 {. 22 J t 162 280 J t 1 149 81 22 F. 1 196 y r 0 Is t r 18 t 2055 US 7 1 84 1 7 Fayette .art 85 0 57 57 1228 22 L Plaza r + V J y , 65 J ti 98 43 J < 18 Side 114 158 7 r 11 McIntosh Avenue Streets 13 ->, jr24 133 ' 21 Lmve's, Hannaford, Fayette Rd q t r Fayette Rd t /r Old. Orchard Park 14 13 213 1243 16 Trip Generation: Enter: 405 Larkin Terrace US 7 Exit: 366 Turning Movements at Major Intersection Representing Background Traffic To Points North Queen City Pk Rd To Points North US J i L Price R Chopper 1189O11-Ramp plaza r 1 11 t US 7 2 J4 E 1189On-Ramp 1189On-Ramp r r 0 1 US 7 2 J � Pine St 1 J V queen City Pk Rd J {. 2 r t l y 5 ti r I 3 1 project Site Kmart 5 0 4 2 Plaza J {. J 6 < 4 8 J t 10 1 J 1. side ♦ 1 + e- 0 -e Lore's, Hannaford, 2 "e Streets "% W* 3 Olde Orchard Park, Fayette Rd y t r F Fayette Rd 1 & Palace 9 8 Percent Diverted: 25% Palace 9 Distribution of New Trips by Background Traffic t 1 US L 1 McIntosh Avenue r rF- US7 Lowes 862 125,000 SF 143 149 292 Size from Google Earth Hannofords 850 39,000 SF 189 181 370 Size from Google Earth Olde Orchard Park 230 210 Units 73 36 109 Size from L&D 12/23/2013 Parking Study Total 405 366 771 PM 06/13/17 11:07 AM Annual Raw Count Data DHV & Annual Adjustments (3 to Adjusted Raw Counts ODVs Trip Generation No Build Trip Generation Build Adjustment �— 2018 2018 I Green Mtn Drive Larking Terrace 2018 (Total) 2018 2023 Enter Exit Enter Exit Enter Exit 26 14 65 Appartments PM 26 14 Mxed-Use Project PM 18 9 27 Synchro 16:15-17:15 2015 DHV at D577 on US-7 in South Burlington 2810 Node EB WE NB SB 1 US-7 & MGINTOSH AV L 42 21 204 23 SOUTH BURLINGTON T 7 10 1261 1246� 6/30/2016 R 129 18 16 53 3036 Sth Thursday Enter 178 _ 49 1487 1322 3036 30414753 Exit 46 267 1327 3036 _ %Trucks 0% 0% _1396 3% 3% lI Peds _ 4_ _ U _ 84._J EB WB NB SB 2 Larkin Terrace Ll 65 7 8 57 SOUTH BURLINGTON TJ 122 157 06/30/16 R 4 98 5 85 598.4 Sth Thursday Enter 181 261 13 142 598 ITE Trip Gen / Node 1 Exit 174 250 163 11 598 %Trucks Peels EB WB NS SB 3 Site Driveway/Palace 9 Ll 0 16 25 0 SOUTH BURLINGTON T 163 234 06/30/16 R_ 11 0 18 0 467.9 Sth Thursday Enter 175 2S0 _ 43 0 468 ITE Trip Gen / Node 1 Exit 181 259 0 27 468 %Trucks Peds No Build Build 2023 2023 EB WB NO 58 EB WB NB SB EB WE NB 5B EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB 58 I 0 _ 12 0 i L 43 21 212 22 L 1 8 L 44 21 220 22 1 L 45 22 222 24 L 46 22 230 24 T 7Ll 30 1239 1219 T 6 12 T 0 1 -2 T 7 11 1243 1229 T 0 0 T 7 11 1243 1229 2 T 7 11 1305 1290 T 7 it 1305 1290 R 126 _ 18 _._ 16 52 2170 R 1 0 20 R 6 0 _ 0 5 21 R 133 18 16 57 3011 R 3 2 14 R 136 18 16 59 3025 3 1.05 R 140 18 16 59 3159 fl 143 18 16 61 3173 Enter 174 48 1455 1293 2970 Enter 1 0 7 12 20 Enter 8 1 9 3 21 Enter 183 49 1471 1308 3011 Enter 4 0 8 2 14 Enter 187 49 1479 1310 3025 Enter 192 51 1543 1373 3159 Enter 196 51 1551 1375 3173 D577 peak on TM count date 2930 Exit 45 261 1298 1366 2970 Exit 0 1 6 13 20 Exit 0 17 0 4 21 Exit 45 279 1304 1383 3011 Exit 0 30 1 3 14 Exit 45 289 1305 1386 3025 Exit 47 292 1369 1451 3159 Exit 47 302 1370 1454 3173 DHV Adjustment 0.96 2015-2018 Growth 1,02 Total Adjustment I EB W8 NB SB EB WB NB SB EB WB NB ,58 EB WB NB 5B EB WB NB SB EB WE NB SB EB WB NB s8 `.. 'WB NB SB L 65 7 8 57 L L 0 17 6 f1 �, l 65 24 14 57 L L 65 24 14 57 1 L 69 24 14 60 L 69 24 14 60 T 122 157 0 0 T 1 1 T 0 0 0 0� �. T 113 158 0 0 T 4 10 T 117 168 0 0 2� T 118 166 0 0 T 122 176 0 0 R 4 96 5 85 598 R 2 R 9 0 8 0 40 R 13 98 13 BS 640 R 14 R 13 98 13 85 654 3 1. 5 R 13 103 13 90 669^ R 13 103 13 90 683 Enter 181 261 13 142 598 Enter I 1 0 0 2 Enter 9 17 14 0 40 �. Enter 191 279 27 142 640 Enter 4 10 0 0 14 Enter 195 289 27 142 654 1.. 200 292 27 150 669 r 204 302 27 150 683 0 Exit 174 250 163 11 59B Exit 1 1 0 0 2 Exit 8 6 0 26 40 Exit 183 257 163 37 640 Exit 4 10 0 0 14 Exit 187 267 163 37 654 Exit 192 269 171 37 669 it 196 279 171 37 683 Total Adjustment. EB WB NB SB EB WS NS 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 16 25 0 L L L 0 16 25 0 l 8 4 L 8 16 25 4 1 L 0 16 25 0 L 8 16 25 4 T 163 234 0 0 T 1 1 T 9 6 j T 173 241 0 0 T T 173 241 0 0 2� T 182 253 0 0 ^. T 182 253 0 0 R 11 0 18 0 068 R 2 R �11 13 !w R 11 0 18 0 485 R 30 5 27 R 11 10 18 5 512 3 1.05 R 11 0 18 0 1. R 11 10 18 5 531 Enter 175 250 43 0 468 Enter 1 1 0 0 2 Enter 5 7 1 0 13 i Enter 185 257 43 0 485 Enter 8 10 0 9 27 Enter 193 267 43 9 512 Enter 193 269 43 0 504 r 201 279 43 9 531 Exit 181 259 0 27 468 Exit I 1 0 0 2 Exit 1 0 0 12 13 Exit 191 1 266 0 27 485 Exit 4 5 18 0 27 Exit 191 271 18 27 51, Exit 200 278 0 27 504 204 283 18 27 531 Total Adjustment Page I of 1 September 19, 2017 Fayette Drive Micro Apartments Application Narrative As part of the existing Planned Unit Development, The Milot Larkin Partnership is proposing to build a micro -apartment building consisting of 48 total units of housing on Fayette Drive. The unit count will be a mix of 33 studio units, 12 one - bedroom units and 3 two -bedroom units with an average size of just over 400 SF per unit. The total square footage will be 27,900 SF on three primary living floors plus the common area space on the ground level. Parking will be on the main grade, below the building and screened from the street with open panels which allow natural ventilation of the parking area. Landscaping will also assist with screening the parking area along the street. The parking will be shared with other buildings located within the P.U.D which are adjacent structure occupied with commercial, retail and other mixed uses. The Zoning District is the Commercial 1— Automobile District also within a Transit Overlay District. The site is encumbered by a stream passing North of the proposed building. The Commercial 1 Automobile district allows Multi- family use at a density of 3,500 SF / unit (15 per acre) with a 40% maximum