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Agenda 11B_SD-19-20_45 Community Dr_SunCap_plans
PARKVIEW AT TICONDEROGA, LLC v. 410 p. 163 map slide 489B tax map no. 7-69-51 LOT 8A tax map no. 0436-00030 30 COMMUNITY DRIVE LLC v. 803 p. 129 map slide 510 29.44 Ac. 1.1' DIA. WOOD FENCE POST 60' R .O .W . CONVEYED TOCI TY O F SO . BUR L ING TONv.424 p . 693 7.1 Ac. +_ 26.3 Ac. +_ 9.20 Ac. 9.70 Ac. 9.37 Ac. 6.52 Ac.1 :1500.45 'TIELINE413.31'1 : 1 8 2 5 ' + _TIELINE LOT 8B LOT 9LOT 10 LOT 12 LOT 11 LOT 13 INT E R S T A T E 8 9 PIZZAGALLI PROPERTIES, LLC v. 681 p. 736 map slide 176 tax map no. 0860-RR750 RIELEY COHEN PARTNERSHIP LLC v. 521 p. 1039 SLIDE 216B C. & S. WASHBURN v. 84 p. 284 SLIDE 216B LNP, INC. SLIDE 216B v. 371 p. 815 PARKVIEW AT TICONDEROGA, LLC v. 410 p. 163 map slide 489B tax map no. 7-85-14 tax map no. 7-85-17.1 tax map no. 7-85-17.2 tax map no. 7-69-51 tax map no. 0860-R1150 GREEN ACRES, INC. BURLINGTON PROPERTIES LTD. PARTNERSHIP v. 273 p. 265 tax map no. 0860-01020 v. 48 p . 4 8 9 NORTH STREET PROP LLC v. 469 p. 686 SLIDE 216B tax map no. 7-85-7 STATE O F V E R M O N T DRIVE T OW N OF WIL L I S T O N C I T Y OFSO U T H B U R L I N G T O N CENTERLINE MUDDY BROOK (SEE NOTE 10) L23 L24L26L28 L53 6 ( 1 : 745.35'6 :849.31'1 : 435.92' 1 ( 226.03' 1 : 168.50' 1 : 335.49' 1 : 770 . 0 9 ' 1 : 238.48'1 :919.81'C11C8 C 1 9 C28 C36C37C38LINE TABLE DATA LINE BEARING DISTANCE L10 1 (123.50' L11 1 :136.83' L29 1 (79.54' L31 6 (21.17' L10 L11 L29 CURVE DATA TABLE CURVE DELTA ANGLE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING C9 75.00'114.31'103.56'1 : C10 239.98'221.68'213.88'6 ( C13 3913.70'183.16'183.14'1 : C14 75.00'162.12'132.35'1 ( C15 3913.70'854.86'853.16'1 : C16 300.00'177.15'174.59'6 ( C18 300.00'167.32'165.16'6 ( C27 72.64'55.11'53.79'1 ( C15 C1 3 LOT 7 L23 1 (81.92' L26 1 :63.73' L28 6 :62.71' L53 1 :175.46' C11 472.00'197.79'196.35'1 ( C17 472.00'204.16'202.57'1 ( C19 377.00'323.95'314.08'6 ( C22 377.00'226.64'223.24'6 ( C28 472.00'60.48'60.44'1 ( C37 927.00'69.41'69.40'1 ( C38 927.00'38.12'38.11'1 ( C17 472.00' C41 56.66'C41 6 (56.70' L54 6 (43.21'L5443.8 Ac. +_ NEW LOT 9 6.9 Ac. +_ COMMU N I T Y 6 ( 321.88' L55221.77 '6 ( 335.03'887.36'6 :299.22' 1 : 79.70' 1 : L55 32.85'1 : C17 (A204') 6.60 Ac. 6 ( 279.53' 1 : 335.12'866.68'6 :6.74 Ac. NEW LOT 11 DescriptionRevisions ByDate# 478 BLAIR PARK ROAD | WILLISTON, VERMONT 05495 802 879 6331 | WWW.TCEVT.COM TRUDELL CONSULTING ENGINEERS Project Number: Date: Scale: Drawn By: Crd file: Field Book: Date of Survey: Sheet: Surveyed By: TECHNOLOGY PARK 55 Community Drive South Burlington, Vermont Subdivision Sketch 0 Feet Graphic Scale 120 120 240 360 480 GridTrueMagneticPROJECT LOCATION 1 10/01/2018 15-179 NPC ¬ 275 15-179 Plat.dwg 1" = 120' THE LOTS ALONG COMMUNITY DRIVE MAY BE SUBJECT TO 10' WIDE EASEMENTS FOR POWER, TELEPHONE AND GAS. SAID EASEMENTS TO RUN ALONG AND ADJACENT TO COMMUNITY DRIVE. NOTES: 1) DEEDS RESEARCHED IN THE CITY OF SOUTH BURLINGTON LAND RECORDS. 2) A CLOSED FIELD TRAVERSE CONDUCTED WITH A TOTAL STATION. BEARINGS ARE BASED ON VERMONT GRID NORTH. 3) REBARS SET ARE NO. 5 REINFORCING BARS WITH ALUMINUM CAPS STAMPED "TRUDELL CONSULTING ENGINEERS, LS 488". 4) THESE LOTS ARE A PORTION OF THE LANDS CONVEYED TO 55 COMMUNITY DRIVE LLC IN VOLUME 812 PAGE 448 AND SHOWN ON A PLAT ENTITLED "SUBDIVISION PLAT, TECHNOLOGY PARK", WHICH IS RECORDED IN MAP SLIDE 514. 5) DISTANCES ARE SHOWN TO THE HUNDREDTH OF A FOOT AND BEARINGS ARE SHOWN TO THE SECOND FOR MATHEMATICAL CLOSURE PURPOSES ONLY. 6) AN ATTEMPT HAS BEEN MADE TO IDENTIFY OR DELINEATE EASEMENTS, RIGHTS OF WAY, LEASE LANDS, ENCROACHMENTS, ETC. OBSERVED IN THE FIELD OR READILY FOUND IN THE LAND RECORDS. ADDITIONAL ENCUMBRANCES MAY EXIST WHICH ARE NOT SHOWN ON THIS PLAT. 7) UNDERGROUND UTILITY LINES SHOWN ARE BASED ON ABOVE GROUND STRUCTURES AND PLANS OF RECORD. ACTUAL LOCATION OF UNDERGROUND LINES MAY VARY. 8) KIMBALL AVENUE IS BASED ON PLANS OF THE VERMONT AGENCY OF TRANSPORTATION, PROJECT SOUTH BURLINGTON M 5000 (10)S. A PORTION OF THIS LAND AT THE NORTHEAST CORNER AND SOME PERMANENT RIGHTS ALONG KIMBALL AVENUE WERE CONVEYED TO THE STATE OF VERMONT IN VOLUME 211 PAGE 80 AND 85, AND FROM THE STATE TO THE CITY OF SOUTH BURLINGTON IN VOLUME 211 PAGE 304. A PORTION OF KIMBALL AVENUE WAS DEEDED TO THE CITY OF SOUTH BURLINGTON IN VOLUME 120 PAGE 428. 9) THE RIGHT OF WAY FOR COMMUNITY DRIVE WAS DEEDED TO THE CITY OF SOUTH BURLINGTON IN VOLUME 424 PAGE 693. THE EASTERLY PORTION OF COMMUNITY DRIVE WAS CHANGED AS DESCRIBED IN THREE DEEDS RECORDED IN VOLUME 801 PAGES 110, 119 AND 122 AND SHOWN ON TWO PLATS BY TRUDELL CONSULTING ENGINEERS, ONE ENTITLED "BOUNDARY LINE ADJUSTMENT PLAT, TECHNOLOGY PARK ASSOC., CITY OF SOUTH BURLINGTON", DATED JULY 16, 2007 AND RECORDED IN MAP SLIDE 508, AND THE OTHER ENTITLED "BOUNDARY LINE ADJUSTMENT PLAT, TECHNOLOGY PARK ASSOC.", DATED JUNE 27, 2007 AND RECORDED IN MAP SLIDE 508. 10) THE BOUNDARY LINE BETWEEN THE TOWN OF WILLISTON AND THE CITY OF SOUTH BURLINGTON, AND THE EASTERLY BOUNDARY LINE OF THIS SUBDIVISION FOLLOWS THE CENTERLINE OF MUDDY BROOK. 11) THIS PROPERTY IS SUBJECT TO A STORM WATER DRAINAGE SERVICE AGREEMENT WAIVER AND EASEMENT AS DESCRIBED IN VOLUME 507 PAGE 431. REBAR (SET) LINE DATA TABLE REFERENCE CURVE DATA TABLE REFERENCEC1 FENCE STONE MONUMENT ( FOUND ) REINFORCING BAR ( FOUND ) CONCRETE MONUMENT ( TO BE SET ) CONCRETE MONUMENT ( FOUND ) REBAR ( TO BE SET ) IRON PIPE ( FOUND ) IRON PIPE (SET) CALCULATED POINT L1 LEGEND CHISELED "X" ON CONCRETE APRON (EXISTING) (PROPOSED) (PROPOSED) (EXISTING) (EXISTING) EXISTING BOUNDARY LINE TO BE ELIMINATED (TYPICAL) NEW BOUNDARY LINE (EXISTING) NEW BOUNDARY LINE For Sketch Plan Approval Only (PROPOSED) (EXISTING)STA TE O F VER M ONTLAND S U R V E YORLICEN S E D MARK A. DAY No. 732 (PROPOSED) NEW BOUNDARY LINE MUDDY BROOKQ:\2015 Drawings\15011 SunCap Property\Current\C-01 Sketch Plan.dwg Plotted: 6/5/2019 10:11:09 AM Proposed Distribution Facility South Burlington, VT Charlotte, NC SunCap Property Group C-01Community DriveCIVIL CONSULTING ENGINEERS, CROSS APPROVED: PHC CHECKED: PHC DRAWN: DSW DESIGN: DSW DATE: 2019-06-10 PROJECT: 15011 P.C. Sketch Plan St. Albans, Vermont 05478 Cross Consulting Engineers, P.C. Fax. 802-524-9681 103 Fairfax Rd. Tel. 802-524-2113 ©COPYRIGHT 2019 325 323324 326 327328329 330335 340 340 345 3 4 5 3503 50 355 355 3 6 0 3223313323 3 3 3 3 4 336 337 338 339 341 341 3 4 2 342 3 4 3 3 4 3 344 34 4 346 346 347 347 348 34 8 34 9 3 4 9 3 51351 352352 353 353 354 354 356 356 357 35 8 359 361 325 3 3 0 33 5 340 345 350 326 327 328 329 331 332 333 334336 33 7 338 339 341 342 34 3 344 346 347 348 349 35130' TO 35'TYP.PLANT SCHEDULE Key Botanical Name Common Name Qty Size Remarks EVERGREEN TREES PG Picea glauca White Spruce 30 5' - 6'B&B, Full PS Pinus strobus White Pine 33 7' - 8'B&B, Un-sheared TO Thuja occidentalis 'Nigra"American Arborvitae 192 6' - 7'6' o.c. DECIDUOUS TREES GT Gleditsia triacanthos Shademaster Honeylocust 32 2 1/2 - 3" Cal.B&B, Full QM Quercus macrocarpa Bur Oak 11 2 1/2 - 3" Cal.B&B, Full SR Syringa reticulata Japanese Tree Lilac 17 2 1/2" Cal.B&B, Single Stem MS Malus sargentii Sargent Crabapple 12 2 1/2" Cal.B&B, Full AF Acer freemanii 'Autumn Blaze'Red / Silver Maple 3 2 1/2 - 3" Cal B&B, Full UA Ulmus 'Morton' accolade Accolade Elm 17 2 1/2 - 3" Cal B&B, Full QB Quercus bicolor Swamp White Oak 16 2 1/2 - 3" Cal B&B, Full QP Quercus palustris Pin Oak 6 2 1/2 - 3" Cal B&B, Full DECIDUOUS SHRUBS RS Amelanchier alnifolia 'Regent'Regent Serviceberry 27 36" Ht B&B BC Aronia melanocarpa 'Viking'Black Chokeberry 18 36" Ht B&B ReArch Company 88 Technology Park Way South Burlington, VT 05403 DESIGN BUILDER: S2 Architecture 5224 Shelburne Rd. Shelburne, VT 05482 ARCHITECT: Phone:(802)863-8727 Phone:(802)985-5595 Community Drive South Burlington, VT FedEx Ground Distribution Facility DATE:6.10.19 REVISIONS S2 Architecture 5224 Shelburne Rd. Shelburne, VT 05482 LANDSCAPE ARCHITECT: Phone:(802)985-5595 Cross Consulting Engineers 103 Fairfax Rd. St. Albans, VT 05478 CIVIL ENGINEER: Phone:(802)524-2113 L-1 LANDSCAPE PLAN LANDSCAPE PLAN 1" = 60'1 0 30'60'120'180' N INTERSTATE HIGHWAY (3)-RS (4)-BC (5)-RS (4)-BC (4)-BC (7)-RS (4)-BC (4)-RS (2)-BC (3)-RS (2)-QM (3)-SR (6)-PG (4)-PS (5)-PG (2)-PS (3)-PG (5)-PS (2)-PG (7)-PS (4)-PS (147)-TO @ 6' O.C. EX EX (2)-PG (12)-MS (2) - AF (1) - AF (3) - QP (3) - PG (4) - PS (3) - SR (4) - PG (4) - PS (5) - PG (16)-GT (5)-RS SCULPTURE FRONT YARDPROPOSED FEDEX GROUND DISTRIBUTION FACILITY 1 L-2 (45)-TO @ 6' O.C. (1) - SR (6)-SR (3) - QP (9) - QM (3) - SR (12)-UA (5)-UA (16)-GT(10)-QB (6)-QB (3) - PS (4)-SR 296 PARKING SPACES BIKE RACKS SNOW STORAGE AREA SNOW STORAGE AREA SNOW STORAGE AREA SNOW STORAGE AREA SNOW STORAGE AREA SNOW STORAGE AREA 340 3 4 5 341 342 3 4 3 3 4 4 346 ReArch Company 88 Technology Park Way South Burlington, VT 05403 DESIGN BUILDER: S2 Architecture 5224 Shelburne Rd. Shelburne, VT 05482 ARCHITECT: Phone:(802)863-8727 Phone:(802)985-5595 Community Drive South Burlington, VT FedEx Ground Distribution Facility DATE:6.10.19 REVISIONS S2 Architecture 5224 Shelburne Rd. Shelburne, VT 05482 LANDSCAPE ARCHITECT: Phone:(802)985-5595 Cross Consulting Engineers 103 Fairfax Rd. St. Albans, VT 05478 CIVIL ENGINEER: Phone:(802)524-2113 L-2 LANDSCAPE PLAN &DETAILS ENLARGED FRONT YARD LANDSCAPE PLAN 1" = 30'1 N (4)-PS (12)-MS (2) - AF (1) - AF PROPOSED