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ZP-19-066 - 0947 Shelburne Road 4/5/2019
CITY OF SOUTH BURLINGTON ZONING PERMIT APPLICATION Applicant: W-F 01ba-'k���'1�L �i� Applicant Mailing Address: t3 f Igq�5CFNT—Y15r'H�k-�"" �'^-' y Application No: 1�["���P lLQ.. G•LION Yi�on U_ceU. e)Jy lG Applicant Email: E-� Q &A-rT Daytime phone: Property Street Address: q'q��'�"�`� 1� l %E �i�"C✓�S(j�itn� J VT 05403 Property Owner: P"TINt-s Fmb:i; OF &N]jbE &gggh IE4J Parcel Size: Property Owner Mailing Address: Po -I iJ-O , PoKnb / 6(�/c�) Tax Parcel ID No. 15�}0 -`13 7�-i- r 1. PROPOSED project including building dimensions (describe): /'JD"JNQ UDGk- ! S7 3 oln oLpi ��-- i Present USE(S) of the property: ❑ Single family home on its own parcel [✓]Other (please state the USE per Land Development Regulations- retail, general office, multifamily residential, etc.): VA-C4%`1 Ak) 3. List all present structure(s) on property (describe including dimensions or square footage of each): 0tIST(NG. \n 4. Does the groject include a proposed change of USE? o (the property will still be used for the same purpose) Yes (please state proposed changed or added USES per Land Development Regulations- retail, general office, multifamily residential, etc.): 5. ESTIMATED total cost of improvements (materials and labor): $ ,370,000, d` - 6. Building footprint - i.e. size in sq.ft of main floor of house and a.Lattached and detached structures inS i ?h, enclosed breezeways, garages, and sheds (describe): Existing: ©( Proposed: 19 3 R toVAc/,S ,�TT(do 7. Total square feet of other impervious surfaces on site (i.e. driveways, patios, decks) Existing: Proposed: ATTACH SKETCH PLAN OR SITE PLAN (not required if project consists ONLY of interior renovations or replacement of existing roof, siding, etc. in the exact same size) 9. APPLICANT/OWNER CERTIFICATION 5/19 The undersigned property owner hereby consents to submit this application and understands that if the application is approved, the Z�ing Permit nd a y attached conditions will be binding on the property. �rJ'IK�/�—• Property Owner Signature PRINT NAME Dat The undersigned applicant hereby affirms that the information presented in this application is true, accurate land complete. Z:;?JJ--44. ce�L- sliD15- r-m"X, - Applicant Signature PRINT NAME Date OFFICE USE ONLY - ADMINISTRATIVE OFFICER ACTION - OFFICE USE ONLY 00 DATE Received: 3 / 2q I I0� FEE Received: $ 1 1 -8(D3 Identification of zoning district: C 1-- 12-15 Identification of proposed use: Co M !" C-2C I A-L— PROPOSED USE TYPE: Date of SITE PLAN approval/denial Date of SUBDIVISION approval/ denial Date of CONDITIONAL USE approval/ denial Date of appeal VARIANCE approval/ denial Date of MISCELLANEOUS approval/ denial Permitted Conditional Approval Date Denial Date Approval Date Denial Date Approval Date Denial Date Approval Date Denial Date Approval Date Denial Date I AI Provided applicant copy of URBEC or VCBE Standards Handbook orpNot Applicable FINAL ADMINISTRATIVE OFFICER ACTION ZONI N G PERMIT APPROVED Approval Date Administrative Officer's Signature `1 lZ 1 Permit EFFECTIVE date b I -I Permit EXPIRATION date DENIED REASON for DENIAL Denial Date Administrative Officer's Signature 41412ozo Notice of Appeal Rights: Any interested person may appeal this decision by filing a written Notice of Appeal with the clerk of the Development Review Board within fifteen [15] days of the date of this decision. The notice of appeal must be accompanied by a filing fee of S223.00. is permit does NOT authorize commencement of any development activity approved by the permit until the permit takes act as set forth above. Site modifications and improvements made prior to this permit becoming effective may be subject to removal and site restoration if a timely appeal is commenced. NOTE: 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. 