building coverage requirements and 70% total impervious area allowable. The setbacks are 30' front -yard, 15' side yard and 30' rear yard, but are overridden by the PUD requirements. The building will have a primary fagade along the Fayette Drive street frontage with a flat roof structure. The building will be sited over the existing impervious area of the existing pavement and is not intended to increase the amount of impervious area on the lot. Any special requirements for sidewalks, bike -paths and pads for bike storage will be located with pervious materials. The building is proposed to be 47' high and will therefore require a waiver in order to exceed the 35' height requirement for the area. The building coverage requirements will remain approximately the same as existing, and will return some impervious areas back to pervious. The building will occupy 7.4% of the site, and the overall coverage for the site will be 21.3%, well under the allowable limits of 70%. Landscaping will be done in such a way to maintain the maximum amount of existing trees, remove invasive species on the site, and add more complimentary plants around the site. The building has been proposed in such a way to ensure the existing stream buffer will not be disturbed during or after construction. The proposed plans will transform a mostly vacant parking lot by bringing livable units and spaces to the area. These apartments will be constructed in an affordable manner to provide much needed housing for students and young professionals in the area. This location is especially desirable due to its proximity to public transportation and cycling routes, that we envision lower income residents may prefer over the use of personal vehicles. 525 Hercules Drive I Suite Two I Colchester, VT 05446 1 Phone:,802.655.5020 I Fax: 802.655.6567 1 wiemannlamphere.com A�o "s" , V, south ur inmon PLANNING & ZONING C E I V E D CEP 15 2017 City of So. Burlington, Permit Number SD- 1-1 - 2.y (office use onl)) APPLICATION FOR SUBDIVISION SKETCH PLAN REVIEW All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the plans will result in your application being rejected and a delay in the review before the Development Review Board. For amendments, please provide pertinent information only. 1) OWNER(S) OF RECORD (Name(s) as shown on deed, mailing address, phone and fax#) _ Milot Larkin Partnership, LLP, 410 Shelburne Road, South Burlington, VT 05401 802-8644444 2) LOCATION OF LAST RECORDED DEED(S) (Book and page #) vol. 336, pg. 437 3) APPLICANT (Name, mailing address, phone and fax #) Same 4) APPLICANT'S LEGAL INTEREST IN THE PROPERTY (fee simple, option, etc.) Owner 5) CONTACT PERSON (Name, mailing address, phone and fax #) William H. Nedde, Krebs and Lansing, 164 Main St., Colchester, VT 802-878-0375 5a) CONTACT EMAIL ADDRESS bill.nedde@krebsandiansing.com 6) PROJECT STREET ADDRESS: 7 Fayette Drive 7) TAX PARCEL ID # (can be obtained at Assessor's Office)1540-01125 8) PROJECT DESCRIPTION a) General project description (explain what you want approval for): Construction of residential building of 48 units with sewer/water connections to existing municipal system. Existing parking will be utilized 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802 846.4101 www.sburl.com b) Existing Uses on Property (including description and size of each separate use) 3,450 s.f. McDonalds, 22,310 s.f. Multi -use building c) Proposed Uses on property (include description and size of each new use and existing uses to remain) 48 unit, 9615 s.f. (footprint) residential building, existing McDonalds, existing multi -use buildin d) Total building square footage on property (proposed buildings and existing buildings to remain) 27,480 e) Proposed height of building (if applicable) 47' f) Number of residential units (if applicable, new units and existing units to remain) 48 new residential units. No other residential use on existing parcel g) Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable) 9) LOT COVERAGE (for entire L&M PUD. See Sketch Plan (SK-1) for Parcel "C" coverage calculations) a) Building: Existing 7.3 % Proposed 7.4 % b) Overall (building, parking, outside storage, etc) Existing 21.3 % Proposed 21.3 % c) Front yard (along each street) Existing 29.4 % Proposed 29.4 (Parcel "C) 10) TYPE OF EXISTING OR PROPOSED ENCUMBRANCES ON PROPERTY (easements, covenants, leases, rights of way, etc.) McDonalds Lease, SB Drainage easement, GMP easement, VT Gas easement 11) PROPOSED EXTENSION, RELOCATION, OR MODIFICATION OF MUNICIPAL FACILITIES (sanitary sewer, water supply, streets, storm drainage, etc.) None. Proposed connections to existing services �- 2 Sketch Plan Application Form. Rev. 12-2011 12) ESTIMATED PROJECT COMPLETION DATE 2018 13) PLANS AND FEE Plat plans shall be submitted which shows the information required by the City's Land Development Regulations. Five (5) regular size copies, one reduced copy (I I" x 17"), and one digital (PDF-format) copy of the plans must be submitted. The application fee shall be paid to the City at the time of submitting the application. See the City fee schedule for details. NOTE: NOTIFICATION of ADJOINING PROPERTY OWNERS: Notification of adjoining property owners, in accordance with 24 V.S.A. §4464(a) and Section 17.06(B) of the South Burlington Land Development Regulations, is the responsibility of the applicant. After deeming an application complete, the Administrative Officer will provide the applicant with a draft meeting agendas or public hearing notice and sample certificate of service. The sworn certificate of service shall be returned to the City prior to the start of any public hearing. I hereby certify that all the information requested as part of this application has been submitted and is accurate to the best of my knowledge. SIGN