FEDEX GROUND DISTRIBUTION FACILITY (45)-TO @ 6' O.C. 0 15'30'60'90'COMMU NIT Y D RI VE EVERGREEN HEDGE GATE PEDESTRIAN PATH TO BUILDING ENTRANCE POND SIDEWALK (TYP.) FENCE SHRUB PLANTING DETAIL NTS4 EVERGREEN TREE PLANTING DETAIL NTS3 DECIDUOUS TREE PLANTING DETAIL NTS2 (4) - PG (4) - PS (5) - PG (147)-TO @ 6' O.C. (3) - QP (3) -QP (9) - QR (2)-PG (7)-PS (2)-PG (6)-SR (5) - UA (1) - SR EX EX (3) - SRFRONT YARDBENCHES (1 OF 3) SNOW STORAGE AREA (TYP.) (3) - PG BENCH NTS5 330335 340 345 3313323 3 3 3 3 4 336 337 338 339 341 3 4 2 3 4 3 344 346 347 23'-6" CLEAR4'-10 1/2"STRUCT.M.E.P.SPACE31'-0"339.6' (339'-7 1/4") AVG. EXISTING GRADE MECH. EXHAUST UNIT 374.9' (374'-10 3/4") T.O.PARAPET 376.7' (376'-8 1/4") T.O. MECH. UNIT 372'-3 1/4" T.O. STEEL 343.9' (343'-10 3/4") T.O.SLAB 1'-9 1/2"35'-0"4'-3 1/2"374.6' (374'-7 1/4") 35' ABOVE AVG. EXSTG. GRADE2'-1"ReArch Company 88 Technology Park Way South Burlington, VT 05403 DESIGN BUILDER: S2 Architecture 5224 Shelburne Rd. Shelburne, VT 05482 ARCHITECT: Phone:(802)863-8727 Phone:(802)985-5595 Community Drive South Burlington, VT FedEx Ground Distribution Facility DATE:6.10.19 REVISIONS S2 Architecture 5224 Shelburne Rd. Shelburne, VT 05482 LANDSCAPE ARCHITECT: Phone:(802)985-5595 Cross Consulting Engineers 103 Fairfax Rd. St. Albans, VT 05478 CIVIL ENGINEER: Phone:(802)524-2113 H-1 HEIGHT DIAGRAM FEDEX GROUND DISTRIBUTION FACILITY - HEIGHT DIAGRAM 1" = 30'1 N 0 15'30'60'90' EXISTING GRADE @ CORNER = 345.17' EXISTING GRADE @ CORNER = 339.39' EXISTING GRADE @ CORNER = 332.54' EXISTING GRADE @ CORNER = 342.19' PROPOSED FEDEX GROUND DISTRIBUTION FACILITIES FINISH FLOOR = 343.9' AVERAGE EXISTING GRADE = 339.6' TYPICAL WALL SECTION SCALE: 1/4" = 1'-0"2 EXISTING GRADE @ CORNER = 340.87' EXISTING GRADE @ CORNER = 340.77' 444'-8" 1'-4" 48'-0"48'-0"60'-0"48'-0"48'-0"60'-0"22'-0"48'-0"60'-0"24'-0" 1'-4" 1'-4" 42'-0"48'-0"36'-0"42'-0"42'-0"42'-0"38'-0" roundG 38'-0"24'-0"48'-0"60'-0"48'-0"60'-0"48'-0"60'-0"48'-0"48'-0" 482'-8" 38'-0" 22'-0" 42'-0"48'-0"36'-0"42'-0"42'-0"42'-0"38'-0" 292'-8" 292'-8" 1'-4" 1'-4" 1'-4" 1'-4" 1'-4" 1'-4" A2.2 1 1'1'1.5'1.5'1.8 2 3 4 5 6 7 8 9 10 '10' 24'-0" 1 '1'1.5 '1.5'1.82345678910'10''1.8' 38'-0"24'-0" A2.2 3 A2.2 2 A'A'B C C.8 D E F G H 'H''C.8' A 'A'BCDEFGH'H' 1'-4" ReArch Company 88 Technology Park Way South Burlington, VT 05403 DESIGN BUILDER: S2 Architecture 5224 Shelburne Rd. Shelburne, VT 05482 ARCHITECT: Phone:(802)863-8727 Phone:(802)985-5595 Community Drive South Burlington, VT FedEx Ground Distribution Facility DATE:6.10.19 REVISIONS S2 Architecture 5224 Shelburne Rd. Shelburne, VT 05482 LANDSCAPE ARCHITECT: Phone:(802)985-5595 Cross Consulting Engineers 103 Fairfax Rd. St. Albans, VT 05478 CIVIL ENGINEER: Phone:(802)524-2113 EAST ELEVATION SCALE: 1"=20'1 A2.1 ELEVATIONS N WEST ELEVATION SCALE: 1"=20'2 SOUTH ELEVATION SCALE: 1"=20'3 NORTH ELEVATION SCALE: 1"=20'4 60'-0"48'-0"22'-0"38'-0"24'-0" 1'-4" 1'-4"PRE-FINISHED METAL PANELS (TYP.) PRECAST CONCRETE PRE-FINISHED ALUMINUM WINDOWBRICK PRE-FINISHED METAL TRIM (TYP.) A3.1 2 A3.1 3 A3.1 1 4 '1.8'3 2 1.8 1.5 1'1.5''1' 374'-10 3/4" T.O. PARAPET 360'-6 3/4" T.O. PARAPET 343'-10 3/4" T.O. SLAB roundG 42'-0"48'-0"28'-0" 1'-4" 6'-8"42'-0" PRE-FINISHED METAL PANELS (TYP.) PRE-FINISHED METAL TRIM PRECAST CONCRETE PRE-FINISHED ALUMINUM WINDOW (TYP.) BRICK PRECAST CONCRETE 374'-10 3/4" T.O. PARAPET 343'-10 3/4" T.O. SLAB 360'-6 3/4" T.O. PARAPET A3.1 1 A3.1 2 BA'A'C.5 C.8 'C.8'D E'C.5' 24'-0"38'-0"22'-0"48'-0" PRE-FINISHED METAL TRIM PRECAST CONCRETE PRE-FINISHED ALUMINUM WINDOW PRE-FINISHED METAL VENTILATION LOUVER BRICK A3.1 1 A3.1 3 A3.1 2 A3.1 4 1'1'1.5'1.5'1.8 2 3 343'-10 3/4" T.O. SLAB 360'-6 3/4" T.O. PARAPET 374'-10 3/4" T.O. PARAPET ReArch Company 88 Technology Park Way South Burlington, VT 05403 DESIGN BUILDER: S2 Architecture 5224 Shelburne Rd. Shelburne, VT 05482 ARCHITECT: Phone:(802)863-8727 Phone:(802)985-5595 Community Drive South Burlington, VT FedEx Ground Distribution Facility DATE:6.10.19 REVISIONS S2 Architecture 5224 Shelburne Rd. Shelburne, VT 05482 LANDSCAPE ARCHITECT: Phone:(802)985-5595 Cross Consulting Engineers 103 Fairfax Rd. St. Albans, VT 05478 CIVIL ENGINEER: Phone:(802)524-2113 PARTIAL NORTH ELEVATION SCALE: 1/8"=1'-0"1 A2.2 ENLARGED ELEVATIONS PARTIAL WEST ELEVATION SCALE: 1/8"=1'-0"2 PARTIAL SOUTH ELEVATION SCALE: 1/8"=1'-0"3 124'-6"61'-2"48'-0"60'-0"48'-0"48'-0"60'-0"48'-0"60'-0"49'-2"43'-2"48'-0"36'-0"42'-0"42'-0"42'-0"39'-2"61'-2"48'-0"60'-0"48'-0"48'-0"60'-0"48'-0"49'-2"292'-4" 39'-2"42'-0"42'-0"42'-0"36'-0"48'-0"43'-2"482'-4"24'-8"170'-10"9'-8"8'-0"12'-0"12'-0"12'-0"12'-0"12'-0"12'-0"12'-0"12'-0"12'-0"12'-0"12'-0"12'-0"14'-9"12'-0"12'-0"12'-0"12'-0"9'-3"12'-0"12'-0"12'-0"12'-0"12'-0"12'-0"12'-0"12'-0"7'-2"1234BCDEFGHA1.51.811'-6"37'-2" 6'-0" 24'-0"12'-0"12'-0"12'-0"6'-0"6'-0"6'-0"6'-0" 2'-0"56789106'-0"24'-6"29'-6"14'-0"9'-0"6'-8"31'-10"7'-8"6'-0"12'-0"6'-0"10'-6"6'-0"15'-0"A1.31A1.32DISTRIBUTIONAREADA1ADMIN OFFICE(REFER TO ENLARGED FLOORPLANS FOR ADDITIONALDETAIL)BCAC8506'-10"12'-0"6'-0"6'-0"12'-0"6'-0"6'-0"12'-0"6'-0"6'-0"12'-0"24'-0"12'-0"24'-0"14'-9"9'-3"12'-0"6'-0"6'-0"6'-0"6'-0"6'-0"6'-0"6'-0"12'-0"23456789101112131415161718192021D-#2223242526D-#272829303132333435363738394041D-#D-#42D-#43D-#44D-#45D-#46D-#63'-2"121'-6"292'-4"60'-0"108'-0"25'-2"108'-0"108'-0"113'-10"19'-4"11'-6"11'-6"11'-6"11'-6"12'-0" 6'-0"6'-0" 12'-0" 30'-4"C.87'-10"22'-6"BICYCLESTORAGEAREACLOTHESLOCKERSReArch Company88 Technology Park WaySouth Burlington, VT 05403DESIGN BUILDER:S2 Architecture5224 Shelburne Rd.Shelburne, VT 05482ARCHITECT:Phone:(802)863-8727Phone:(802)985-5595Community DriveSouth Burlington, VTFedEx GroundDistribution FacilityDATE:6.28.19REVISIONSS2 Architecture5224 Shelburne Rd.Shelburne, VT 05482LANDSCAPE ARCHITECT:Phone:(802)985-5595Cross Consulting Engineers103 Fairfax Rd.St. Albans, VT 05478CIVIL ENGINEER:Phone:(802)524-2113FLOOR PLANSCALE: 1"=20'1A1.1FLOOR PLANN 9'-5 1/2"8'-5"8'-5"8'-5"28'-5 1/2"SECURITYSPECIALIST21OFFICE40P&DMANAGER3BREAKROOM39TRAINING &MEETING8SORTMANAGER4RESTROOM16RESTROOM15GENERALSTORAGE9OPPSCOORDS.7ACOMPUTERROOMC1SENIORMANAGER2ASSISTANTSENIORMANAGER2AGENERALOFFICE1JANITOR14KITCHENETTE37MEN17WOMEN18OPS MGRS DOCK/AREA MANAGER7APPLICATIONS19INTERVIEW20PACKAGEPICK-UPDS4P&DCHECK-IN5P&DMANAGER3CABINET STORAGE STORAGE CABINET COAT RACKCOPIER5'-1"9'-1"10'-8 1/4"10'-9"13'-8 1/2" 10'-4 1/4"5'-10 3/4"10'-10"11'-11"6'-0 1/2" 2'-8"1'-6"11'-11" 8'-10 1/2"16'-10 1/2"13'-8 1/2"5'-1"25'-3"9'-4"9'-4"11'-11"9'-5"10'-8"21'-0 1/2"8'-9"22'-7 1/2"13'-10 1/2"12'-6"10'-11 1/2"15'-5"8'-0"15'-0"6'-0"10'-6"6'-0"12'-0"6'-0"7'-8"6'-0"24'-6"16'-0"6'-0"7'-6"14'-0"9'-0"6'-8"12'-0" 2'-6"7'-5" 1'-3" 3'-6"9'-10" 1'-3" 3'-6" 1'-3" 1'-8"1'-3" 3'-6"7'-7"5'-0" 1'-8" 13'-8"11.51.8BCA5'-1"15'-5"10'-11 1/2"15'-3 1/2"63'-2"4'-7 1/2"13'-11 1/2"12'-5"8'-9"1'-11"14'-6" 18'-3 1/2" 8'-5"8'-5"DRIVERCHECK-IN6VESTIBULE106'-0 3/4"1'-4 3/4"7'-0 1/2"18'-4"9'-1 1/2"9'-2 1/2"2'-2"C8WOMENTR1MENTR2JANITORJ1ReArch Company88 Technology Park WaySouth Burlington, VT 05403DESIGN BUILDER:S2 Architecture5224 Shelburne Rd.Shelburne, VT 05482ARCHITECT:Phone:(802)863-8727Phone:(802)985-5595Community DriveSouth Burlington, VTFedEx GroundDistribution FacilityDATE:6.28.19REVISIONSS2 Architecture5224 Shelburne Rd.Shelburne, VT 05482LANDSCAPE ARCHITECT:Phone:(802)985-5595Cross Consulting Engineers103 Fairfax Rd.St. Albans, VT 05478CIVIL ENGINEER:Phone:(802)524-2113ENLARGED OFFICE PLANSSCALE: 3/16" = 1'-0"1A1.3ENLARGEDPLANSNENLARGED WAREHOUSE RESTROOM PLANSCALE: 3/16" = 1'-0"2 STOPSTOPKIMBALL AVE.KIMBALL AVE.GREGORY DR. COMMUNITY DR. Q:\2015 Drawings\15011 SunCap Property\Current\C-1 Intersection Improvement Plans.dwg Plotted: 6/5/2019 10:23:08 AM Proposed Distribution Facility South Burlington, VT Charlotte, NC SunCap Property Group C-03Community DriveCIVIL CONSULTING ENGINEERS, CROSS APPROVED: PHC CHECKED: PHC DRAWN: DSW DESIGN: DSW DATE: 2019-06-10 PROJECT: 15011 P.C. Kimball Ave. & Community Dr. Improvement Plan St. Albans, Vermont 05478 Cross Consulting Engineers, P.C. Fax. 802-524-9681 103 Fairfax Rd. Tel. 802-524-2113 ©COPYRIGHT 2019 STOP STOP \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\cad\ts\57831_JDBwrk.dwg October 10, 2018 Figure 1Roundabout Concept Kimball Ave and Community Drive 0 40 Feet80 Telecom pedestal KIMBALL AVE COMMUNITY DRGREGORY DR140 ft Existing Right-of-Way Transformer andtelecom pedestal Overhead light Right-of-wayImpacts MEMORANDUM BUCKHURST FISH & JACQUEMART, INC. 115 FIFTH AVENUE NEW YORK, NY 10003 T. 212.353.7474 F. 212.353.7494 Date: July 5, 2019 To: Marla Keene, PE, Development Review Planner Paul Conner, AICP, MCIP, Director of Planning & Zoning Ray Belair, Administrative Officer From: Georges Jacquemart Contact Information: T. 212.353.7477 F. 212.353.7494 E. G.Jacquemart@bfjplanning.com Subject: Review of Traffic Impacts for Proposed FedEx Ground Distribution Center This memorandum responds to the January 4, 2019 VHB Memorandum addressed to Mr. Peter Cross responding to the December 10, 2018 BFJ comments on the original traffic impact analysis. The January 2019 VHB Memo addresses our comments to our satisfaction, except for the following: Comment #1, Traffic Generation: VHB does not substantively respond to our comment. We expected to obtain a better explanation of how the traffic generation estimates were derived for this facility and what the basis of the site specific estimation is. The