1 2 3 4 gyp_ ��-OCQCp Ha aford SUPERMARKET & PHARMACY HANNAFORD SUPERMARKET & PHARMACY 935 SHELBURNE ROAD, SOUTH BURLINGTON, VT MECHANICAL CENTER AND RECEIVING TAB AREA OF WORK ___ _ ISSUED FOR CONSTRUCTION 03.15.19 PROJECT LOCATION ^^^'-^-• ^^--•-•• Red H 4 p." o ■ ■ ■ ■ ■ ■ ■ m'■ ■ ■ ■ ■ ■ KEY PLAN SYMBOLS SECTION INDICATOR - PARTIAL BUILDING SECTION INDICATOR - BUILDING, WITH BREAK DETAIL INDICATOR ELEVATION INDICATOR EXTERIOR Y ELEVATION INDICATOR - INTERIOR ® WINDOW TYPE INDICATOR O DOOR TYPE INDICATOR 0 KEYNOTE INDICATOR O COLUMN GRID INDICATOR — MATCH LINE INDICATOR REVISION INDICATOR (WITH CLOUD) -01ra• WALL TYPE INDICATOR O FIRE EXTINGUISHER 5 6 sTRucTURAARCHITECT: WBRC - ARCHITECTS - ENGINEERS ELECTRICAL ENGINEER: MECHANICAL & PLUMBING ENGINEER: 44 CENTRAL STREET I BANGOR, ME 04401 SPRINKLER: P: (207) 947-4511 DRAWING INDEX DExEMLO—Ee lEs uq MicN DE1uL5 iwxSUDDET�KrG A-WS EIE<11iIC.LL p1AW-5 PLWS Ee55 OME LME DWM/•u A ■ } VvO swvORTs DECK OPENING�PLREQUIRED .ELOOI no.oveluirvas. 5 BLE oorrtnn AT,AN Mrvo IN ROOF FRANING L5.5r..✓ISIrvP) Rr re( I roe $PANS A TNRU S USE. C.S.z ITVPf o AS: 11011111. z. FRAME NOT REOLIRED FOR FOUNDOPENINCS LESS THAN Iz IN IDA. ROOF DECK OPENING P� - SEENPLAN BOLTS N'INDIA -T BEAM TO -B B/e' CAv vLr.TE It F i FE au 7 Cowury osrA4 BOLTED BEAM CONNECTION 3 14 STRUCTURAL NOTES: GENERAL: 1. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF ALL APPLICABLE STATE AND LOCAL CODES, INCLUDING BUT NOT LIMITED TO: N15 INTERNATIONAL BUILDING CODE (IBC) W VT FIRE & BUILDING SAFETY AMMENDMENTS ANSUASCE 7-10 AISC STEEL CONSTRUCTION MANUAL, 14TH EDITION AC1316-14'BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE- ACI 301-10'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" ACI 530-13'BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" 2. ANY DISCREPANCIES BETWEEN THE ABOVE LISTED CODES AND THE CONSTRUCTION DOCUMENT$ SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 3. ALL WORK SHALL BE PERFORMED BY PERSONS QUALIFIED IN THEIR TRADE AND LICENSED TO PRACTICE SUCH TRADE IN THE STATE IN WHICH THE PROJECT IS LOCATED. 4. THE BE DRAWINGS SHALL BE USED IN CONJUNCTION WITH ANY ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS IN ADDITION TO SPECIFICATIONS AND ANY SHOP DRAWINGS PROVIDED BY SUBCONTRACTORS AND SUPPLIERS, 5. ALL DIMENSIONS, ELEVATIONS, AND CONDITIONS SHALL BE VERIFIED IN THE FIELD BY THE GENERAL CONTRACTOR (G.C.) AND ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER FOR CLARIFICATION BEFORE PROCEEDING WITH THE AFFECTED PART OF WORK, 6. UNLESS OTHERWISE NOTED, DETAILS, SECTIONS, AND NOTES SHOWN ON THESE DRAWINGS SHALL BE CONSIDERED TYPICAL FOR ALL SIMILAR DETAILS, 7, THESE DRAWINGS DO NOT SHOW SIZE, LOCATION. OR TYPE OF OPENINGS IN THE FOUNDATION SYSTEM FOR ELECTRICAL, PLUMBING, OR MECHANICAL EQUIPMENT. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING THESE ITEMS, 8. ALL SHOP DRAWINGS PROVIDED BY OTHERS SHALL RESUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO THE FABRICATION OF MATERIAL OR THE PURCHASE OF NON -RETURNABLE STOCK. DIMENSIONAL REVIEW IS THE CONTRACTOR'S RESPONSIBILITY. 9. ANY AND ALL TEMPORARY BRACING OR SHORING WHICH IS NEEDED TO HOLD THE STRUCTURE IN A SAFE AND STABLE POSITION UNTIL IT IS COMPLETE, IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. CONSULT INDEPENDENT ENGINEER IF DESIGN ASSISTANCE OR REVIEW IS NEEDED. 10. THE BUILDING PERMIT APPLICANT (E.G. OWNER, CONTRACTOR) MUST PROVIDE SPECIAL INSPECTIONS PER THE REQUIREMENTS OF CHAPTER 17 OF THE 2015 IBC AND FURNISH INSPECTION REPORTS TO THE CODE OFFICIAL AND TO THE ENGINEER OF RECORD. THE TESTING/INSPECTION AGENCY(S) MUST BE APPROVED BY THE ENGINEER OF RECORD. 