URE OF APPLICANT Q , GG' SI NAT OF PROPERTY OWNER Do not write below this line DATE OF SUBMISSION: I have reviewed this sketch plan application and find it to be: ❑ Complete ❑ Incomplete Administrative Officer Date The applicant or permittee retains the obligation to identify, apply for, and obtain relevant state permits for this project. Call (802) 879-5676 to speak with the regional Permit Specialist. Sketch Plan Application Form. Rev. 12-2011 PARCEL ID J911N Unit Street Owner Mailing Address City State Zip 1540-01230 1230 SHELBURNE RD 1220 SHELBURNE RD CORP 1512 LAKE RD MILTON VT 05468 1540-12330 1233 DI SHELBURNE RD ADAMS, JOHN 5 & SUZANNE N 126 WHITE WATER CIRCLE WILLISTON VT 05495 1540-1233E 1233 E7 SHELBURNE RD ALLEN, STEPHEN D & ANITA B 87 E SPRING ST WINOOSKI VT 05404 1540-1233C 1233 C3 SHELBURNE RD 1540-1233C 1233 C4 SHELBURNE RD 1540-1233E 1233 E6 SHELBURNE RD 1540-1233D 1233 D7 SHELBURNE RD ARROW TECH ASSOC INC 1233 SHELBURNE RD STE D7 S BURLINGTON VT 05403 1540.1233D 1233 OS SHELBURNE RD CLARK, ROSEMARY A 1233D SHELBURNE RD STE D 6B 5 BURLINGTON VT 05403 1540-01117 1117 SHELBURNE RD CRE JV MIXED FIFTEEN NE BRANCH HOLDINGS P 0 BOX 460049 HOUSTON TX 77056 1540-1233F 1233 F SHELBURNE RD EASTMAN, RICHARD & MARGARET S 1163 THOMPSONS POINT RD CHARLOTTE VT 05445 1540-01195 1195 SHELBURNE RD FARRELL, DAVID M TRUSTEE 5 HOLMES RD S BURLINGTON VT 05403 0870-00005 5 HOLMES RD FARRELL DISTRIBUTING CORPORATION 5 HOLMES RD 5 BURLINGTON VT 05403 1540-1233C 1233 C2 SHELBURNE RD FAY, ROGER P SR, ROGER P JR PO BOX 4503 BURLINGTON VT 5401 1540-1233E 1233 CO2 SHELBURNE RD FLOOD, RICHARD W & M TEENA 270 SOARING HAWK LN CHARLOTTE VT 05445 1540.1233E 1233 E3 SHELBURNE RD 1540-12338 1233 B SHELBURNE RD FRATERNAL ORDER OF EAGLES INC 1233 SHELBURNE RD SUITE B2 SO BURLINGTON VT 05403 1540.1233E 1233 El SHELBURNE RD G & K HOLDINGS LLC 1233 SHELBURNE ROAD UNIT E-1 S BURLINGTON VT 05403 1540-01184 1184 SHELBURNE RD GRANDVIEW FARMS INC P 0 BOX 1304 BURLINGTON VT 05402 1540-1233D 1233 D4 SHELBURNE RD GREEN & COIL LLC 78 CURTIS AVE BURLINGTON VT 05401 1540-1233E 1233 E4 SHELBURNE RD HILL, MARK D TRUST 1233 SHELBURNE RD E-4 5 BURLINGTON VT 05403 1540-01110 1110 SHELBURNE RD JOLLEY ASSOCIATES LLC 54 LOWER WELDON ST STALBANS VT 05478 1540-01095 1095 SHELBURNE RD KAPSHA PROPERTIES LLC 1095 SHELBURNE RD 5 BURLINGTON VT 05403 0675-MID 10 FAYETTE RD L & M PARTNERSHIP 105 APPLETREE POINT RD BURLINGTON VT 05408 154001185 1185 SHELBURNE RD LARKIN, JOHN P 410SHELBURNE ROAD SOUTH BURLINGTON VT 05403 2540-01125 1125 SHELBURNE RD C/O MCDONALDS P O BOX 447 ESSEX 1Ci VT 05453 0675.ODD40 189 HANNAFORD DR LOWE'S P O BOX 1111 N WILKESBORO NC 28656 1540-1233E 1233 ES SHELBURNE RD LOWREY, RICHARD L SR & SUSAN 1233 SHELBURNE RD SUITE E5 5 BURLINGTON VT 05403 1540-1233C 2233 Cl SHELBURNE RD NSL HOLDINGS LLC 1233 SHELBURNE RD UNIT C-1 SOUTH BURLINGTON VT 05403 1269-00002 2 OLDE ORCHARD LN OLDE ORCHARD REALTY PARTNERSHIP LP PO BOX 4193 BURLINGTON VT 05402 1269-00003 3 OLDE ORCHARD LN 1269-OD004 4 OLDE ORCHARD LN 1269-00005 5 OLDE ORCHARD LN 0675-=22 6 OLDE ORCHARD LN 1269-OW24 7 OLDE ORCHARD LN 1269-00001 1 OLDE ORCHARD LN 1540.1233C 1233 CS SHELBURNE RD ROCK DUNDER PROPERTIES LLC 1223 SHELBURNE RD #C5 5 BURLINGTON VT 05403 1540-01210 1210 SHELBURNE RD SISTERS & BROTHERS INVESTMENT GROUP LLC 75 S WINOOSKI AVE BURLINGTON VT 05401 1540.1233D 1233 D6 SHELBURNE RD SOPHER FAMILY LLC 800 Crosswind Road Charlotte VT 05445-4442 1540.1233D 1233 D8 SHELBURNE RD 1540.1233D 1233 D9 SHELBURNE RD 0675-00040 40 FAYETTE RD SOUTHLAND ENTERPRISES INC P 0 BOX 1000 PORTLAND ME 04100 1540.01116 1116 SHELBURNE RD SPILLANE, LOWELL T 460 21ST CENTURY PARK RD CLIFTON PARK NY 12065 1120 SHELBURNE RD C/O NORTHFIELD SAVINGS BANK ATTN: ED SULVA P 0 BOX 347 NORTHFIELD VT 05663 54-01233 1233 A SHELBURNE RD TWO O'BRIENS PROPERTIES LLC 1475 SHELBURNE RD S BURLINGTON VT OS403 FIS40-01120 1233D 1233 CO3 SHELBURNE RD W & K PROPERTY LLC 1233 D SHELBURNE RD UNIT #3 S BURLINGTON VT 05403 -01200 1200 SHELBURNE RD ITORY E 1200 SHELBURNE RD S BURLINGTON VT 05403 cEP , 5 2017 City of So. Burlington Date: Project: Type: TYPE POST MOUNT Customer: Saturn Cutoff LED Qty: SACL R3 1 5G400.30 XX SV TBD DS Order Code: CN CN17518 Pole Order Code: Series Height Finish Options SACL_ _ Series SACL Saturn Cutoff LED Optics R3 R5 Type III Type V Distribution Distribution Mounting lA 2 W El Single Arm Double Wall Mount Mount - Light Engine 5G950 5G700 5G400 85W 63W 37W nom.85561m nom.66901m nom.40751m CCT 30 40 3000K 4000K For other CCT please consult factory Power Cord 81'3 102,3 122'3 142,3 162,3 182'3 XX''3 2For 1 mounting use the pole Length g 8' 10, 12' 14' 16' 18' XX' height For 1A or 2 mounting use the pole height a2 Finish WH BK BZ SP White Black Bronze E Specify Premium Color Voltage 120 208 240 277 Options DS° 'IDAApproved with 3000K CCT No Uptight Finish Product Modifications Please fat mod,ficotion requirements for review byfoctery: CN17518 = SACL with fitter for 5" OD Pole CN17518A = SACL with fitter for 4" OD Pole CN17518B = SACL with gen5 LED engine to meet DLC requirements .s N TL N1 P65 rovo Is Date: Selux Corporation O 2017, T 845-834-1400, 800-735-8927, F 845-834-1401, www.selux.us In a continuing effort to offer the best product possible, we reserve the right to change, without notice, specifications or materials that in our opinion will not alter the function of the product. Specification sheets found at w—selux.us are the most recent versions and supercede all other printed or electronic versions Pagel of 6 (Rev. 01/2018) SACL_Lorkln _SSv3.91 TYPE ENTRY PHILIPS 1_ I C31-1 TO 1_ 1 I: R 5" and 7" round aperture surface mount downlight Ordering guide Project Location. ' Cat No Type SlimSurface LED is a 5/8" thick surface mounted Lamps Qty luminaire with the appearance of a recessed Notes downlight. Easy to install into most standard j-boxes, the SlimSurface LED round apertures are available as a 5" 6501m & 7" 10001m fixture. example: S5R83CK7AL Family CRI CCT Lumens Finish Dimming SR5 ® ® 70 © no S5R SlimSurfacel 1:K 80 7 6501m blank White blank ELV /Triac (120V) 9 90' 5" Round OK 3000K 35K 3500K AL Aluminum BK Black 40K 4000K W White Z10U 0-10V (120V-277V) AL Aluminum BK Black S7R SlimSurface 8 80 27K 2700K 10 10001m blank White blank ELV / Triac (120V) 7" Round 9 90' 30K 3000K AL Aluminum 35K 3500K BK Black 40K 4000K W White Z10U 0-10V (120V-277V) AL Aluminum SK Black 1. Configurations using 90 CRI are only available with 2700K and 3000K CCT. Features 1. Flange: One piece plastic flange. Injection molded white, applied aluminum or black. 