statement that the traffic generation used for this project is 30% higher than the ITE traffic rate for high-cube fulfillment center warehouses is not sufficient for us to confirm that this is a correct assumption. Comment #5, Feasibility of Roundabout at Kimball Avenue and Community Drive East/Gregory Drive: The statement that the size of the roundabout cannot be reduced because of the design requirements for WB 67 semi- trailers is incorrect. WB 67 trucks can be accommodated in roundabouts with an inscribed diameter of 110 to 120’. The very large trucks affect the internal landscaped circle diameter. An example of this can be seen in the center of Glens Falls, NY: that roundabout has an external diameter of 115’ and a small central island. It is designed for WB67s to make U-turns. Another alternative may be to design a mini-roundabout with a fully mountable central island and an inscribed diameter of maybe 80 feet. Either one of these alternatives can be designed with appropriate deflection for each entry. Roundabouts are generally safer than signalized intersections, have a traffic calming effect that signalized intersection don’t have and in this case do not need the additional turning lanes that are needed for signalized intersections. Delays are typically shorter than for signalized intersections, especially during off-peak hours. This FedEx facility is projected to generate significant traffic volumes during off-peak hours that would benefit from the shorter delays during these hours. Comment #6, Parking Stall Widths: The parking industry considers stall widths of 8.5’ as good practice for employee parking in a 90 degree parking layout. Given the high number of parking spaces for this facility it would be beneficial to allow stalls that are narrower than 9 feet. Comment #7, Covered Bicycle Parking: Covered bicycle parking is a valued amenity for bicycle commuters. This will be more important as we will see more e-bikes in circulation. Please let us know if you have any questions. \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex TIS - Response to BFJ Comments - 2019-01-04.docx 40 IDX Drive Building 100, Suite 200 South Burlington, VT 05403-7771 P 802.497.6100 To: Mr. Peter Cross Cross Consulting Engineers 103 Fairfax Road St. Albans City, VT 05478 Date: January 4, 2019 Project #: 57831.03 From: David Saladino, P.E., AICP Jenny Austin, P.E. Re: Proposed Fed Ex Ground Distribution Center Response to BFJ Planning comments dated 12.10.2018 on Traffic Impact Study VHB has received and reviewed comments from BFJ Planning regarding the Traffic Impact Study (TIS) dated October 1, 2018 prepared by VHB. The following serves as responses to these comments. Adequacy and Completeness Comments 1. Comment: It appears from Figure 3 that only 95% of the generated traffic is assigned to the local road network. This conclusion is based on a screenline drawn near the edges of Figure 3 north of I-89. VHB should review this traffic distribution and present a more complete picture of the traffic assignments for all the links connecting to the intersections being studied. Response: Although there was a slight error in the values in the Figure 3 graphic, the trip generation and distribution data used for analyses matches 100% of the site-generated traffic. A revised Figure 3: Site Generated Trip Distribution is shown below to match trip generation in the analyses. Ref: 57831.03 January 4, 2019 Page 2 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex TIS - Response to BFJ Comments - 2019-01-04.docx General Comments 1. Comment: Traffic Generation: Traffic generation of the proposed project is estimated at about 230 vehicle trips in each the AM and PM peak hours with roughly half of the trips inbound and half outbound. The site plan shows a total of 299 parking spaces presumably for employees. This is an unusual application in the sense that there are no comparable data available from the Institute of Transportation Engineers (ITE) for this use. VHB undertook the traffic impact analysis based on traffic generation data obtained from the SunCap Property Group. Whereas we have no reason to doubt the data, it is difficult to verify these data and to confirm the impacts. The traffic generation data are presented as the “full phase” generation. The applicant should explain in more detail why and how these data were selected. It may be prudent to undertake a verification of the traffic generation at a point when the facility operates at 50% of its long-term capacity or another appropriate phase. The impact analysis can then be confirmed or adjusted based on the verification of the generation. Response: The trip generation uses more site-specific data than the ITE Trip Generation Manual and, as noted in the Traffic Impact Study, is 30% higher than the most applicable ITE Trip Generation Land Use Code (i.e. Land Use 155 – High-Cube Fulfillment Center Warehouse). Verification is being offered in the form of FedEx’s trip generation estimates being based on historical data, combined with their market-specific estimates for this specific facility. Due to the fact that: (1) trip generation is estimated to be more conservative than what would be estimated in the ITE Trip Generation Manual, and (2) the data used is site-specific, we feel the trip generation provided in the October 1, 2018 Traffic Impact Study is reasonable. 2. Comment: Intersection of VT 2A at Marshall Avenue / Maple Tree Place: This intersection is projected to operate at Level of Service (LOS F) with average delays ranging from 92 to 126 seconds per vehicle in the future without this project and future with this project. Retiming of the signal phases would improve the level to E. Response: Signal optimization would be recommended as part of general signal operations maintenance over time, which would be done by VTrans. The analyses show delays before and after the project with existing timings for comparison. This intersection is outside of South Burlington, therefore not within the City’s jurisdiction. The project team met with Town of Williston Planning Department staff earlier in 2018 to brief them on the project and they understood that the primary mitigation for this intersection would come through VTrans’ programmed Exit 12 improvements. During the Act 250 review process, it is likely that VTrans will require the Applicant to pay Act 145 traffic impact fees towards the Exit 12 project, thus mitigating project impacts at the VT 2A/Marshall Avenue intersection. 3. Comment: Intersection of Kimball Avenue and Community Drive West: The Community Dr NB approach to Kimball Avenue is predicted to change from LOS D to LOS E in the PM peak hour as the result of this application. FedEx would add 54 NB vehicles to this approach in the PM peak hour, or a total of 121 vehicles trips. No mitigation is proposed at this location. Ref: 57831.03 January 4, 2019 Page 3 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex TIS - Response to BFJ Comments - 2019-01-04.docx Response: With the recommended signalization of the Kimball Avenue and Community Drive East intersection, it is anticipated that a sizeable portion of vehicles that currently use and are proposed to use the Community Drive West intersection will instead use the Community Drive East intersection to access Kimball Avenue due to the reduced delays resulting from the signalization at the Community Drive East intersection. Assuming that 40% of the vehicles currently exiting Community Drive at the Community Drive West intersection instead use the Community Drive East intersection with Kimball Avenue will result in a LOS D or better for all lanes during the 2024 PM Build Scenario at the Community Drive West intersection with Kimball Avenue. Given the distribution of parking within Technology Park and the location of access points onto Community Drive, this shift feels reasonable once signalization (or a roundabout) is added at the Community Drive East/Kimball Avenue intersection. Because a right turn on a major approach is more of a free flow movement, it is assumed that existing and future eastbound right turns at the Community Drive West intersection would continue using the Community Drive West intersection and not switch to the Community Drive East intersection with the signalization in place. 4. Comment: Intersection of Kimball Avenue and Community Drive East / Gregory Drive: This intersection currently operates as a 4-way stop controlled intersection with protected left-turn lanes on the eastbound and westbound approaches of Kimball Avenue. The Kimball Avenue approaches are projected to change from LOS D to LOS E in the PM peak hour as the result of this project. FedEx would add a total of 110 vehicle trips to this intersection in the PM peak hour. VHB projects that a traffic signal will be warranted at this intersection and recommends the installation of a signal in conjunction with wider turning radii in the southeast and southwest quadrants and the relocation of the stop bars to accommodate the larger truck turning paths. The signalized intersection is projected to operate at LOS B. VHB should also address whether the left-turn lanes along Kimball Ave need to be lengthened and how the shared path along the southern side of Kimball Avenue would be relocated to cross Community Drive. Response: Recommended left-turn lane storage lengths were calculated based on projected traffic volumes. The eastbound approach is recommended to have a total storage plus taper length of 300-feet. The westbound approach is recommended to have a total storage plus taper length of 320-feet. Based on existing geometry, it is recommended the total storage and taper lengths for the eastbound and westbound left turn lanes be increased by 90-feet and 85-feet, respectively. This includes an additional 55-feet of storage length and 35-feet of taper for the eastbound left turn lane and an additional 40-feet of storage length and 45-feet of taper for the westbound turn lane. The shared use path at the intersection will need to be modified to accommodate proposed changes to the intersection. This level of detail will be finalized during the intersection design phase. 