11. THE ENGINEER, AT HIS OPTION, MAY PROVIDE THE CONTRACTOR WITH ELECTRONIC FILES FOR HISMER CONVENIENCE AND USE IN THE PREPARATION OF SHOP DRAWINGS. DATA CONTAINED ON THESE ELECTRONIC FILES ARE THE ENGINEERS INSTRUMENT OF SERVICE AND MAY NOT BE ELECTRONICALLY COPIED FOR REUSE AS SHOP DRAWINGS. FURTHERMORE, THESE ELECTRONIC FILES ARE NOT CONSTRUCTION DOCUMENTS AND THEREBY, THE CONTRACTOR IS NOT RELIEVED OF HISMER DUTY TO FULLY COMPLY WITH THE CONTRACT DOCUMENTS, INCLUDING, WITHOUT LIMITATION, THE NEED TO CHECK, CONFIRM AND COORDINATE ALL DIMENSIONS AND DETAILS, TAKE FIELD MEASUREMENTS, VERIFY FIELD CONDITIONS AND COORDINATE THE CONTRACTOR'S WORK WITH THAT OF OTHER CONTRACTORS FOR THE PROJECT. THE CONTRACTOR MAY NOT MANUALLY ALTER THE HARD COPIES OF THE CONSTRUCTION DOCUMENTS AND REUSE THEM AS SHOP DRAWINGS. DESIGN LOADS: 1. THE NEW STRUCTURAL ELEMENTS FOR THE STORE HAVE BEEN DESIGNED IN ACCORDANCE WITH THE M151NTERATIONAL BUILDING CODE (IBC) WITH AMMENDMENTS ISSUED BY THE VERMONT BEPT OF PUBLIC SAFETY IN THE 2015 FIRE AND BUILDING SAFETY CODE (OCT 10, 20161 TO CARRY ALL THE DEAD LOADS OF THE VARIOUS STRUCTURAL AND ARCHITECTURAL SYSTEMS AND THE FOLLOWING LIVE LOADS: LIVE LOAD: BUBO GRADE LL - 10O PSF MECHANICAL BUILDING MEZZANINE DESIGN LL= 100 PSF ROOF DESIGN LL = 20 PSF DEAD LOAD: ROOF DL=25 PSF. SNOW BASIC GROUND SNOW LOAD. 40 PSF P/F = 40 PSF. CIE = 1.0, C/T - 1.0, I/S - 1.D EXCEPT CT -1.2 AT EXTERIOR CANOPY WIND WIND SPEED - 115 MPH EXPOSURE 'B" WIND LOAD RISK CATEGORY II SEISMIC RISK CATEGORY - II SITE CLASS T' PER GEOTECH REPORT ME 1.0, SS=0.35G. S/1=0.105G SITE COEFFICIENT F/A=2,18, FN=3A8 _ SEISMIC DESIGN CATEGORY = D BASIC SEISMIC -FORCE -RESISTING SYSTEM: R-3,C/D- 3 FOR STEEL SYSTEM, R-6112, CID FOR LIGHT FRAMED WALLS SHEATHED W/ WOOD PANELS, ANALYSIS PROCEDURE . EQUIVALENT LATERAL FORCE SOIL BEARING: 1. A NET ALLOWABLE PRESSURE OF 3,000 PSF HAS BEEN USED IN DESIGN OF THE FOUNDATION SYSTEMS IN ACCORDANCE WITH GEOTECHNICAL REPORT DATED JUNE 12, 2018 BY SANBORN, HEAD & ASSOCIATES INC OF BURLINGTON VT. 2. SPREAD AND CONTINUOUS WALL FOOTINGS SHALL BEAR ON A 4" LAYER OF 3M' CRUSHED STONE IN UNDISTURBED SOIL OR ON STRUCTURAL FILL. WHERE ENCOUNTED, ALL IN -SITU FILL MATERIALS, TOPSOIL AND ORGANIC $OILS SHOULD BE REMOVED FROM WITHIN THE ZONE OF INFLUENCE OF THE FOOTINGS. THE ZONE OF INFLUENCE IS DEFINED AS THE AREA BELOW THE FOOTINGS AND BELOW IMAGINARY LINES THAT EXTEND 2-FT, LATERALLY BEYOND THE FOOTING OUTER BOTTOM EDGES AND DOWN ON A ONE HORIZONTAL TO ONE VERTICAL U HA V) SLOPE TO THE TOP OF NATURAL, INORGANIC BEARING SOILS. THE OVER EXCAVATED DEPTH SHOULD BE BACKFILLED WITH STRUCTURAL FILL AS DEFINED IN THE TABLE BELOW AND COMPACTED TO 95% OF ASTM D1557 IN 91NCH LIFTS. STRUCTURAL FILL SIEVE SIZE PERCENT FINER BV WEIGHT 4INCH 00 31NCH 90i 1 V4 INCH 26 T 440 0 TO coo o ro 6 3. IF ANY ADVERSE SOIL CONDITIONS ARE ENCOUNTERED WHICH EXTEND BELOW FOOTING LEVEL, SUCH AS THOSE LISTED ABOVE, THE GENERAL CONTRACTOR MUST CONTACT THE GEOTECHNICAL ENGINEER IMMEDIATELY FOR DETERMINATION OF HOW TO REMEDY THE CONDITION PRIOR TO CONTINUATION OF THE WORK. 4. NO FOOTING MAY BE PLACED IN WATER OR ON FROZEN GROUND. ALL FOOTINGS SHALL BE PLACED 5-V MINIMUM BELOW FINISHED ADJACENT EXTERIOR GRADE. REINFORCING STEEL: 1. ALL REINFORCING, EXCEPT AS NOTED, SHALL BE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60. 2. WELDED WIRE FABRIC REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM AIRS. USE FLAT SHEETS ONLY. 3. ALL REINFORCING SHALL BE DETAILED IN ACCORDANCE WITH THE LATEST ACI DETAILING MANUAL. 4. WHERE CONTINUOUSBARS ARE CALLED FOR, INDICATED OR ARE REQUIRED, THEY MUST RUN CONTINUOUSLY AROUND CORNERS AND LAP SPLICED AS NECESSARY. SPLICES MUST BE STAGGERED. BARS MUST BE HOOKED AT DISCONTINUOUS ENDS. LAP LENGTHS SHALL BE AS SHOWN OR NOTED ON THE DRAWINGS. IF LAPISPLICE LENGTHS ARE NOT INDICATED, FOLLOW ACI STANDARDS BUT NO LESS THE 40 BAR DIAMETERS. CAST -IN -PLACE CONCRETE: 1. ALL WORK SHALL CONFORM TO"SUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE' (AC1318-14) AND "SPECIFICATIONS FOR STRUCTURAL CONCRETEFOR BUILDINGS" (ACI 301-10). 