2. Lens: High transmittance lens allowing for smooth, comfortable light pattern. 3. Power supply: Integral class 2 driver. Factory wired electronic LED driver (see Electrical section for specifications) 4. LED Strip: Utilizes Philips LEDs. 5. Lifetime: Expected lifetime 50,000 hours and backed by a 5-year warranty (see Philips.com/warranties for details). 6. Compliance: Non-conductive fixture for shower light application. Electrical Labels White CD Black Aluminum Electronic power supply: RoHS compliant. cULus listed. Class 2 power unit. Unit tolerates sustained Wall -mounted: damp location only. open circuit and short circuit output conditions Ceiling -mounted: wet location. without damage. Title 24 (JA8-2016) on 90CRI S7R models. Dimming: Intended for ELV/Triac (120V) or ENERGY STAR® certified. 0-10V dimming (120V-277V) based on the configuration. Min 90°C supply conductors. Electrical specifications Dimming Input volts Input frequency Input current Input I Power THD Factor Power Factor Minimum Operating Temp. Slim 5" 6501m Triac 120V 50/60Hz 0.08A 19.5W <15% >0.9 -20°C 0-10V 120V 50/60Hz 0.09A 10.1W <20% >0.9 -20°C 277V 50/60Hz 0.04A 10.2W <20% >0.9 -20°C Slim 7" 10001m Triac 120V 50/60Hz 0.13A 14.2W <15% >0.9 -20°C 0-10V 1120V 50/60Hz 0.12A 14.4W <20% >0.9 -20°C 277V 50/60Hz 0.06A 14.7W <20% >0.9 -20°C Fore more details, please see LED -Dim spec sheet. SlimSurfaceLED-5in-7in-Round-S5R-S7R 09/17 page 1 of 7 C &us LISTED i SENSCAPET" PROJECT INFORMATION SPG18 SERIES PRODUCT FEATURES: mTextured tertiary lens for glare reduction and up -light feature to eliminate "cave -effect" v Outputs ranging from 3,455 Inn to 11,728 ITT b Compatible with TekLinkTM lighting control technology • 10 Year limited product warranty APPLICATIONS: o Parking Decks r Canopies • Low Bay SPECIFICATIONS Job Name Fixture 1vDe TYPE GARAGE 1 Catalog Nurr Approved by (optional debris shield (-DS)) HOUSING: Marine -grade die-cast aluminum and UV -stabilized polycarbonate construction. Standard TGIC polyester powder coat finish on aluminum components with five -step pre-treatment to withstand 1,000 hour salt spray test per ASTM B 117. See Ordering Information for available finishes. Closed -cell silicone gasketing seals all housing component interfaces. MOUNTING: Direct -to -Surface (DTS) and Quick -Mount (QM) mounting over recessed junction box, Trunnion Mount (TK) or pendant -mounted (PM) via'/4" rigid sealed conduit. See Ordering Information for selection. OPTICAL: Type V-Square and V-Narrow roadway distributions. Multiple uplight options optically coupled to primary light source requires no additional electrical power to provide function. UV-stablilized, high -impact resistant injection -molded clear textured polycarbonate or DR acrylic tertiary lens. ELECTRICAL: Arrayed backlit mid -power LED light source. See Ordering Information for color temperature and CRI options. 70 CRI minimum.120-277 VAC, 347VAC and 480VAC 50/60Hz single- phase input; constant -current dimming driver; <10%THD, >0.95 PF. Minimum 83% electrical efficiency. 0-10V dimming protocol with 1-100% range, 0.2mA source current. Replaceable surge suppressor rated to 20kA/kV per IEEE/ANSI C62.41 Cat. A. EMC compliant with FCC 47 CFR Part 15, Class B. Passes IEC 61000-4-4 EFT and IEC 61000-4-5 (Class 4) surge evaluation. TEKLINIC TLSOM/TL50DM: An independent lighting control system integral to the luminaire, featuring its own embedded occupancy sensor and adjustable time-out/dimming settings. TL50DM adds a closed -loop daylight harvesting function for maximum energy savings. TEKLINK"TL100: Centralized, wired zonal occupancy and closed -loop daylight harvesting control system. TL100 controllers are standalone devices and ordered separately from luminaire. Click here for specifications. TEKLINK TL1000/2000: An adaptive lighting control system with wired or wireless communication between system nodes. In addition to occupancy detection and daylight harvesting, TL1000 and TL2000 feature advanced scheduling and energy management capabilities with cloud -based management of system settings, reporting and notifications. PHOTOMETRICS: Photometry tested to the IESNA LM-79-08 standard by an ILAC/IS017025 accredited laboratory. For photometric data, please go to www.kenall.com. WARRANTY. Limited ten (10) year warranty. Limited five (5) year warranty when constructed with HA option. Peace of Mind Guarantee- when ordered and installed with direct -to -surface (DTS) mounting and polycarbonate lens (TP). LISTINGS: Luminaire is certified to UL Standards by Intertek Testing Laboratory for Wet Location. IP65 rating per IEC 60598 standard with optional IP66 rating. Suitable for installation into -40eC to 40eC ambient environments, unless otherwise noted. Certain versions of this product are Designlights Consortium (DLC) qualified. Consult factory and check the DLC Qualified Products List hgte for listed configuration details. PEACE OF MIND A OIP66Guarantee• 1�U6 IP65 POLYCAR13ONAIL LENS & OPTION DIRECT SURFACE MOUNT ONLY ORDERING INFORMATION (Ex: SPG18-PM-MW-5S-SU-TP-45L-4OK7-DCC-DV IP66-TL50M) Model Mounting Finish Optic Type Uplight lens Type Lamp Power Lamp Color Driver Type Voltage Options Accessories TekLink Controls Kit SPG18 DTS TEID 5S SU TP 45L 30K8 DCC DV TK505DM < ) Mounting Lamp Color Accessories DTS Direct -to -Surface 30K8 3000K/80CRI min BG Bird Guard (DTS and QM Mounting only) PM Pendant Mount 40K8 4000K/80CRI min TK Trunnion Kit 40K7 4000K/70CRI min TekLink QM Quick Mount System 50K7 5000K/70CRI min TL50M TL50 Control System, Motion Only 57K7 5700KI70CRI min (Click here for specifications) Finish TL50DM TL50 Control System, MW Matte White (STD) Driver Type Daylight Harvesting and Motion Sensing LG Light Gray DCC 0-10V Dimming Constant Current (Click here for specifications) CC Custom Color (consult factory) TL100 TL100 Control System Compatibility Optic Type p YP Voltage (Click here for specifications) 5S Type V— Wide Square DV 120-277 Volts (50/6OHz) TL1000 TL1000 Wired Control System 5N Type V — Narrow 347 347 Volts (6OHz) (Click here for specifications) 480 480 Volts (60Hz) TL2000 TL2000 Wireless Control System Uplight Options (Click here for specifications) SU Standard Uplight (STD) EU Enhanced Uplight LEL LED Emergency Battery Backup (0°C min. ambient, Please consult Kenall Applications when ordering Controls D Downlight N/A 90L lamp, N/A 347V and 480V input) CEL Cold -Weather Battery Backup (-20°C min. ambient, Controls Kit Lens Type N/A 90L lamp, N/A 347V and 480V input) < > Factory Assigned Internal Code TP Textured Polycarbonate (STD) FS Single Fuse & Holder DS Debris Shield TA Textured Acrylic IP66 IP66 Rating per IEC60598 Lamp Power HA 50°C Ambient Rating (see Warranty; n/a battery backup options) 30L 30W LED 45L 45W LED 70L 70W LED 90L 90W LED www.kenall.com P: 800-4-Kenall F: 262-891-9701 10200 55th Street Kenosha, Wisconsin 53144 /&� � When you see this image, you will know the Kenall product shown or described n designed and manufactured In the USA with components purchased from US suppliers, and meets the Buy American requirements under the ARRA. Kenall has not determined the origin of its domestinlly purchased components or the subcomponents thereof. Maybe covered by patents found at-kenall.coMpatents. Content of specification sheets Is subject to change; please consult www.kenall.com for current product details.0 2016 Kenall Mfg. Co. All rights reserved. SPG18-121217 I SENSCAPET" SPG18 SERIES PRODUCT FEATURES: "Textured tertiary lens for glare reduction and up -light feature to eliminate "cave -effect" x Outputs ranging from 3,455Im to 11,728 Im P Compatible with TekLinkTM lighting control technology -v10 Year limited product warranty APPLICATIONS: »Parking Decks » Canopies s Low Bay SPECIFICATIONS PROJECT INFORMATION Job Name Fixture Type TYPE GARAGE 2 Catalog Number „ Approved by (optional debris shield (-DS)) HOUSING: Marine -grade die-cast aluminum and UV -stabilized polycarbonate construction. Standard TGIC polyester powder coat finish on aluminum components with five -step pre-treatment to withstand 1,000 hour salt spray test per ASTM B117. See Ordering Information for available finishes. Closed -cell silicone gasketing seals all housing component interfaces. MOUNTING: Direct -to -Surface (DTS) and Quick -Mount (QM) mounting over recessed junction box, Trunnion Mount (TK) or pendant -mounted (PM) via 1/4" rigid sealed conduit. See Ordering Information for selection. OPTICAL: Type V-Square and V-Narrow roadway distributions. Multiple uplight options optically coupled to primary light source requires no additional electrical power to provide function. UV-stablilized, high -impact resistant injection -molded clear textured polycarbonate or DR acrylic tertiary lens. ELECTRICAL: Arrayed backlit mid -power LED light source. See Ordering Information for color temperature and CRI options. 70 CRI minimum. 120-277 VAC, 347VAC and 480VAC 50/6OHz single- phase input; constant -current dimming driver; <10%THD, >0.95 PF. Minimum 83% electrical efficiency. 0-10V dimming protocol with 1-100% range, 0.2mA source current. Replaceable surge suppressor rated to 20kA/kV per IEEE/ANSI C62.41 Cat. A. EMC compliant with FCC 47 CFR Part 15, Class B. Passes IEC 61000-4-4 EFT and IEC 61000-4-5 (Class 4) surge evaluation. TEKLINK'"TL50M/TL50DM: An independent lighting control system integral to the luminaire, featuring its own embedded occupancy sensor and adjustable time-out/dimming settings. TL50DM adds a closed -loop daylight harvesting function for maximum energy savings. TEKLINK"TL100: Centralized, wired zonal occupancy and closed -loop daylight harvesting control system. TL100 controllers are standalone devices and ordered separately from luminaire. Click here for specificationc, TEKLINK'"TL1000/2000: An adaptive lighting control system with wired or wireless communication between system nodes. In addition to occupancy detection and daylight harvesting, TL1000 and TL2000 feature advanced scheduling and energy management capabilities with cloud -based management of system settings, reporting and notifications. PHOTOMETRICS: Photometry tested to the IESNA LM-79-08 standard by an ILAC/IS017025 accredited laboratory. For photometric data, please go to www.kenall.com. WARRANTY' Umited ten (10) year warranty. Limited five (5) year warranty when constructed with HA option. Peace of Mind Guarantee" when ordered and installed with direct -to -surface (DTS) mounting and polycarbonate lens (TP). LISTINGS: luminaire is certified to UL Standards by Intertek Testing Laboratory for Wet Location. IP65 rating per IEC 60598 standard with optional IP66 rating. Suitable for installation into -40°C to 40aC ambient environments, unless otherwise noted. Certain versions of this product are Designlights Consortium (DLC) qualified. Consult factory