5. Comment: Roundabout at Kimball Ave and Community Drive East / Gregory Drive: The VHB TIS does not address the feasibility of a roundabout, although a conceptual drawing and a LOS calculation have been submitted separately. The roundabout concept shows a design of a single-lane roundabout with a 140-foot inscribed diameter Ref: 57831.03 January 4, 2019 Page 4 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex TIS - Response to BFJ Comments - 2019-01-04.docx and with the annotations of right-of-way impacts on all 4 quadrants and conflicts with physical features (Telecom pedestals, transformer, overhead lights…). The roundabout is projected to operate at LOS A. We believe that these 2 alternatives need more detailed evaluation and comparison given that typical roundabouts have shorter delays for all users (including FedEx traffic) and better safety. We recommend that a roundabout design with a 110’ or 120’ diameter be evaluated and that would be shifted slightly to the south so that it avoids the relocation of the physical features north of Kimball Avenue. This would mean that both alternatives have right-of- way impacts to the south need to relocate the overhead light and relocate the shared path. Cost Comparisons should also be undertaken. Response: The signalized intersection is FedEx’s preferred alternative and the resulting Levels of Service with the signal in place meet VTrans’ Level of Service Policy. Based on truck movement evaluations with WB-67 and WB- 67D design vehicles, the 140’ inscribed diameter was needed to adequately accommodate these movements. We would have concerns shifting the roundabout to the south as it would reduce or eliminate vehicle deflection for westbound vehicles, potentially resulting in safety issues due to high speeds of entry for these vehicles. Finally, in order to maintain the project’s anticipated schedule, it is important for the traffic signal to be operational at the time of the facility opening. 6. Comment: Employee Parking: The sketch plan shows a total of 299 spaces titled “Facility Parking”. This substantial number of parking spaces should be explained and supported, given its impact on the site plan and stormwater runoff. Are these all employee spaces? What is the highest number of employees per shift? Could employee spaces be designed with an 8’6” width instead of 9’? Response: There will be 406 employees at capacity, operating on two or three shifts (based on seasonal demand). The number of parking spaces is designed to accommodate shift overlap. The parking stall width will be 9’ to meet South Burlington regulations. 7. Comment: Bicycle Parking: The sketch plan shows a small area designated as “bicycle parking”. We recommend that bicycle parking be covered and possibly in a bicycle room inside the building. Response: The applicant intends to comply with the requirements of the Zoning Ordinance for both short-term and long-term bicycle parking. MEMORANDUM BUCKHURST FISH & JACQUEMART, INC. 115 FIFTH AVENUE NEW YORK, NY 10003 T. 212.353.7474 F. 212.353.7494 Date: December 10, 2018 To: Marla Keene, PE, Development Review Planner Paul Conner, AICP, MCIP, Director of Planning & Zoning Ray Belair, Administrative Officer From: Georges Jacquemart Contact Information: T. 212.353.7477 F. 212.353.7494 E. G.Jacquemart@bfjplanning.com Subject: Review of Traffic Impact Study for Proposed FedEx Ground Distribution Center The purpose of this memorandum is to review the October 1, 2018 VHB Memorandum addressed to Mr. Peter Cross presenting the Traffic Impact Study (TIS) for the proposed FedEx Ground Distribution Center to be located on Community Drive in the City’s Technology Park. We also reviewed the site plan (Sketch Plan) prepared by Cross Consulting Engineers dated 2018-10-1. The site is proposed on the southern portion of Community Drive across from 30 Community Drive and close to the I-89 right of way. The study has been undertaken in a professional manner and follows the standard procedures for these types of studies. In terms of adequacy and completeness of the TIS we have only 1 comment: • It appears from Figure 3 that only 95% of the generated traffic is assigned to the local road network. This conclusion is based on a screenline drawn near the edges of Figure 3 north of I-89. VHB should review this traffic distribution and present a more complete picture of the traffic assignments for all the links connecting to the intersections being studied. I have the following comments in terms of traffic observations and issues related to the traffic impacts and mitigation measures related to this application: Traffic Generation: Traffic generation of the proposed project is estimated at about 230 vehicle trips in each the AM and PM peak hours with roughly half of the trips inbound and half outbound. The site plan shows a total of 299 parking spaces presumably for employees. This is an unusual application in the sense that there are no comparable data available from the Institute of Transportation Engineers (ITE) for this use. VHB undertook the traffic impact analysis based on traffic generation data obtained from the SunCap Property Group. Whereas we have no reason to doubt the data, it is difficult to verify these data and to confirm the impacts. The traffic generation data are presented as the “full phase” generation. The applicant should explain in more detail why and how these data were selected. It may be prudent to undertake a verification of the traffic generation at a point when the facility operates at 50% of its long-term capacity or another appropriate phase. The impact analysis can then be confirmed or adjusted based on the verification of the generation. Intersection of VT 2A at Marshall Avenue / Maple Tree Place: This intersection is projected to operate at Level of Service (LOS F) with average delays ranging from 92 to 126 seconds per vehicle in the future without this project and future with this project. Retiming of the signal phases would improve the level to E. Intersection of Kimball Avenue and Community Drive West: The Community Dr NB approach to Kimball Avenue is predicted to change from LOS D to LOS E in the PM peak hour as the result of this application. FedEx would add 54 NB vehicles to this approach in the PM peak hour, or a total of 121 vehicles trips. No mitigation is proposed at this location. MEMORANDUM BUCKHURST FISH JACQUEMART, INC. 115 FIFTH AVENUE NEW YORK, NY 10003 T. 212.353.7474 F. 212.353.7494 Review of Traffic Impact Study for FedEx Ground Distribution Center December 10, 2018 Page 2 Intersection of Kimball Avenue and Community Drive East/Gregory Drive: This intersection currently operates as a 4-way stop controlled intersection with protected left-turn lanes on the eastbound and westbound approaches of Kimball Avenue. The Kimball Avenue approaches are projected to change from LOS D to LOS E in the PM peak hour as the result of this project. FedEx would add a total of 110 vehicle trips to this intersection in the PM peak hour. VHB projects that a traffic signal will be warranted at this intersection and recommends the installation of a signal in conjunction with wider turning radii in the southeast and southwest quadrants and the relocation of the stop bars to accommodate the larger truck turning paths. The signalized intersection is projected to operate at LOS B. VHB should also address whether the left-turn lanes along Kimball Ave need to be lengthened and how the shared path along the southern side of Kimball Avenue would be relocated to cross Community Drive. Roundabout at Kimball Ave and Community Drive East/Gregory Drive: The VHB TIS does not address the feasibility of a roundabout, although a conceptual drawing and a LOS calculation have been submitted separately. The roundabout concept shows a design of a single-lane roundabout with a 140-foot inscribed diameter and with the annotations of right-of-way impacts on all 4 quadrants and conflicts with physical features (Telecom pedestals, transformer, overhead lights…). The roundabout is projected to operate at LOS A. We believe that these 2 alternatives need more detailed evaluation and comparison given that typical roundabouts have shorter delays for all users (including FedEx traffic) and better safety. We recommend that a roundabout design with a 110” or 120’ diameter be evaluated and that would be shifted slightly to the south so that it avoids the relocation of the physical features north of Kimball Avenue. This would mean that both alternatives have right-of-way impacts to the