2, INTERIOR SLABS ON GRADE TO BE OF THICKNESS SHOWN ON DRAWINGS WITH REINFORCING AS INDICATED. CONTROL JOINTS SHALL BE SOFT CUT IMMEDIATELY AFTER FINISHING IN THE PATTERN INDICATED. REQUIREMENTS E.G. TYPE SPECIFICATIONSF R VAP R RETARDER RE U $ 3. REFER TO CONTRACT 0 O Q THICKNESS INSTALLATIONS. 4. MINIMUM CONCRETE PROTECTION TI N FOR REINFORCING R INC STEEL SHALL BE AS FOLLOWS: O C CONCRETE CAST AGAINST EARTH: EARTH FORMED CONCRETE EXPOSED TO EARTH S WEATHER. 1-1/2INCHES FOR FOR A OARS AND SMALLER 2 INCHES FOR E BARS AND GREATER 6 USE OF CALCIUM CHLORIDE IS PROHIBITED IN ANY CONCRETE MIX. ]. CONCRETE SHALL BE ADEQUATELY PROTECTED FROM HOT OR COLD WEATHER AS REQUIRED BY ACI PUBLICATIONS ALL , FOOTINGS, RESPECTIVELY. 8. ALL CONCRETE FOR WALLS, FOOTINGS, AND INTERIORSS VE STRENGTH OF 00D PSI A OF NORMAL M ULTIMATE COMPRESSIVE BE HORMAL EIAT28 DAYS WEIGHT AND ATTAIN A MINIMUM UL IMA E COIN SS N- RADE SHALL NORMAL WEIGHT AND U.N.O.. CONCRETE FOR EXTERIOR SLABS-0 G $ OF ATTAIN A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 4000 PSI ATDAYS. 9. SLAB CONTROL JOINTS, SHALL BE SAW CUT AND SHALL OUT IMMEDIATELY ATT ELY AFTER FINISHING. JOINTS SHALL BEAT MINIMUM 1/4 OF THE THICKNESS OF THE SLAB. 10. BACKFILL BOTH SIDES OF FOUNDATION WALLS SIMULTANEOUSLY TO THE MAXIMUM HEIGHT POSSIBLE. DO NOT FURTHER BACKFILL THE HIGH SIDE UNTIL THE FLOOR/ROOF FRAMING AND THE DECK ON THE LOW SIDE ARE INSTALLED AND IF A CONCRETE DECK, IT HAS REACHED ITS MINIMUM DESIGN COMPRESSIVE STRENGTH. FOUNDATION WALLS SUBJECT TO UNBALANCED FILL HEIGHTS MAY NOT BE FULLY BACKFILLED UNTIL CONCRETE HAS REACHED ITS MINIMUM COMPRESSIVE STRENGTH OR APPROVED BY THE STRUCTURAL ENGINEER -OF -RECORD (EOR). 11. ALL CONCRETE SHALL BE CURED BY AN APPROVED METHOD AS PRESCRIBED BY ACI. 12. MAXIMUM WATER TO CEMENT RATIO (W/C) SHALL BE 0.5 FOR 3000 PSI CONCRETE AND 0.47 FOR 4000 PSI CONCRETE MIXES WITH MID- RANGE WATER REDUCERS(MRWR). W/C RATIO FOR 3000 PSI CONCRETE IN FOOTINGS MAY BE 0.53 WITHOUT THE USE OF MID -RANGE WATER REDUCERS. MINIMUM CEMENTITIOUS QUANTITIES FOR NORMAL WEIGHT CONCRETE SHALL BE 517 LBSJCU. VD. FOR 3D00 PSI CONCRETE AND 611 LBS./CU. YD. FOR 4000 PSI CONCRETE. 13. FOR NORMAL WEIGHT CONCRETE, MAXIMUM CONCRETE SLUMP SHALL BE FOUR (4) INCHES WITHOUT MRW R AND SIX (6) INCHES WITH MRW R. MRW R MUST BE USED IN ALL NORMAL WEIGHT CONCRETE EXCEPT FOOTINGS. USE OF MRWR IN FOOTINGS IS AT CONTRACTOR'S OPTION. 14. REFER TO TECHNICAL SPECIFICATIONS FOR OTHER REQUIREMENTS INCLUDING AIR. ENTRAINMENT AND FINISH. STRUCTURAL STEEL: 1. STRUCTURAL STEEL WORK SHALL CONFORM TO ALL REQUIREMENTS OF THE 201516C. 2. STRUCTURAL STEEL WORK SHALL CONFORM TO'SPECIFICATIONS FOR DESIGN, FABRICATION. AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS (AISC CURRENT EDITION)', "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS (AISC CURRENT EDITION)', AND'STRUCTURAL WELDING CODE (AWS D1.1A4)'. 3. STRUCTURAL STEEL SHALL BE NEW STEEL CONE RMINGTOTHE FOLLOWING: ROLLED SHAPES AND PLATES - ASTM A36 (EXCEPT AS NOTED BELOW I b. WIDE FLANGE SHAPES - ASTM A992 OR ASTM A572, 50 KSI STRUCTURAL TUBES - ASTM A500, GRADE B d. ANCHOR RODS- HEADED RODS CONFORMING TO AS TM F1554. GRADE 36 4. ALL BOLTED CONNECTIONS SHALL USE NEW BOLTS. ALL BOLTS SHALL BE INSTALLED AS BEARING TO A'SNUG- TIGHTENED' CONDITION, UNLESS IN OTHERWISE ON THE DRAWINGS. ALL BOLTED CONNECTIONS SHALL BE DESIGNED, FABRICATED, AND INSTALLED IN COMPLIANCE WITH RCSC'SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS'. 5. VOIDS BENEATH COLUMN BASE PLATES SHALL BE DRY PACKED WITH NON -SHRINK CONSTRUCTION GROUT BEFORE APPLICATION OF LOADS. 