and check the DLC Qualified Products List here for listed configuration details. PEACE OFD F/'} IP65 IP66 1 GuaranteeMIN• POLY( ARBONAR LENS & OPTION DIRECT SURFACE MOUNT ONLY ORDERING INFORMATION (Ex: SPG18-PM-MW-5S-SU-TP-45L-40K7-DCC-DV IP66-TL50M) Model Mounting Finish Optic Type Uplight Lens Type Lamp Power Lamp Color Driver Type Voltage Options Accessories TekLink Controls Kit SPG18 DTS TBD 5S SU TP 30L 30K8 DCC DV TK505DM < ) Mounting Lamp Color Accessories DTS Direct -to -Surface 30K8 3000K/80CRI min BG Bird Guard (DTS and QM Mounting only) PM Pendant Mount 40K8 4000K/80CRI min TK Trunnion Kit 40K7 4000K/70CRI min TekLink QM Quick Mount System 5OK7 5000K/70CRI min TL50M TL50 Control System, Motion Only 57K7 570OK/70CRI min (Click here for specifications) Finish MW Matte White (STD) Driver Type TL50DM TL50 Control System, Daylight Harvesting and Motion Sensing LG Light Gray DCC 0-10V Dimming Constant Current (Click here for specifications) CC Custom Color (consult factory) TL100 TL100 Control System Compatibility Optic Type SS Type V—Wide Square Voltage DV 120-277 Volts (50/60Hz) (Click here for specificationsl TL1000 TL1000 Wired Control System 5N Type V — Narrow 347 480 347 Volts (60Hz) 480 Volts (60Hz) (Click here for specifications) TL2000 TL2000 Wireless Control System Uplight Options (Click here for specificationsl SU Standard Uplight (STD) EU Enhanced Uplight LEL LED Emergency Battery Backup (0°C min. ambient, Please consult Kenall Applications when ordering Controls D Downlight N/A 90L lamp, N/A 347V and 480V input) CEL Cold -Weather Battery Backup (-200C min. ambient, Controls Kit Lens Type N/A 90L lamp, N/A 347V and 480V input) < > Factory Assigned Internal Code TP Textured Polycarbonate (STD) FS DS Single Fuse & Holder Debris Shield TA Textured Acrylic IP66 IP66 Rating per IEC60598 Lamp Power HA 50°C Ambient Rating (see Warranty; n/a battery backup options) 30L 30W LED 45L 45W LED 70L 70W LED 90L 90W LED www.kenall.com P: 800-4•Kenai I F: 262-891-9701 10200 55th Street Kenosha, Wisconsin 53144 When you see this image, you will know the Kenall product shown or described is designed and manufattured In the USA with components purchased from US suppliers, and meets the Buy American requirements under the ARRA. Kenall has not determined the origin of its domestically purchased components or the subcomponents thereof. May be covered by patents found at www.kenalfcomtpatents. Content of specification sheets is subject to change; please consult www.kenall.com for current product details. O 2016 Kenall Mfg. Co. All rights reserved. SPG18-121217 ()p GARDCO TYPE SCONCE 1 OC@US Project Location. Cat.No Type: City: Notes: EM Philips Gardco 107 LED wall sconces feature a low -profile design that provides wide flexibility in high performance exterior wall illumination. Full cutoff performance, usable illumination patterns, and powerful wattages combine into a compact and architecturally pleasing design. 107L sconces are available in Type 2, 3, and 4 distributions, and provide output of up to 9500 lumens. Energy saving control options increase energy savings and offer California Title 24 compliance. Emergency Battery Backup option available for path of egress. Ordering guide example: 107L-32L-700-NW-G1-3-120-IMRI2-BZ Number LED Color - Electrical [� Prefix io7L of LEDs 32L Drive Current 700 Generation W W-G 1 Distribution 3 Emergency 0 Voltage UNV Controls DD Finish TBD 107L 107L LED Wall Sconce 16L 16 LEDs (lmodule) 530 530mA 850 650 mA' 700 700mA CW-G1 Cool White 5700K,70CRI Generation 1 NW-G1 Neutral White 4000K,70CRI Generations 2 Type 3 Type 3 EBPC Emergency Battery Pack Cold Weather'!° Leave blank toomittan emergency option UNV 120-277V DD 0-10VDimming Driver " DynaDimmer: Automatic Profile Dimming - Fusing Textured HVU 347-480V 120 120V 208 208V 240 240V 277 277V 347 347V 480 480V F1 Single (120, 277, 347VAC)" F2 Double n Do ble 480VAC)" F3 Canadian Double Pull (208,240,480VAC)" --- INK Black WH White 82 Bronze DGY Dark Gray MGY Medium Gray Customer specified RAL Specify optional color or RAL (ex:OC-LGPor OC-RAL7024) CC Custom color 4 Type 4 1000 1000mA CS50 Safety 50% Dimming (7 hours)"10 CM50 Median 50%Dimming (8hours)1910 CE50 Economy 50%Dimming (9 hours)7910 DA50 Ali Night SO%Dimming7110 photoelecMcs stems y PCB PhotocontrolButton5,Om1 Infrared Motion Response systems -------_- IMR12 Integral with #21ens91 13 1200 1200mA 32L 32LEDs (2 module) 530 S30mA 650 650mA' 700 700mA 1000 1000mA' WW-61 Warm White 3000K, 70CRI Generation 1 IMRI3 Integral with #4lens9 U (Must supply Wireless system color chip for LLC2 Integral module with #2lens4/914 required factory LLC3 Integral module with #3lensS1910 quote) 1. 650mA only available with Emergency Battery Pack Cold Rated (EBPC) option 2. 32L rated for 30'C at 1000mA 3. Available for use with 16Land 32Lin530mAor65OmAonly. Rated for -20°C to 35' C. 4. Available in 120 or 277V only. 5. Not available with Dual Circuit Control (DCC) option. 6. 16L not available with Dimming Driver (DD) in following configurations: 530.700 and 1200mA in 347 and 480V. 7 Not available with Dimming Driver (DD) option. 107L 04/17 page 1 of 5 8. Available in 32L with 530mA. Consult technical support center for use with photocell and CS/CM/CE/DA. 9. Available in 120-277V (UNV) only. 10, Not available with LLC and DCC. 11. Not available with 480V. 12. Must specifiy input voltage. 13. Not available with DD, DCC or LLC. 14. LLC2/3 Not available with PCB, IMRI, CS/CM/CE/DA. Ships with WS accessory attached to wireless module. Not for use with LLCR accessory. PHILIPS ()I GARDCO TYPE SCONCE 2 Project: Location Cat.No Type C®USQty Not Notes: Philips Gardco 107 LED wall sconces feature a low -profile design that provides wide flexibility in high performance exterior wall illumination. Full cutoff performance, usable illumination patterns, and powerful wattages combine into a compact and architecturally pleasing design. 