south, need to relocate the overhead light and relocate the shared path. Cost comparisons should also be undertaken. Employee Parking: The sketch plan shows a total of 299 spaces titled “Facility Parking”. This fairly substantial number of parking spaces should be explained and supported, given its impact on the site plan and stormwater runoff. Are these all employee spaces? What is the highest number of employees per shift? Could employee spaces be designed with an 8’6” width instead of 9’? Bicycle Parking: The sketch plan shows a small area designated as “bicycle parking”. We recommend that bicyle parking be covered and possibly in a bicycle room inside the building. Please let us know if you have any questions. \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018- 10-01.docx 40 IDX Drive Building 100, Suite 200 South Burlington, VT 05403-7771 P 802.497.6100 To: Mr. Peter Cross Cross Consulting Engineers 103 Fairfax Road St Albans City, VT 05478 Date: October 1, 2018 Project #: 57831.03 From: David Saladino, P.E., AICP Jenny Austin, P.E. Re: Proposed FedEx Ground Distribution Center Traffic Impact Study Technology Park, South Burlington, VT VHB has prepared a Traffic Impact Study (TIS) for a proposed FedEx Ground Distribution Center to be located between I-89 and Community Drive in Technology Park in South Burlington, Vermont. The site has access onto Community Drive opposite the southeasterly 30 Community Drive access driveway. The proposed development program consists of constructing a new 143,713 square foot FedEx Ground distribution center. This TIS includes the following sections: • A description of the existing roadway network in the vicinity of the site; • A review of the VTrans High Crash Location (HCL) Report and summary of HCLs along the project area; • A description of the proposed development program; • A trip generation summary for the proposed development program; • A description of the traffic network; • An evaluation of traffic operations within the study area for 2019 and 2024 weekday morning and evening peak hours; • A traffic signal warrant analysis for the Kimball Avenue / Gregory Drive / Community Drive (east) and Kimball Avenue / Community Drive (west) intersections for the No Build and Build scenarios; • Identified roadway and intersection geometric and traffic control modifications required to accommodate the Build condition; • A summary of anticipated City of South Burlington and VTrans Traffic Impact Fees; and • Conclusions and recommendations to support the project. As part of this study, a total of seven intersections were evaluated and summarized in regard to level of service (LOS), average delay, and volume-to-capacity ratio in order to estimate how the proposed project impacts the local street network. Additional reviews and evaluations are contained within this report which summarize the existing and proposed project area as it relates to traffic and safety impacts. The general project area and traffic study intersections are shown below in Figure 1Error! Reference source not found.. Ref: 57831.01 October 1, 2018 Page 2 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Figure 1: Project Location and Study Area Intersections EXISTING CONDITIONS The site is located between the southeastern corner of Community Drive and I-89 in Technology Park in South Burlington, Vermont. The existing full access site driveway is located opposite the existing southeasterly driveway for the businesses at 30 Community Drive. Adjacent Roadway Characteristics Kimball Avenue is a two-lane roadway (one lane in each direction) that provides an east-west connection between Kennedy Drive to the west and Marshall Avenue to the east. The posted speed limit along Kimball Avenue, adjacent to Community Drive, is 40 miles per hour (mph). A 10-foot wide multi-use path is provided along the south side of Kimball Avenue in the vicinity of Community Drive (from a point approximately 550 feet west of Community Drive (west) to a point approximately 250 feet east of Community Drive (east) / Gregory Drive). A sidewalk is provided along the northern side of Kimball Avenue from Comcast Drive to a point approximately 300 feet east of Community Drive Ref: 57831.01 October 1, 2018 Page 3 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx (east) / Gregory Drive. No crosswalks are currently provided on Kimball Avenue in the vicinity of Community Drive. Land uses along Kimball Avenue are primarily commercial and light industrial. Airport Drive and Kennedy Drive intersect US 2 from the north and south respectively to form a 4-way signalized intersection. US 2 provides a left-turn lane, a through lane and a shared through/right lane in both the eastbound and westbound directions. Airport Drive and Kennedy Drive both provide a left-turn lane, a through lane, and a right-turn lane. The traffic signal provides an exclusive pedestrian phase. Kimball Avenue and Bayberry Lane intersect Kennedy Drive from the east and west respectively to form a 4-way signalized intersection approximately 1,000 feet south of US 2. Kennedy Drive provides a left-turn lane, two through lanes and a right-turn lane in the northbound direction and a left-turn lane, a through lane, and a shared through/right lane in the southbound direction. Kimball Avenue provides a left-turn lane and a shared through/right lane in the westbound direction while Bayberry Lane provides a single multiuse lane in the eastbound direction. Pedestrians are accommodated by an exclusive pedestrian phase at the signal. Community Drive intersects Kimball Avenue at two locations. The western terminus of Community Drive intersects Kimball Avenue to form a 3-way unsignalized intersection, with Comcast Drive intersecting Kimball Avenue from the north approximately 160-feet to the east of Community Drive. Kimball Avenue provides a shared through/right lane in the eastbound direction and a left-turn lane and a through lane in the westbound direction. Community Drive provides a left-turn lane and a right-turn lane and operates under stop control. The second Community Drive intersection with Kimball Avenue is located approximately 1,500 feet to the east of the 3-way intersection. The eastern Community Drive intersection with Kimball Avenue and Gregory Drive is a 4-way stop-controlled intersection. Kimball Avenue provides a left-turn lane and a shared through/right lane in the east and westbound directions. Gregory Drive provides a single multiuse lane in the southbound direction while Community Drive provides a left-turn lane and a shared through/right lane in the northbound direction. To the east in Williston, South Brownell Road intersects Marshall Avenue to form a 4-way signalized intersection. Both the eastbound and westbound approaches on Marshall Avenue provide a single multiuse lane. The northbound approach on South Brownell Road provides a shared left/through lane and a right-turn lane while the southbound approach provides a multiuse lane. Pedestrians are accommodated by an exclusive pedestrian phase at the signal. Further east, Marshall Avenue terminates at the signalized intersection of VT 2A with Maple Tree Place. Marshall Avenue provides a left-turn lane, a through lane and a right-turn lane in the eastbound direction. Maple Tree Place provides two left-turn lanes and a shared through/right lane in the in the westbound direction. VT 2A provides a left-turn lane, a through lane and a shared through/right lane in the southbound direction and a left-turn lane, a through lane, and a right-turn lane in the northbound direction. The traffic signal provides an exclusive pedestrian phase. Ref: 57831.01 October 1, 2018 Page 4 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx CRASH SUMMARY A review of VTrans’ most recent High Crash Location (HCL) Report1 revealed that there is one study area intersection classified as an HCL (VT 2A at Marshall Avenue and Maple Tree Place) and one roadway segment at a study area intersection that is classified as a HCL (US 2 between milemarker 1.658 and 1.958). Table 1 summarizes the two HCL locations at study area intersections. In addition, the VTrans Public Crash Data Query Tool2 was reviewed to investigate project area HCLs for the most recent five-year data (2013-2017). The resulting findings are shown in Table 2. Additional detail of HCL crashes within the project area are included in the Appendix. Table 1: High Crash Locations at Study Area Intersections Table 2: Summary of 5-Year Mapped Crash Data for Project Area HCLs 1 High Crash Location Report: Sections and Intersections. 2012-2016. VTrans Office of Highway Safety Division. 