6. WELDED CONNECTIONS SHALL BE MADE BY AWS QUALIFIED WELDERS USING FILLER MATERIAL CONFORMING TO E70XX. LOW HYDROGEN. 7. PROVIDE TEMPORARY ERECTION BRACING TO HOLD STRUCTURAL STEEL FRAMING SECURELY IN PLACE. MAINTAIN BRACING UNTIL FLOOR AND ROOF DECKS AND PERMANENT LATERAL BRACING ARE FULLY INSTALLED. TEMPORARY BRACING REQUIREMENTS ARE NOT PROVIDED BY THE E.O.R. B. STRUCTURAL STEEL SHALL BE TRUE AND PLUMB BEFORE CONNECTIONS ARE FINALLY BOLTED OR WELDED. 9. ALL BOLTS AND FIELD WELDING MUST BE COMPLETED PRIOR TO RELEASING HOISTING CABLES, 10. FIELD CUTTING OF STRUCTURAL STEEL OR ANY MODIFICATIONS SHALL NOT BE MADE WITHOUT APPROVAL BY ENGINEER. 77. ALL STRUCTURAL STEEL SHALL RECEIVE ONE (1) SHOP COAT OF RUST INHIBITIVE PRIMER. 12. THE STEEL FABRICATOR SHALL BE AISC CERTIFIED, OR BE ABLE TO DEMONSTRATE TO THE ENGINEER'S SATISFACTION THAT ALL AISC PROCEDURES FOR FABRICATION. QUALITY CONTROL, AND RECORD KEEPING ARE STRICTLY ADHERED TO. THE ENGINEER SHALL DETERMINE IF FABRICATOR QUALIFICATIONS ARE ACCEPTABLE. 13. SHOP DRAWINGS SHALL BE PREPARED BY FABRICATOR. PHOTO COPIES OF STRUCTURAL DRAWINGS ARE NOT ACCEPTABLE. STEEL DECKING: 1. UNLESS OTHERWISE NOTED ON THE DRAWINGS, STEEL ROOF DECK SHALL BE 1.SB22 AS MANUFACTURED BY MARINO-WARE OR APPROVED EQUAL. UNLESS OTHERWISE NOTED, FASTEN ROOF DECK TO EACH SUPPORT USING 5/8' PUDDLE WELDS IN A 36/5 PATTERN. USE TWO (2)- Y10 TEK SCREWS PER SPAN FOR SIDELAP FASTENING. 2. SHEET STEEL FOR DECKS DECKS MUST CONFORM TO ASTM A663-94'STRUCTURAL QUALITY', GRADE 33 OR HIGHER. 3. ROOF DECKS MUST SPAN OVER FOUR (4) OR MORE SUPPORTS (I.E. 3-SPAN CONDITION). 4. DECKING FOR PATCHED OPENINGS AND EXTENDING EXISTING DECK SHALL BE 1SB22 AS MANUFACTURED BY MARINO-WARE OR APPROVED EQUAL. COLD -FORMED METAL FRAMING: 1. SHOP DRAWINGS FOR LIGHT GAGE (COLD -FORMED) MUST BE SUBMITTED BY THE GENERAL CONTRACTORILIGHT GAGE SUBCONTRACTOR FOR REVIEW BY OW NER/EOR. REFER TO CONTRACT DOCUMENTS AND SPECIFICATIONS FOR INFORMATION AND SUBMITTAL REQUIREMENTS. 2. ALL STEEL STUBS, JOISTS, AND ACCESSORIES SHALL BE MADE OF THE TYPE, SIZE, GAGE, AND SPACING SHOWN ON THE DRAWINGS. ALL LIGHT GAGE STEEL FRAMING SHALL BE MANUFACTURED BY MARINOWARE OR APPROVED EQUAL 3. ALL STUDS, JOISTS AND ACCESSORIES SHALL BE MANUFACTURED PER ASTM C955.ALL STUDS, JOISTS AND ACCESSORIES SHALL BE GALVANIZED TO HAVE A MINIMUM G-60 COATING IN CONFORMANCE WITH ASTM C955. STUDS, JOISTS AND ACCESSORIES, 16 GAGE OR HEAVIER SHALL BE FORMED FROM SHEET STEEL CONFORMING TO ASTM A653, FY-60 KSI. THOSE 18 GAGE OR LIGHTER SHALL BE FORMED OF SHEET STEEL CONFORMING TO ASTM A653. FY-33 KSI, 4. REFERTOMA0.INOWARE TECHNICAL PUBLICATION 'STUD -RITE LIGHTWEIGHT STEEL FRAMING SYSTEM' FOR TECHNICAL INFORMATION. RECOMMENDATIONS. DETAILS, SUGGESTED SPECIFICATIONS, ERECTION AND BRACING. 5. ALL LIGHT GAGE STUD AND TRACK COMPONENTS $HALL BE CLEARLY IDENTIFIED WITH STANDARD INDUSTRY MARKINGS OR COLOR CODING. 6. ALL CURTAIN WALL STUDS SHALL BE FASTENED TO THE BOTTOM TRACK WITH A MINIMUM NO. 10 SCREW TO EACH FLANGE. AT TOP. USE 21NCH DEFLECTION TRACK WITH A 3/4' GAP BETWEEN TRACK AND TOP OF STUD. FASTEN STUDTOTOP TRACK WITHANO. 6 SCREWON ONE SIDE ONLY FOR ERECTION PURPOSES; REMOVE SCREWS ONCE THE WALL IS STABILIZED BY BRIDGING AND/OR SHEATHING. INSTALL ONE ROW OF HORIZONTAL BRIDGING W ITHIN ONE (1) FOOT OF THE TOP OF THE WALL. 7. CURTAIN WALL STUDS SHALL BE OF THE WIDTHS INDICATED. UNLESS OTHERWISE INDICATED, CURTAIN WALL STUDS SHALL BE MIN. 18 GAGE AND SPACED TO A MAXIMUM OF 10 INCHES ON CENTER. BOTTOM TRACK SHALL BE MINIMUM 18 GAGE AND DEFLECTION TRACK SHALL BE MINIMUM 16 GAGE. 8. FIELD CUTTING OF STUDS MUST BE ACCOMPLISHED BY SAWING OR SHEARING. TORCH CUTTING OF COLD -FORMED MEMBERS IS NOT ACCEPTABLE. I NOT PERMITTED UNLESS SPECIFICALLY PERMITTED PER 9. NOTCHING OR COPING OF STUDS S THE LIGHT GAGE SHOP DRAWINGS. 