107L sconces are available in Type 2, 3, and 4 distributions, and provide output of up to 9500 lumens. Energy saving control options increase energy savings and offer California Title 24 compliance. Emergency Battery Backup option available for path of egress. Ordering guide example: 107L-32L-700-N W-G1-3-120-I M RI2-BZ Number LEDCoIor- r Electrical Prefix of LEDs Drive Current Generation Distribution Emergency Voltage Controls Finish 107L 32L 700 ww-Gl 3 0 UNV DD 7= TBD 107L 16L 530 530mA CW-Gl 2 Type EBPC UNV 120-277V DD 0-10VDimmingDriver's Fusing Textured 107L LED Wall Sconce 16 LEDs (imodule) 650 650mA' Cool White S700K,70CRI Emergency r y Battery 3 T e 3 NVU 347-480V - - - F1 Single (120, 277, 347VAC)12 - - --- BK Black 700 700mi 4 Type 4 Generation 1 Pack Cold 120 120V DynaDimmer: Automatic Profile Dimming F2 Double(208,240,480VAC)12 WIN White Weather1012 F3 Canadian Double Pull Lanac40,480ble B2 Bronze C550 Safety 50%Dimming (7hours) qlo 1000 1000mA NW-Gl 208 208V CM50 Median 50%Dimming (8hours)1910 )' 2 DGY Dark Gray 1200 1200mA Neutral White Leave blank 240 240V CESO Economy 50%Dimming (9hours)1910 MGY Medium Gray 4000K,70CRI toomittan DA50 All Night 50%Dimming"t0 Customer specified 32L 530 530mA Generation) emergency 277 277V 32 LEDs option photoelectrics systems Y� RAIL Specify optional (2 module) 650 650mA1 347 347V _ _ PCB PhotocontrolButton51- - --- color or RAL 700 700mA 7Genera]tionl 460 480V Infrared Motion Response systems (ex:OC-LGPor OC-RAL7024) 7010r 1000 1000mA2 IMRI2 Integral with#21ens91, CC CustomOC-RA IMRI3 Integral with #4lens91213 (Must supply Wireless system color chip for LLC2 Integral module with #2lens-14 required factory LLC3 Integral module with #3leni quote) 1. 650mA only available with Emergency Battery Pack Cold Rated (EBPC)option 2. 32L rated for 30'C at 1000mA 3. Available for use with 16L and 32L in 53CmA or 650mA only. Rated for -20'C to 35° C. 4. Available in 120 or 277V only. 5. Not available with Dual Circuit Control (DCC) option. 6. 16L not available with Dimming Driver (CD) in following configurations: 530, 700 and 1200mA in 347 and 480V. 7. Not available with Dimming Driver (DD) option. 107L 04/17 page 1 of 5 8. Available in 32L with 530ni Consult technical support center for use with photocell and CS/CM/CE/DA. 9. Available in 120-277V (UNV) only. 10. Not available with LLC and DCC. 11. Not available with 480V. 12. Must specifiy input voltage. 13. Not available with DD, DCC or LLC. 14. LLC2/3 Not available with PCB, IMRI. CS/CM/CE/DA. Ships with WS accessory attached to wireless module. Not for use with LLCR accessory. PHILIPS LUMEC MPTR Post top luminaire Luminaire ordering guide TYPE STREET Lea Project: Location Cat No Type ' Lamps: Qty: Notes: The Philips Lumec MetroScape LED post top luminaire features flexible, robust energy -saving solutions for heritage -styled urban architectural lighting. Crowned with an ornamental hood, the post top model comes with a flat lens to highlight the thinness of the LEDs. The luminaire provides attractive lighting at night, adding appeal to the surroundings and promoting safe use of the environment. Includes Service Tag, Philips innovative way to provide assistance throughout the life of the product. Example: MPTR-55W32LED4K-T-LE3-120-CDMGM25-PH8-BKTX Optical Series LED Module CCT Gen. System Voltage Driver Luminaire option Mounting Pole Finish MPTR L = G2 = E::] C� 0 L MPTR' 35W32LED] 3K G2 LE2 120 CDMG2 HS Consult Consult BE2TX MetroScape 55W32LED2 3000K Gent Type II 120V Dynadimmer for House Side Shield the Philips the Philips BE6TX 4K LED post top 72W32LED (ASYM) 208 standard dimming OVR web site web site BE8TX luminaire 97W32LED2 4000K flat lens 208V (consult complete Dynadimmer Dynadimmer for details for details BG2TX SSW48LED LE3 240 scenarios on pg 3) override function and the and the BKTX SOW48LED Type III 240V CLO, complete complete BRTX PHB 105W48LED (ASYM) flat lens 277 Pre-set driver to line of line of GN4TX Photoelectric cell Mountings Poles GN6TX 140W48LED2 277V manage lumen PH9 GNBTX LE3W' 70W64LED depreciation Shorting Cap GNRTX 110W64LED Type III 347 AST2 9OW80LED (ASYM) 347V Pre-set driver for PHXL' GY3TX 135W80LED wide flat 480 progressive start-up Photoelectric cell, Np lens 480V extended life RD2TX OTL2 LE4 Pre-set driver to RCD4 RD4TX Type IV signal end of life 5-Pin receptacle TG (ASYM) of the lamp for dimming photoelectric cell TS flat lens WHTX RCD7 4 DALI2 (consult pg LE5 Pre-set driver 7-Pin receptacle 4for code Type V compatible with for photoelectric cell descriptions) (SYMM) the DALI control TN35 flat lens system Fitter to fit over a 3" (76 mm) O.D. DMG by 4" (102 mm) long tenon 0-10 volt TN3.51 Fitter to fit over a 3'/2" (89 mm) O.D. by 4" (102 mm) long tenon 1. UMG U-10V driver come standard. 4. Use of photoelectric cell or shorting cap is required to ensure proper illumination. 2. The 347V and 480V are not available. 5. Not available with Motion Response. 3. Not available with HS option. MetroScape-MPTR-spec 01/18 page 1 of 5 I ' 1 WF lawee a li N/F Southland \ 1 Enterprises, Inc. 928.33' 60.W "M.74' 1 I \ II I I I 1 f 1 1 1 I I 1 N/F KAPSHA Properties, Inc. I 1 \ 1 Parcel L&M Parcel L&M B;], chard RExisting dr.lgs...ma tN/F Olds, Orchard Realty Pannershlp, LP /F Olds eelPertnenh� LP / Existing lease fine \ 1 °47144 I N/F Jolley �Niag184 R-270.Od L=88.80' N's5-°3e'S, 48.09 I /woclates, LLC I WF 7 Fayette, LLC N/F CRE JV Mixed - New residential building �� Ft NE Branch \ • • • ''''''777 Holdings Ehdeting GMP easement N/F Farrel 1 T I 188.85' 1 1 � Frye • • I � _ _ I a \ / Pmeel C N/F Larkin Moot '8 1 Existing City of South Burlington utility easement - / ` a pannership rI1 J ( 1 / Existing VT Gas uI 1 -27 90' Lt 1 0 / R=15.00' L=9.61' -`-�--- - eCwiM ripM-oMNsy subject to irrevocable oter of dedication � \ R- -_,_�� ��_��_.