2 VTrans Transportation Data Management System. http://vtrans.ms2soft.com. Queried 04/20/2018. Rank HCL Type Route Town Mileage AADT Crashes Injuries*Ratio Actual/ Critical 42 intersection VT 2A - Marshall Ave.Williston 3.320 - 3.340 31,000 61 5 1.427 444 section US 2 South Burlington 1.658 - 1.958 16,190 75 14 1.298 * No fatalities at HCLs listed High Crash Location VT 2A & Marshall Avenue US 2 segment, mm 1.658 - 1.958 type intersection segment Number of 5 year mapped crashes (2013-2017)55 60 Property Damage Only 93%80% Injury 7%20% Rear End (65%)Rear End (35%) Same Direction Sideswipe (13%)Same Direction Sideswipe (23%) Left Turn and Thru (5%)Left Turn and Thru (15%) Head On (5%)Thru moves only (10%) Rain or Freezing Precipitation 5%7% Wet, Snow, Slush, Ice 9%23% Surface Condition Weather Crash Type Top Four Collision Types Ref: 57831.01 October 1, 2018 Page 5 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx PROPOSED DEVELOPMENT The site is located in Technology Park on the southeastern portion of Community Drive adjacent to I-89. The proposed development program consists of constructing a new 143,713 square foot FedEx Ground distribution center with full access and egress at the existing Community Drive driveway, located opposite the southeasterly driveway to the 30 Community Drive businesses. The proposed site layout is shown in Figure 2. Figure 2: Proposed Site Plan Ref: 57831.01 October 1, 2018 Page 6 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx TRIP GENERATION Trip generation estimates were obtained from FedEx for this facility based internal logistics planning and represent full operations during peak seasonal operating conditions (i.e. Christmas holiday). The trip generation figures provided by FedEx and used in this traffic study are approximately 30% higher than ITE trip generation estimates for Land Use 155 – High-Cube Fulfillment Center Warehouse. Table 3 summarizes the trip generation estimates for the proposed development program. Approximately 90% of the daily trip generation from the site is anticipated to be comprised of automobiles and vans. Table 3: Trip Generation Summary Additional hourly trip generation estimates for the project are provided in the Appendix. Period Total Peak Hour Site Generated Trips Weekday Morning Peak Hour Enter 114 Exit 118 Total 232 Weekday Evening Peak Hour Enter 128 Exit 102 Total 230 Ref: 57831.01 October 1, 2018 Page 7 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx TRIP DISTRIBUTION The site-generated trips were distributed onto the adjacent street network based on a combination of anticipated vehicle trip routing and existing travel patterns within the project study area. Trips were distributed to the roadway network as shown in Figure 3. Figure 3: Site Generated Trip Distribution TRAFFIC NETWORK The weekday morning and evening peak periods were selected for analysis purposes as they represent the peak conditions for the site-generated traffic and the adjacent street system. Turning movement traffic counts collected by VTrans and VHB during the weekday morning and evening peak periods were used as the basis for the capacity analyses. To evaluate the impact of the proposed development within the study area, the peak hour traffic volumes were projected to the opening year (2019) of the development and a 5-year forecast horizon (2024). Seasonal Variation Since it is impractical to design for the highest volume encountered during the year, VTrans guidelines recommend a compromise between capacity and cost. Design Hourly Volume (DHV) criteria allow roads to be designed for the 30th Ref: 57831.01 October 1, 2018 Page 8 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx highest hourly volume of the year. Data obtained on the VTrans Transportation Data Management System3 was used to establish appropriate DHV adjustment factors. DHV adjustment factors for the study area intersections range from 1.00 to 1.16 and can be found in the Appendix. Background Growth Background traffic growth is a function of expected land development in the region. To predict a rate at which traffic can be expected to grow during the forecast period, historical traffic growth was examined. The regression analysis chart in the 2016 VTrans Redbook4 suggests a background growth rate of 1.03 for projecting traffic volumes from 2019 to 2024. No Build and Build Traffic Networks The 2024 No Build traffic volumes were developed by applying the growth factors from the VTrans regression analysis chart to DHV-adjusted peak hour traffic volumes. Based on the expected trip distribution, the site-generated trips were added to the 2019 and 2024 No Build peak hour traffic volumes to establish the 2019 and 2024 Build networks. It should be noted that no reduction of traffic was taken for the removal of the existing FedEx Ground facility on Marshall Avenue in Williston to provide a conservative evaluation for the Build condition. The 2019 and 2024 No Build and Build weekday morning and evening DHVs are provided in the Appendix. TRAFFIC ANALYSES Intersection Capacity Analyses Intersection capacity analyses were performed for the study area intersections. Levels of service (LOS) were calculated based on the criteria published in the 2000 Highway Capacity Manual5. Level of service is the term that defines the conditions that may occur on a given roadway or at an intersection when accommodating various traffic volume loads. Levels of service range from A to F with LOS A representing free-flowing operating conditions and LOS F representing highly-congested conditions. Copies of the LOS calculations have been provided in the Appendix. As described previously, the traffic evaluation is based on the FedEx Full Phase traffic flow projections, which are expected to represent peak operational conditions such as the holiday shipping period. Additionally, no reduction was taken for the removal of the existing FedEx Ground facility that will be vacated upon opening the proposed facility on Community Drive. Therefore, the traffic operations reported herein represent peak conditions for the full build out of the FedEx facility. Lower traffic volume demands and better traffic operations are expected during the majority of the year and prior to the full build out of the facility. Table 4 and Table 5 summarize the operational analysis at the signalized and unsignalized study area intersections, respectively. Signalized intersections are summarized by overall traffic operations of the intersection, and unsignalized intersections are summarized by approach traffic operations. 3 VTrans Transportation Data Management System. http://vtrans.ms2soft.com. Queried 04/26/18. 4 Continuous Traffic Counter Report (The Redbook), Based on 2016 Traffic Data. Vermont Agency of Transportation, August 2017. 5 Highway Capacity Manual, Federal Highway Administration, Transportation Research Board, 2000. Ref: 57831.01 October 1, 2018 Page 9 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Table 4: Signalized Intersection Capacity Analysis Summary Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 1. US 2 at Kennedy Dr /Morning 0.55 28 C 0.58 29 C Airport Dr Evening 0.63 38 D 0.64 38 D 2. Kennedy Dr at Morning 0.53 29 C 0.57 30 C Kimball Ave / Bayberry Ln Evening 0.61 34 C 0.65 39 D 5. Marshall Ave at Morning 0.44 12 B 0.48 12 B S. Brownell Rd Evening 0.7 14 B 0.72 15 B 6. VT 2A at Marshall Ave / Morning 0.77 97 F 0.79 98 F Maple Tree Pl Evening 0.89 114 F 0.91 123 F Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 1. US 2 at Kennedy Dr /Morning 0.57 29 C 0.60 30 C Airport Dr Evening 0.65 38 D 0.67 38 D 2. Kennedy Dr at Morning 0.55 30 C 0.59 30 C Kimball Ave / Bayberry Ln Evening 0.63 36 D 0.67 40 D 5. Marshall Ave at Morning 0.45 12 B 0.49 13 B S. Brownell Rd Evening 0.71 15 B 0.74 16 B 6. VT 2A at Marshall Ave / Morning 0.79 92 F 0.82 93 F Maple Tree Pl Evening 0.91 125 F 0.94 126 F * volume to capacity ratio ** delay per vehicle, in seconds *** level of service 2024 Build2024 No Build 2019 No Build 2019 Build Ref: 57831.01 October 1, 2018 Page 10 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Table 5: Unsignalized Intersection Capacity Analysis Summary Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 3. Kimball Ave at Community Dr (West) EB from Kimball Ave Morning 0.33 0 A 0.37 0 A WB left from Kimball Ave 0.02 9 0.03 9 WB through from Kimball Ave 0.26 0 0.26 0 NB left from Community Dr 0.03 19 0.27 25 NB right from Community Dr 0 0 0 12 EB from Kimball Ave Evening 0.27 0 A 0.31 0 A WB left from Kimball Ave 0 8 0.01 9 WB through from Kimball Ave 0.41 0 0.41 0 NB left from Community Dr 0.32 29 0.58 45 NB right from Community Dr 0.03 11 0.04 11 4. Kimball Ave at Community Dr (East) EB left from Kimball Ave Morning 0.09 9 0.10 9 EB through/right from Kimball Ave 0.59 16 0.63 18 WB left from Kimball Ave 0.15 9 0.23 11 WB through/right from Kimball Ave 0.62 17 0.66 19 NB left from Community Dr 0.08 10 0.09 11 NB right from Community Dr 0.04 9 0.15 10 SB from Gregory Dr 0.30 12 B 0.33 13 B EB left from Kimball Ave Evening 0.11 10 0.11 11 EB through/right from Kimball Ave 0.77 28 0.82 34 WB left from Kimball Ave 0.05 10 0.15 11 WB through/right from Kimball Ave 0.79 30 0.83 35 NB left from Community Dr 0.29 13 0.31 14 NB right from Community Dr 0.24 11 0.34 13 SB from Gregory Dr 0.29 14 B 0.34 15 B 7. Community Dr at Site driveway EB from Community Dr Morning 0.01 4 A 0.01 2 A WB from Community Dr 0 0 A 0.04 4 A NB from Site 0 0 A 0.15 10 B SB left from PF driveway 0.01 9 0.01 11 SB through/right from PF driveway 0 9 0 9 EB from Community Dr Evening 0.01 1 A 0.01 1 A WB from Community Dr 0 0 A 0.04 5 A NB from Site 0 0 A 0.13 10 B SB left from PF driveway 0.02 9 0.03 11 SB through/right from PF driveway 0.01 9 0.01 9 * volume to capacity ratio ** delay per vehicle, in seconds *** level of service A B B A A B B D D D D A 2019 No Build B C C C 2019 Build AA A A C C EC Ref: 57831.01 October 1, 2018 Page 11 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Table 5 Continued: Unsignalized Intersection Capacity Analysis Summary Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 