10. STUDS MAY NOT F SPLICED UNLESS SPECIFICALLY PERMITTED PER THE DRAWINGS. 12, USE JOIST O POOLIMUM MEMBERSTHREE M STUDSBEINS A L EXTERIOR DIRECTLY WALL OVER STUDS. 13, JOIST OR ROOF MEMBERS MUST BE INSTALLED DIRECTLY OVER STUDS BELOW. 13. FOR SCREWS, MAINTAIN A MINIMUM 3/4' CLEARANCE FROM ALL EDGES STEEL MEMBERS. MAINTAIN A MINIMUM ON CENTER SPACING BETWEEN ADJACENT SCREWS. 14, IF DREQUIRED,ALLWN WELDED FOR WELDING CONFORM TO THE REQUIREMENTS OF AWS Di.3 'SPECIFICATIONS FOR WELDING SHEET STEEL IN STRUCTURES'. (PER EDITION REFERENCEDINTHEIN THE ANSI Z49ABLE BUILDINGFORM CODE). REFER TOREGARDING AWS 019.0 WELDING ZINC COATED STEEL' AND ANSI Z49.1 FOR INFORMATION REGARDING SAFE WELDING PROCEDURES. 16. MINIMUM THINNEST CONNECTTHICKNESS UNLESS NOTED TREED THE BASE METALYHICKNESS OF THE THINNEST CONNECTED PART UNLESS NOTED OTHERWISE. 17. ALL HEADERS AND/OR BUILT-UP BEAMS MUST BE CONSTRUCTED WITH UNQUENCHED MEMBERS ONLY. 18. SPLICING OF HEADERS IS NOT PERMITTED UNLESS APPROVED BY THE DESIGN ENGINEER, 19,9. SHOP DRAWINGS AND MANUFACTURER'S PRODUCT CATALOGUE SHALL BE PROVIDED BY LIGHT GAGE CONTRACTOR. 20. SHOP DRAWINGS SHALL DETAIL WINDOW AND DOOR HEADERS, SILLS AND POSTS, AND CONNECTIONS. . 21. ALL STUD WALLS SHALL HAVE HORIZONTAL BRIDGING AND CROSS BRACING INSTALLED AS RECOMMENDED BY THE MANUFACTURER. ALL BRACING SHALL BE INSTALLED BEFORE APPLICATION OF LOADS. CONCRETE BLOCK MASONRY: 1. MASONRY WALL$ SHOWN ON STRUCTURAL DRAWINGS ARE I2' NOMINAL THICKNESS UNLESS NOTED OTHERWISE. 2. ALL CONCRETE MASONRY UNITS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AND CONFORM TO THE REQUIREMENTS OF ASTM C90, UNLESS NOTED OTHERWISE. 3. ALL GROUT SHALL BE COARSE GROUT CONFORMING WITH ASTM C476 AND SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI. 4. ALL GROUTING PROCEDURES SHALL CONFORM TO ACI PROCEDURES. 5. MORTAR SHALL BE TYPES HIGH STRENGTH MORTAR. 6. ALL MASONRY EXTERIOR WALLS AND ANY OTHER WALLS SO NOTED ON THE DRAWINGS SHALL BE REINFORCED, AND ALL REINFORCED CORES GROUTED SOLID. WHERE SOLID GROUTING IS CALLED FOR, ALL SLOTS AND CELLS SHALL BE FILLED WITH GROUT, AND SPECIAL CARE TAKEN TO KEEP CORES FREE OF MORTAR DROPPINGS. ]. MINIMUM VERTICAL REINFORCEMENT FOR 12' WALLS SHALL BE (2)-A5 AT 32' o/c. 8. ALL REINFORCED MASONRY WALLS SHALL HAVE MINIMUM 9 GAGE GALVANIZED WIRE LADDERTYPE HORIZONTAL REINFORCEMENT AT 16" o/c. IN ADDITION, PROVIDE THE FOLLOWING REINFORCING: A. (2)-8 5 FULL HEIGHT VERTICAL BARS AT EACH SIDE OF WALL OPENINGS, CORNERS AND WALL ENDS. B. ALL REINFORCING BARS SHALL BE SECURELY HELD IN POSITION WITH 9 GAUGE WIRE SUPPORTS PRIOR TO GROUTING. C. ANY ADDITIONAL REINFORCEMENT SHOWN ON THE DRAWINGS. 9. LAP ALL REINFORCING BARS IN MASONRY A MINIMUM OF AS BAR DIAMETERS. LAP HORIZONTAL WIRE REINFORCEMENT A MINIMUM OF V-0". 10. GROUT SHALL BE PLACED USING HIGH OR LOW LIFT GROUTING PROCEDURE PER ACI RECOMMENDATIONS. DEMOLITION - SHORING - UNDERPINNING - TEMP BRACING: WITH V DEMOLITION THE AREA MUST BE SURVEYED AND UATED B THE C NTRACT 1. BEFORE THAT DAMAGE WILL BE MADE TO ANY TED BY THE CONTRAC TOR TO ENSURE THA O EVALUA STRUCTURE, PROPERTY OR EQUIPMENT BEYOND THE DEMOLITION. 2. PROVIDE TEMPORARY SHORING AND BRACING FOR FLOORS, ROOFS, PIERS AND WALLS DURING DEMOLITION AND MAINTAIN THIS TEMPORARY CONSTRUCTION IN PLACE UNTIL THE NEW STRUCTURAL WORK IS COMPLETED AND TIED TO THE REMAINING EXISTING CONSTRUCTION. REMOVE DEMOLISHED ITEMS PROMPTLY FROM THE BUILDING. DO NOT OVERLOAD EXISTING FLOORS N CONSTRUCTION DEBRIS. 