-_ - I 238.98' Parcel E '�...+_ N/F LBM Partnership � ��—,G--'r-- \ 1 / �rT 8226.18' — I I I S41-2423-N Z&w N5'1901w 1 III I I g Parcel D 1 `n N/F Larkin \\ I I 1110792 at Wy 2.54 -. I ♦ — S85'12VVIE _ SaWl3WE 455.40' S85°7358'E 5.76' QoQ�� x N u NIF Larkin R4. Ki ail 1te6 ahe0uma es,. N I N/F Larkin d$ 1 David M. Farrel Trust �a. (Parcel A) \ (Parcel e) I 2.56 acres 4.11 acres 711.28 _ 05'59'W 'S4"W NW22'54'W N81" N/F Fmnll Distributing Corporation TIT - l T 175,25' 264,aw 1 \ I I N/F 1233 Shelburne R(ad Association I l 55 Zone line from City of South Burlington Oticid mapping ¢,la a \ SI I 1 \ I 0' 100' 200' 400' 900• \ ear Sco% , • - ,00 LOCUS NTs - Plannina and Zonina Information Ara.: 40.7 acres (P.U.D. includes Farrel parcel) 4.15 acres (Parcel C) Zoned: Commercial 1 - Residential 15 Commercial) - Automobile IIf Project Description: Construction of 48 rnh resid-tial structure above existing paved IIIIII IY-� WF Spite• parking lot. At grade porlions of the structure WIA connect to existing municipal utilities and provide two access, points for structure above. Parking spaces to be reatriped With handicap access and g to accommodate required support columns Lot Coverage: Existing Proposed N/F Northfield (includes Mo. new GMP box) BeNngs Bank L.BM P.U.D. Total Ares,: 40.7 acres (inductee LBM, al Larkin and Fayette ROW) 21.21' S5012'27'E Buildings 130,260 $f 7.3% 131,5®0 of 7.4% Total lot coverage 378,165 sf 21.3% 378.165 sf 21.3% Parcel "C' Total Area: 4.15 acras - - Buildings 211,180 If 14.5% 21,41011 15.2% N40'1948'W 37.24' Total lot coverage 111,060 at 81.4% 111.060 of 81.4% Front yard (Fayette Drive): N/F Grandview Parcel" Total Ana: 22,659.J. 8,738 J. 38.6% 8,738 s.f. 38.6% Farms, Inc. Front y: (Shelburne Road): Parcel "C' Total Ares,: 7,599 s.f. 163 s.l. 2.2% 163 &J. 2.2% Front yard (Total Both Streets): Parcel "C Total Area: 30,258 s.f. 8.901 s.f. 29.4% 8,901 s.f. 29.4% N/F Wilson N/F Sisten and Brother. Investment Group, LLC CIVIL ENGINEER Krebs A Lansing Consulting Fagineals, Inc. 184 Main Str-L Sutra ZDt COl (SM)r,vT 055 L T (802)878.0376 amen®Wabeentllenslrp.com qD SEVEN FAYETTE DRIVE Route 7, Shelbume Road, South Burlington, VT NO. DESCRIPTION DATE WHIMI OVERALL SKETCH and P.U.D. PLAN I I i Hot MagnlTFl LTD I SJpp.l eL5 SXID.t Sewn Fa rte aae¢E DRAWN BY: SLM PROJECT NO. KL=153 A DATE' j�/`LaI �p'�, . 9n5fl7 r\ REMED ,�EE i SCALE: 1•=100 SEP 15 2017 SK-1 _ - - PropdPhase City of So. Burlington CONCEPT DRAWINGS I { IPercale / / I //i%//////////I'll//' .,.herd Re / // / /i // /✓ / // / /-----__—_ \ / \ \\' �\ •. • a�- �i� � ��� � 5s �i+.�/ ,sue T r � � - � 9-'�� � — —_-- �r ��..�� Y------_�--_---- --_-- _ ---------_ %�� l/lf`\�� \ //I .01 Existing edge of parking 1 T WF Larkin eve st�rmwatsr treatment ice O 1, / Existingledge of parking I I \ Existing ecK of parking h J I --___— / ! Pond C ! WF Larkin Milot 1 N \ \ Now curb_L---— V \ <) Parcel E \ ♦ A I WF L&M Pertnerehip New pervious paver sidewalk \ \ 11 ♦ \ I i I i I 01 20 40" 80' 110' Bor SCO/e i - = 20 ' \\ / I ------ ---t 1 48- Existing ge ofof P ill -- I I r /Is/ -'A `• i / �' \ ,^le+—�' c l \.( / 1 \ \ / / \ z J I .. & v 6- SEA° 15 2017 City of So. E3urlington NOTES 1. fie underground utilities shown an this plan are based on P/s le utilities located during a tgoogrdphic survey performed by Krebs a Lansing in 2017 Underground utilities are approximate and not warranted to be exact o complete. Oig Safe shall be contacted Pdar to any excowtion. 2. Vevetlans are based on the NA 88 vertical datum J. Project Horizontal Coordinates derived from CPS obs—tion using -f -ence kome NA08J (2011) 2010. 00 epoch. Project vertical datum based an MAW t7B (Geoid 12A). 4. this plan is not a boundary survey. CIVIL ENGINEER Krebs&tan MWOSrotS ft MI an,Inc. tta Mtln Street, Sub pt L 1: (802) 878 018 F: 180E-8]&9818 .,nw®�.we.mlenaine.00m O SEVEN FAYETTE DRIVE Route 7, Shelburne Road, South Burlington, VT NO. DESCRIPTION DATE CONTENT SKETCH PLAN DRAWN BY SLN PROJECT NO. KL--163 .1 DATE 8M5M7 REVISED: SCALE: 1-20 SK-2 PrgM Please CONCEPT OMWINGS I- I.—, HIM - I uj w w �a _ L� ... Lij b VJ Lij Ga � i Z I I X LL . Q I • o LLLL� I "rrtrr�rrT� I rlri..ii.. I __ � I i I I I 1 f I I 1 ----------------- -------------- Ownership of Instruments of Service All reports, drawings. specifications, compuar files, fieM data, rants and otf a dacumenls and'nsfor-ts prepared by fla Consultant as instruments of service shall remain the f the Corrsu.. he Consulfaztt shah retain ell Common law, stafukxy and olller reserved rights, iMhldirlg V. copyrigFll thereto. fhopct NvnLar PrirMd: 9/74/10178:0ro5AM C\Ms \ASbIKe\O�r-vmer�BV01608]FayoBe Drwe_Rl7 asblhe.M 48 70TAL VNI7S: 33 - Studio Units - AREA TOTAL: 27,900 W + 12- Unit A -Studio OVERALL HEIGHT: 48'-0' yyy • 12-Unit B - Studio + 4-Unit C - Studio + 3 - Unit D - ADA Studio (coma unit) 12 -1 Bedroom Units - + 4-Unit E -l bedroom + 3-Unit F- l bedroom(comer unit) + 3 - Unit G - ADA 1 bedroom (comer unit) 3 - 2 Bedroom Units - • 3-Unit H - 2 bedroom(—na unit) SCALE: 1/fl • 1' FAYETTE DRIVE South Burlington, VT RECEIVED SOEP 15 201/ City of So. Burlington W erwrin LIITOffe TYPICAL LEVEL PLAN IFA/ ARC HiIf CtS 09,15.17 "'k..l- Ownership of Instruments of Service All reports, drawings, specifications, computer files, field data rates and other documents and instruments prepared by the Consultant as instruments of sery shall reman ine p pet of the CorSutlent. inB Consullarit shall rBlein 0A common law, StaWlory and cow reserved rights, incMr6rq the copyright thereto. P.oi-N—ben I N.Wd 9/13/20179:16.37 A7A C1thsnVenrre»\Doc—\2016097_Fayata Dr— It71bomM.M LU ry n W W U- No Text