3. Kimball Ave at Community Dr (West) EB from Kimball Ave Morning 0.34 0 A 0.38 0 A WB left from Kimball Ave 0.02 9 0.03 9 WB through from Kimball Ave 0.26 0 0.26 0 NB left from Community Dr 0.03 20 0.28 26 NB right from Community Dr 0 0 0.01 12 EB from Kimball Ave Evening 0.28 0 A 0.32 0 A WB left from Kimball Ave 0 8 0.01 9 WB through from Kimball Ave 0.42 0 0.42 0 NB left from Community Dr 0.34 31 0.62 50 NB right from Community Dr 0.04 11 0.04 12 4. Kimball Ave at Community Dr (East) EB left from Kimball Ave Morning 0.10 9 0.10 10 EB through/right from Kimball Ave 0.61 17 0.66 20 WB left from Kimball Ave 0.16 9 0.24 11 WB through/right from Kimball Ave 0.65 18 0.69 21 NB left from Community Dr 0.08 10 0.09 11 NB right from Community Dr 0.05 9 0.15 10 SB from Gregory Dr 0.31 13 B 0.35 14 B EB left from Kimball Ave Evening 0.11 10 0.12 11 EB through/right from Kimball Ave 0.81 32 0.86 39 WB left from Kimball Ave 0.05 10 0.15 11 WB through/right from Kimball Ave 0.83 34 0.87 40 NB left from Community Dr 0.31 14 0.32 14 NB right from Community Dr 0.25 12 0.36 13 SB from Gregory Dr 0.31 14 B 0.35 15 C 7. Community Dr at Site driveway EB from Community Dr Morning 0.01 4 A 0.01 2 A WB from Community Dr 0 0 A 0.04 4 A NB from Site 0 0 A 0.15 10 B SB left from PF driveway 0.01 9 0.01 11 SB through/right from PF driveway 0 9 0 9 EB from Community Dr Evening 0.01 1 A 0.01 1 A WB from Community Dr 0 0 A 0.04 5 A NB from Site 0 0 A 0.13 10 B SB left from PF driveway 0.02 9 0.04 11 SB through/right from PF driveway 0.01 9 0.01 9 * volume to capacity ratio ** delay per vehicle, in seconds *** level of service A A B C D E B B A A A A D D E C C A B C C D E 2024 No Build A 2024 Build Ref: 57831.01 October 1, 2018 Page 12 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx SIGNAL WARRANTS Signal warrant evaluations were conducted for the two Community Drive intersections with Kimball Avenue to determine if a traffic signal may be warranted under the No Build and/or Build scenarios utilizing the Manual on Uniform Traffic Control Devices (MUTCD) 6, chapter 4C: Traffic Control Signal Needs Studies methodology. Twelve-hour traffic counts conducted at both intersections on Wednesday, April 25, 2018 were used as the basis for signal warrant evaluations. The following summarizes the signal warrant analysis results: • Kimball Avenue/Community Drive (west): o No signals warrants are met for either No Build or Build scenarios. • Kimball Avenue/Community Drive (east)/Gregory Drive: o Warrant 1B (8-hour) met for 80% volumes for all 2019 and 2024 No Build and Build scenarios. o Warrant 3 (peak hour) met for all 2019 and 2024 No Build and Build scenarios. In addition to the above, Warrant 4 (Pedestrian Volumes) and Warrant 7 (Crash Experience) were evaluated and are included in the Appendix. The remainder of the Warrants were not applicable for the given intersections and were therefore not evaluated. PROPOSED TRAFFIC MITIGATION The Kimball Avenue/Community Drive (east)/Gregory Drive intersection eastbound and westbound approaches are projected to operate at LOS E conditions for the 2024 Build scenario during the evening peak hour. As noted in the previous section, traffic signal warrant analyses suggest that both the eight-hour and peak-hour signal warrants are met at this intersection under all No Build and Build scenarios. With a fully-actuated traffic signal in place, the intersection is anticipated to operate at LOS B during peak hours. Based on these results it is recommended that a traffic signal be installed at this intersection. Also, to fully accommodate truck turning movements at this intersection, curb radii will be expanded in the southwest and southeast quadrants of the intersection and stop bars will be relocated on several approaches, as shown in Figure 4 on the following page. Additionally, traffic signal timing optimization at the US 2A/Marshall Avenue intersection was estimated to improve conditions at this intersection, with LOS improving from a LOS F to LOS E during 2024 peak hour conditions. This optimization generally occurs during routine VTrans traffic signal maintenance operations. 6 MUTCD - 2009 Edition. Federal Highway Administration. 2009 with revision numbers 1 and 2 incorporated, dated May 2012. Ref: 57831.01 October 1, 2018 Page 13 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Figure 4: Proposed Intersection Geometric Modifications - Kimball Ave/Gregory Drive/Community Drive Ref: 57831.01 October 1, 2018 Page 14 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx TRANSPORTATION IMPACT FEES The City of South Burlington’s Impact Fee Ordinance7 was reviewed to estimate transportation impact fees associated with this project. The South Burlington impact fee is calculated based on the weekday evening peak hour vehicle trip ends, based on the conservative FedEx full phase expected trip generation, is shown in Table 6 below. The Applicant and the City should discuss how much of this Traffic Impact Fee can be applied towards the intersection upgrades at the Kimball Avenue/Community Drive/Gregory Drive intersection. Table 6: Anticipated South Burlington Transportation Impact Fees During the Act 250 permitting phase, VTrans may choose to apply traffic impact fees per Act 145 legislation for state-programmed projects that would see some of the trips generated by proposed development. A summary of anticipated transportation impact fees due to Act 145 is shown in Table 7. Projects listed and project impact fee rates were determined using the VTrans Act 145 Projects and Fees map8. Table 7: Anticipated VTrans Act 145 Transportation Impact Fees 7 City of South Burlington Impact Fee Ordinance. City of South Burlington, Vermont, amended May 19, 2014. 8 Act 145 Transportation Impact Fee Map. Vermont Agency of Transportation. http://vtrans.maps.arcgis.com/apps/webappviewer/index.htm (queried 05/21/2018). PM Peak Hour Peak Hour Trips 230 Impact Fee Rate, per new peak hour trip $999.86 Project Impact Fee $229,968 New traffic signal at US 2 / Trader Lane Improvements to I-89 Exit 12 & VT2A intersections VT 2A / Industrial Ave / Mountain View Dr. intersection VT 2A safety Improvements (River Cove Rd to Eastview Circle) STPG 5500(14)NH 5500(18)STP 5500(17)STP HES 5500(12) $210 $243 $252 $189 7 58 23 23 $1,470 $14,094 $5,796 $4,347 Total Act 145 Transportation Impact Fee:$25,707 VTrans Project Number Associated Transportation Impact Fee Project Impact Fee (per PM peak hour trip) PM Peak site generated trips at project location Ref: 57831.01 October 1, 2018 Page 15 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx CONCLUSIONS The proposed development program consists of constructing a new 143,713 square foot FedEx Ground distribution center in the southeast corner of Community Drive in Technology Park in South Burlington, Vermont. The trip generation estimates provided by FedEx indicate that the proposed development will generate approximately 232 trips during the weekday morning peak hour and 230 trips during the weekday evening peak hour during peak operational periods of the year. Typical operations during non-peak shipping periods are expected to generate far less traffic. Additionally, it should be noted that to be conservative the operational analysis assumes no reduction of volumes due to the relocation of the existing FedEx Ground facility located on Marshall Avenue in Williston. Access and egress to and from the site will be provided via a full access driveway located on Community Drive opposite the southeasterly driveway to 30 Community Drive. Sight lines at the proposed site driveway exceed AASHTO’s recommended guidelines. Following a capacity analysis at seven study area intersections under 2019 and 2024 No Build and Build scenarios during the morning and evening peak hours, and completion of traffic signal warrants at the two Kimball Avenue/Community Drive intersections, we recommend that a fully-actuated traffic signal be installed at the Kimball Avenue/Community Drive/Gregory Drive intersection to maintain optimal traffic operating conditions in the study area. In summary, with the proposed traffic mitigation improvement listed above, the proposed development is not anticipated to have an adverse effect on traffic operations or safety on the adjacent roadway network. Technical Appendix Traffic Data & Trip Generation Intersection Capacity Analyses High Crash Location Review Signal Warrant Analyses Distribution Center Justification for Parking Lot Size There will be 406 employees projected at full phase There are 2 to 3 shifts spread throughout the day based on seasonal demand Size of employee parking area is designed to accommodate shift overlap SunCap Property Group Distribution Facility Dated: 2019-07-02 P&D Van Full Phase Full Phase Arrive Depart Arrive Depart Arrive Depart Arrive Depart Arrive Depart 00:01 - 01:00 5 5 10 00:01 - 01:00 01:01 - 02:00 5 5 5 5 01:01 - 02:00 02:01 - 03:00 74 3 76 02:01 - 03:00 03:01 - 04:00 5 3 3 5 03:01 - 04:00 04:01 - 05:00 2 2 04:01 - 05:00 05:01 - 06:00 5 1 6 05:01 - 06:00 06:01 - 07:00 74 11 49 3 77 60 06:01 - 07:00 07:01 - 08:00 84 69 27 49 3 114 118 07:01 - 08:00 08:01 - 09:00 26 11 27 27 2 55 38 08:01 - 09:00 09:01 - 10:00 27 27 09:01 - 10:00 10:01 - 11:00 10:01 - 11:00 11:01 - 12:00 11 11 11:01 - 12:00 12:01 - 13:00 16 16 12:01 - 13:00 13:01 - 14:00 