3. EXTENTS AND SHORING MEANSS AND METHODS TO BE DETERMINED BYTHE CONTRACTOR. THE CONTRACTOR MUST RETAIN A SPECIALIZED, EXPERIENCED SHOEING FIRM TO DEVELOP A SEQUENCE OF OPERATIONS, AND DIRECTLY OVERSEE THE FIELD WORK TO ENSURE THAT THE EXISTING BUILDING IS SAFE AT ALL TIMES AND THAT THE PROPOSED N PROPERLY SUPPORTED. NEW CONSTRUCTION 4. REFERT ION UNDERPINNING. FORANTICIPATEDEXTENT AND OCATION AND NXTET OFEXISTINGTORE DE NDA ERMINED UNDERPINNING. EXACT THE CO TRA TOR MUST ASPS IA DETERMINED BY THE CONTRACTOR. THE CONTRACTOR MUST RETAIN A SPECIALIZED. EXPERIENCED UNDERPINNING FIRM TO DEVELOP A SEQUENCE OPERATIONS, AND DIRECTLY OVERSEE THE FIELD WORK TO ENSURE THAT THE EXISTING BUILDING IS SAFE AT ALL T1 ES AND THAT THE PROPOSED NEW CONSTRUCTIONCROSSING IS PROPERLY SUPPORTED. 5. REMOVE AND RELOCATE T REQUIRED SHALL PROVIDE CROSSING EXCAVATIONS AND NEW FOUNDATKN WORK. CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY SUPPORT FOR ALL UTILITY LINES ADJACENT TO NEW FOUNDATION WORK. 6. PROTECTSTREETS,BYSTEELSWALKSANG, BRACING, BUILDING FOUNDATIONS ETC. ASREQUIRED EXCAVATION BY STEEL SHEET PILING. BRACING, SHORING, ETC. AS REQUIRED COMPETENT FIELD CONDITIONS. EXCAVATIONS AND SHORING SHALL BE DESIGNED BYY THECONTRA PROFESSIONALLY LICENSED STRUCTURAL ENGINEER EMPLOYED BY THE CONTRACTOR. 6 SCHEDULE OF SPECIAL INSPECTIONS: PROJECT: HANNAFORD SUPERMARKET& PHARMACY LOCATION: 935 SHELBURNE ROAD SOUTH BURLINGTON, VT OWNER: HANNAFORD BROS. CO. OWNER'S ADDRESS: 145 PLEASANT HILL ROAD, SCARBOROUGH, MAINE 04074 ARCHITECT OF RECORD(AOR): WEIRD ARCHITECTS & ENGINEERS STRUCTURAL ENGINEER OF RECORD(EOR); WBRC ARCHITECTS& ENGINEERS /ADAM GILLESPIE , P.E. THIS STATEMENT OF SPECIAL INSPECTIONS ITS SUBMITTED AS A CONDITION FOR PERMIT ISSUANCE IN ACCORDANCE WITH THE SPECIAL INSPECTION REQUIREMENTS OF CHAPTER 17 OF IBC. IT INCLUDES A SCHEDULE OF SPECIAL INSPECTION SERVICES APPLICABLE TO THIS PROJECT AS WELL AS THE NAME OF SPECIAL INSPECTORS AND THE IDENTITY OF OTHER APPROVED AGENCIES INTENDED TO BE RETAINED FOR CONDUCTING THESE SERVICES. THE SPECIAL INSPECTOR SHALL KEEP RECORDS OF ALL INSPECTIONS AND SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, STRUCTURAL ENGINEER AND ARCHITECT OFRECORD. DISCOVERED DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OFT ECONTRACTOR, A FINAL REPORT OF SPECIAL INSPECTIONS BY THE SPECIAL INSPECTOR($) DOCUMENTING COMPLETION OF ALL REQUIRED SPECIAL INSPECTION$ AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED PRIOR TO ISSUANCE OF A CERTIFICATE OF USE AND OCCUPANCY. THE SPECIAL INSPECTOR, WHO IS GENERALLY EMPLOYED BY THE PRIMARY TESTING AGENCY, MAY USE VARIOUS INSPECTORS WHO ARE FAMILIAR WITH EACH CATEGORY OF WORK. IF SPECIAL INSPECTIONS ARE ALSO PERFORMED BY AGENTS WHO ARE NOT EMPLOYED By PRIMARY TESTING AGENCY, EACH OF THESE ADDITIONAL SPECIAL INSPECTORS SHALL ISSUE A FINAL REPORT FOR THEIR CATEGORY OF INSPECTION. ONLY AFTER THE FINAL REPORT(S) HASMAVE) BEEN ISSUED BY THE SPECIAL INSPECTOR(S) CAN THE AIDE AND FOR ISSUE FINAL AFFIDAVITS FOR THE PROJECT COMPLETION. JOB SITE SAFETY AND MEANS AND METHODS OF CONSTRUCTION ARE SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. SCHEDULE OF SPECIAL INSPECTION SERVICES: THE FOLLOWING TABLES COMPRISE THE REQUIRED SCHEDULE OF SPECIAL INSPECTIONS FOR THIS PROJECT. THE CONSTRUCTION DIVISIONS WHICH REQUIRE SPECIAL INSPECTIONS FOR THIS PROJECT ARE AS FOLLOW: CONCRETE FOUNDATIONS STRUCTURAL STEEL COLD -FORMED METAL FRAMING CAST -IN -PLACE CONCRETE: MIX DESIGNS: REVIEW CONCRETE BATCH TICKETS AND VERIFY COMPLIANCE WITH APPROVED MIX DESIGN. VERIFY THAT WATER ADDED AT THE SITE DOES NOT EXCEED THAT ALLOWED BY THE MIX DESIGN. FREQUENCY -EACH MIX DESIGN. MATERIAL CERTIFICATION: REVIEW FOR COMPLIANCE WITH CONSTRUCTION DOCUMENTS. REINFORCEMENT INSTALLATION; INSPECT SIZE, SPACING. COVER, POSITIONING AND GRADE OF REINFORCING STEEL. VERIFY THAT REINFORCING BARS ARE FREE OF FORM OIL OR OTHER DELETERIOUS MATERIALS. INSPECT BAR LAPS AND MECHANICAL SPLICES. VERIFYTHAT BARS ARE ADEQUATELY TIED AND SUPPORTED ONCHAIRSOR BOLSTERS. FREQUENCY-25% OF STRIP FOOTINGS ANO FROST WALLS 100%OF ISOLATED FOOTINGS,IN72O; RETAINING WALLS AND 50%OF