16 16 13:01 - 14:00 14:01 - 15:00 5 5 14:01 - 15:00 15:01 - 16:00 11 5 11 5 15:01 - 16:00 16:01 - 17:00 16 69 49 5 65 73 16:01 - 17:00 17:01 - 18:00 74 100 49 5 2 128 102 17:01 - 18:00 18:01 - 19:00 16 11 5 2 16 18 18:01 - 19:00 19:01 - 20:00 5 5 5 2 5 12 19:01 - 20:00 20:01 - 21:00 10 2 10 2 20:01 - 21:00 21:01 - 22:00 11 5 5 11 10 21:01 - 22:00 22:01 - 23:00 69 5 2 5 71 22:01 - 23:00 23:01 - 24:00 5 5 5 5 10 23:01 - 24:00 Total 406 406 153 153 29 29 15 15 603 603 Total Total Vehicle Flow Full Phase Full Phase LinehaulSpot Trailers Full Phase Automobile 7-10-19Employee Parking Discussion 150'OVERLAY DISTRCTINTERSTATE HIGHWAYFLOODPLAIN DISTR(GIS) FLOODPLAIN OVERLAYDISTRICT (GIS) WETLAND 3CLASS WETLAND 3CLASS WETLAND 3CLASS WETLAND 3CLASS 50'FFERBU50' FFERBU 5 0 ' F F E RBU ENTMEASE NITY WAY MMUCO FEBNO ONE AZ LAINPFLOOD WETLAND 2CLASS50'FFERBUROACH CORRIDORPPORT APAIRWETLAND 3CLASS tate PlaneVT SFFER LINE BUCONSERVATION RITY FENCE USEC KLIN-CHAIN KACBISSION LINE SETMTRANSKACBISSION LINE SETMTRANSISSION LINEMTRANSOLEPTILITY U ISSION LINE MTRANS WETLAND 3CLASS 9LOT LOT 10 8bLOT .N I T Y D R M M UCO ONDP FIRE ONTMERTY OF STATE OF VER PROP 89INTERSTATE TH OF THIS LINE UENT SO PMNO DEVELO 8ORING BSOIL SOIL BORING 11 ORING 1 BSOIL SOIL BORING 3 ATHPINGKWAL EDESTRIAN X. P E GRAVEL WETLAND LOT 11 ORING SOIL BORING 31 SOIL BORING 28 SOIL BORING 29 SOIL BORING 30 02ORING BSOIL 26ORING BSOIL 52ORING BSOIL 9ORING BSOIL SOIL BORING 6 ACTMPI WETLAND 3CLASS SOIL BORING 21 SOIL BORING 27 FFERBU50'I T S MY R F L O O D L I -1 0 0 KA C BC O N S E R V A T I O N S E T ORING 5 BSOIL' FRONT YARD.295000'3 ACESPS296INGKARPFACILITY3 sf) 143,7 1(ILDING BUTION BUDISTRI XOSED FEDE PROP OFFICE .INMAD ACESPS32HD VAN STAGINGACES PS95 INGKARPFT TRAILER 28-ACES PS4ING 1 KARPTRACTOR GATE MU D D Y B R O O K 50' FFERBU CITY T R A N S I T O V E R L A Y TRANSIT OVERLAY SNOW STORAGESNOW STORAGESNOW STORAGE SNOW STORAGE 533 034 53 4534503 5 5 3 036334134 3 4 2 343344346 346 347 3 4 7 3 4 8 3483495 13 253 353 453 653 653 753 853953 13653 2 033533034 534 3 2 6 3 2 7 3 2 8 32 9 133332 333 3343 3 6 337338 339 134 3423 43344 346 347 348 349 0345345035035535 53 5 5 3 338338 3 3 8 339134134342343343343343344346347 347348348349349513513253253353353353 453 453 453 653653 653 753 753753853 853853953 00.034 343.78 343. 50 0343.9 296 529 294 293 292 129 029 289 288 287 286 528 284 283 282 128 028 279 278 277 276 527 274 273 272 127 027 269 268 267 266 526 264 263 262 126 026 952 852 752 652 552 452 352 252 512 249 248 247 502 246 524 244 243 242 124 024 239 238 237 236 523 234 232 123 023 233 229 227 226 522 224 223 222 122 022 912 812 712 612 152 312 212 112 412 102 902 228 941 931 921 191 091 891 881 871 861 581 841 831 821 081 791 781 181 771 761 591 155 415 315 215 151 150 491 481 471 461 541 441 431 141 041 391 421 381 371 615 611 115 411 311 211 111 110 910 810 710 610 105 410 210 101 100 310 99 98 711 77 76 57 74 73 72 17 07 69 68 67 66 56 63 62 16 64 06 95 78 34 33 32 13 03 29 28 27 26 52 24 23 22 02 91 81 12 71 61 53 38 37 36 39 571 361 97 85 741 531 96 75 731 341 59 65 721 331 94 55 171 321 93 45 071 131 92 35 802 691 031 19 25 702 681 291 09 51 602 671 281 89 50 052 661 271 88 49 402 561 261 87 48 302 641 521 86 47 202 631 241 58 46 012 621 231 84 54 002 161 221 83 44 991 061 121 82 43 981 915 021 18 42 971 815 911 08 14 961 715 811 79 04 41 31 21 11 10 9 8 7 6 5 4 3 2 1 1 2 3 4 5 6 7 8 9 10 11 21 31 41 15 61 71 81 1 2 3 4 5 6 7 8 9 10 11 21 31 41 15 61 71 81 91 02 12 22 23 1 3 4 5 6 7 8 9 10 11 21 31 41 15 61 71 81 91 02 12 22 23 24 52 26 27 28 29 03 13 32 33 34 53 36 37 38 39 04 14 42 1 2 3 4 5 6 7 8 9 10 11 21 31 41 15 61 71 81 91 02 12 22 23 24 52 26 27 28 29 03 13 32 33 34 53 36 37 38 39 04 14 42 43 44 54 46 47 48 49 50 51 25 35 45 55 65 75 2 1 3 5 4 6 8 7 9 11 10 21 41 31 15 1 2 3 4 5 6 7 8 9 10 11 21 31 41 32 13 03 29 28 27 26 52 24 23 22 12 02 91 81 71 61 15 41 31 21 11 10 9 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 15 1 2 3 4 5 6 7 8 9 10 89INTERSTATE MS T R E A TRAIL TRAIL 8-7012)E2(SC-01528-70125-0152 W S S stake1BS 4925 60346. B3 stakeS 4945 346.67 stake5BS 4965 342.32 B6 stakeS 4975 336.89 3 stake1BS 338.47 HYD 2238 BBNWBM 2239ASINBCATCH 0224 W GATE VALVE 1224 W GATE VALVE 2242WGATE VALVE 2243 LTUCNR VAPTOBM 2247 MH Manhole 2248 S HMSEWER 2249 ASINBCATCH 5022 MH Manhole 5122 ASINBCATCH 2522 S HMSEWER 3522 T HMT 4522 HYD 9522 W GATE VALVE 0226WGATE VALVE 1226 W GATE VALVE 2262 " 3HT3 5226 " 3HT3 2266 " 3HT3 2267 " 3HT3 2268 " 3HT3 2269 LEPA4" M 0227 LEPA4" M 1227 S HMSEWER 2276 3101 233111UP 42 7101 232111UP 43 8101 123111UP 44 9101 0235 111UP 4 0210 229111UP 46- 9022 023111-5UP 4 1022 91BS 0B 2S 0206 00.0 1B 2S 1206 00.0 5B 2S 5206 00.0 B 26S 2606 00.0 B 27S 2706 00.0 B 28S 2806 00.0 B 29S 2906 00.0 0B 3S 0306 00.0 1B 3S 1306 00.0 B 32S 3206 00.0 WS4 WS4 S3 S4 S3 S4 S3 S3 S3 S4 S4 S4 S4 S4 S4 S4 S5-2 S5-2 S5-2 S5-2 S5-2 S4 S5-2 S4 S4 S4 S4 S5-1 SG3 SG3 SG3 SG1 SG1 SG1 SG1 SG1 SG1 SG1SG5 SG3 SG3 SG3 SG3 SG3 WM4 WM4 WM4 WM4 WM4 WM4 WM4 WM4 WM4 WM4 WM4 WM5 SG3 WM6 WM6 WM6 WM6 WM6 WM6 WM6 WM6 WM6 SG3 WM6 WM6 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3.6 3.8 6.1 5.9 5.4 4.5 3.4 2.4 1.7 1.3 1.0 0.7 0.6 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.4 0.5 0.7 1.0 1.3 1.7 2.2 2.7 3.2 3.7 4.0 4.1 4.7 6.7 5.9 4.9 3.9 3.0 2.3 1.6 1.2 0.9 0.7 0.5 0.4 0.3 0.3 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.5 0.7 1.0 1.3 1.7 2.1 2.8 3.5 4.0 4.4 4.8 5.6 6.7 5.9 4.6 3.7 2.9 2.2 1.6 1.2 0.9 0.6 0.5 0.4 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.5 0.7 0.9 1.3 1.6 2.1 2.8 3.5 4.2 4.9 5.1 5.5 5.9 5.3 4.3 3.5 2.7 2.1 1.6 1.1 0.8 0.6 0.4 0.3 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.6 0.9 1.2 1.5 1.9 2.6 3.4 3.9 4.2 4.3 4.8 5.0 4.5 3.9 3.2 2.6 2.1 1.5 1.1 0.8 0.5 0.4 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.4 0.6 0.8 1.1 1.4 1.8 2.3 2.9 3.5 3.7 3.9 4.0 3.9 3.7 3.3 2.8 2.4 1.9 1.5 1.0 0.7 0.5 0.4 0.3 0.2 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.5 0.7 1.0 1.3 1.6 2.0 2.5 2.9 3.1 3.1 3.0 2.9 2.7 2.5 2.3 2.0 1.6 1.3 0.9 0.7 0.5 0.3 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.6 0.9 1.2 1.4 1.8 2.2 2.4 2.4 2.3 2.2 2.1 2.0 1.8 1.7 1.5 1.2 1.0 0.8 0.6 0.4 0.3 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.4 0.5 0.7 1.0 1.3 1.6 1.8 1.9 1.8 1.8 1.7 1.6 1.5 1.4 1.2 1.1 0.9 0.8 0.6 0.5 0.4 0.3 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.6 0.8 1.1 1.3 1.4 1.5 1.5 1.4 1.3 1.2 1.1 1.0 0.9 0.7 0.6 0.5 0.5 0.4 0.3 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.5 0.7 0.9 1.1 1.2 1.2 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.4 0.3 0.3 0.2 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.4 0.6 0.7 0.9 1.0 1.0 1.0 0.9 0.8 0.7 0.5 0.5 0.4 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.3 0.4 0.6 0.9 1.0 1.0 0.9 0.7 0.6 0.5 0.4 0.3 0.3 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.3 0.4 0.6 0.9 1.2 1.1 1.0 0.8 0.6 0.4 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.3 0.5 1.1 1.6 1.4 1.2 0.9 0.6 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.3 0.7 1.5 2.1 1.8 1.5 1.2 0.7 0.3 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.4 1.0 1.9 2.3 2.0 1.9 1.6 0.8 0.3 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.6 1.4 2.2 2.4 2.3 2.3 1.8 0.7 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.3 0.9 1.9 2.5 2.8 2.8 2.9 1.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.4 1.4 2.6 3.3 3.4 3.4 2.9 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.7 2.0 3.6 4.3 4.0 4.6 2.0 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.4 1.1 2.4 4.1 4.3 4.7 7.6 1.4 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.6 1.5 2.4 3.4 3.9 5.0 6.6 1.0 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.8 1.8 2.4 3.0 3.1 4.5 1.5 0.5 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.4 1.1 2.0 2.3 2.6 3.4 2.7 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.7 1.5 2.1 2.0 2.3 2.6 1.4 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.8 1.4 1.7 1.8 1.9 1.9 0.8 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.7 1.0 1.2 1.3 1.4 1.3 0.5 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.5 0.6 0.7 0.8 0.8 0.6 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.3 0.4 0.4 0.5 0.4 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Luminaire Schedule Symbol Qty Label Arrangement Description 5 S3 SINGLE NAV-AF-04-D-UNV-SL3/ 5' ARM / 27.5' POLE 2.5' PED (30' AFG) 14 S4 SINGLE NAV-AF-04-D-UNV-SL4/ 5' ARM / 27.5' POLE 2.5' PED (30; AFG) 1 S5-1 BACK-BACK NAV-AF-04-D-UNV-5WQ/ 5' ARM / 27.5' POLE 2.5' PED (30' AFG) 6 S5-2 BACK-BACK 2-NAV-AF-04-D-UNV-5WQ/ 5' ARM / 27.5' POLE 2.5' PED (30' AFG) 7 SG1 SINGLE WGE-450-40K-90X90-V01-TMI-NDIM WALL MTD 25' AFG 11 SG3 SINGLE WGE-450-4K-60X60-V01-TMI-NDIM WALL MTD 25' AFG 2 SG5 SINGLE WGE-650-4K-30X30-V01-TMI-NDIM / WALL MTD 25' AFG 3 WS4 SINGLE NAV-AF-04-D-UNV-SL4/ 5' ARM / WALL MTD 25' AFG 11 WM4 SINGLE GWC-AF-01-LED-E1-SL2/ WALL MTD 15' AFG 1 WM5 SINGLE GWC-AF-01-LED-E1-SL4/ WALL MTD 15' AFG 45 WM6 SINGLE XTOR4B / WALL MTD 15' AFG BLDG TRAILER & CAR PARKING Illuminance (Fc) Average = 5.55 Maximum = 61.5 Minimum = 0.0 Avg/Min Ratio = N.A. Max/Min Ratio = N.A. GENERAL PARKING LOT AREA Illuminance (Fc) Average = 2.12 Maximum = 5.1 Minimum = 0.6 Avg/Min Ratio = 3.53 Max/Min Ratio = 8.50 Lighting Plan - For Sketch Plan Review Prepared by MEI Electrical Contractors & Systems Integrators Dated: 2019-06-28