ALL OTHERS. ANCHOR RODS & FORMWORK; INSPECT SIZE, POSITIONING AND EMBEDMENT OF ANCHOR RODS. INSPECT CONCRETE PLACEMENT AND CONSOLIDATION AROUND ANCHORS, REVIEW FORMWORK GEOMETRY FOR COMPLIANCE WITH THE STRUCTURAL CONSTRUCTION DOCUMENTS. FREQUENCY- fD0% OFALL ANCHOR RODS. 25%OF FORMWO, CONCRETE PLACEMENT; INSPECT PLACEMENT OF CONCRETE. VERIFY THAT CONCRETE CONVEYANCE AND DEPOSITING AVOIDS SEGREGATION OR CONTAMINATION. VERIFY THAT CONCRETE IS PROPERLY CONSOLIDATED. FREQUENCY-f00%OF ALL CONCRETE TEST SLUMP AND TEMPERATURE OF EACH BATCH. TEST AIR CONTENT WHEN COMPRESSIVE STRENGTH TEST SPECIMENS ARE MOLDED. SAMPLING AND TESTING OF CONCRETE; TEST CONCRETE COMPRESSIVE STRENGTH (ASTM C31 & C39), SLUMP (ASTM C1431, AIR -CONTENT (ASTM C231 OR C173) AND TEMPERATURE (ASTM DING). OBTAIN ONE SET OF (4) STANDARD CYLINDERS FOR EACH COMPRESSIVE STRENGTH TEST. TEST TWO (2) CYLINDERS AT] -DAYS AND TWO (2) AT 28-DAYS. TESTINGFREQUENCY' If) COMPRESSIVE STRENGTH TEST SHWLD BE PERFORMED FOR EACH DAMS POUR EXCEEDING 5 CUBIC YARDS AND III ADDITIONAL SET FOR EACH SO CUBIC YARDS MO RE THANTHE FIRST 25CUBIC YARDS ATAMINIMUM COMPRESSIVE STRENGTH TESTS SHOULD BE PERFORMED ON CONCRETE USED IN 80% OFALL NEW INTERIOR FOOTINGS., FIELD -CURED CYLINDERS - DURING COLD WEATHER CONCRETE OPERATIONS, PREPARE TWO (2) ADDITIONAL SETS OF TWO (2) STANDARD CYLINDERS TO BE CURED AT TEMPERATURES OF CYLINDERS IN CONDITIONS AND AT THE SITE MAINTAIN' AINTA N G THE VIBRATIONCONCRETE.DINGPROTECT CYLINDERS FROM COMPREINGSSIVE E T DAMAGESTRENGTH T AND FROM VIBRATION DURING INITIAL BET. PERFORM COMPRESSIVE STRENGTH TEST ON TOF THE CYLINDERS AT]DAYS AND ON THE REMAINING TWO (2)CYLINDERS AT 29 DAYS. CURING AND PROTECTION; INSPECT CURING, COLD WEATHER PROTECTION AND HOT WEATHER PROTECTION PROCEDURES. STRUCTURAL STEEL: FABRICATION CERTIFICATION AND QUALITY CONTROL PROCEDURES: REVIEW SHOP FABRICATION AND QUALITY CONTROL PROCEDURES. MATERIAL CERTIFICATION; REVIEW CERTIFIED MILL TEST REPORTS AND IDENTIFICATION MARKINGS ON WIDE -FLANGE SHAPES, HIGH STRENGTH BOLTS, NUTS AND WELDING ELECTRODES. BOLTING: INSPECT INSTALLATION AND TIGHTENING OF HIGH STRENGTH BOLTS. VERIFY THAT SPLINES HAVE SEPARATED FROM TENSION CONTROL BOLTS. VERIFY PROPER TIGHTENING SEQUENCES. FREQUENCY -25%OF BEARING -TYPE BOLTS. CONTINUOUS INSPECTION OF BOLTS IN SLIP -CRITICAL CONNECTIONS, WELDING; VISUALLY INSPECT ALL WELDS. INSPECT PRE HEAT, POST -HEAT AND SURFACE PREPARATION BETWEEN PASSES. VERIFY SIZE AND LENGTH OF FILLET WELDS. REVIEW WELDER QUALIFICATION STATEMENTS BY FABRICATOR AND ERECTOR. FREQUENCY- 1OOY SHOP &FIELD FILLET IDS/I6" MULR-PASS) AND PARTIAL PENETRAiIONGROOVE WELDS MUST BE SPOTTESTED A T A RATE OPONE I1) TEST PER MEMBER USING THE MAGNETIC PARTICLE TEST METHOD. 100%OFALL SHOP & FIELD COMPLETE PENETRATION GROOVE WELDS MUST BE TESTED USING THE ULTRASONIC METHOD. STRUCTURAL DETAILS, VERIFY THAT THE GENERAL GEOMETRY OF THE ERECTED STEEL FRAME CONFORMS TO THE CONSTRUCTION) DOCUMENTS AND APPROVED SHOP DRAWINGS. FREQUENCY- DURING EVERY SITE VISIT METAL DECKING; INSPECT WELDING AND SIDE -LAP FASTENING OF METAL ROOF AND FLOOR DECK. VERIFY SIZE AND QUANTITY OF FASTENERS FOR CONFORMANCE WITH CONSTRUCTION DOCUMENTS. FREQUENCY CONTINUOUSL Y DURING PLACEMENT CONCRETE MASONRY: VERIFY STRENGTH: SAMPLE, PREPARE AND TEST GROUT SPECIMENS, MORTAR SPECIMENS. FREQUENCY- I STREGTH TESTFOR EVERY 250SFOFMASONRY. INSPECT PROPORTIONING, MIXING AND RETEMPERING OF MORTAR AND GROUT. FREQUENCY- DURING EVERY SITE VISIT VERIFY MASONRY INSTALLATION SPECIFICATIONS. INSPECT SIZE, LAYOUT, BONDING AND PLACEMENT OF MASONRY. DURINGEVERYS/TE VISIT. INSPECT CELLS PRIOR TO GROUTING AND VERIFY GROUTING PROCEDURES, INSPECT PLACEMENT AND CONSOLIDATION OF GROUT. INSPECT MASONRY GLEAN -OUTS FOR HIGH -LIFT GROUTING. DURING EVERY SITE VISIT. INSPECT CONSTRUCTION OF MORTAR JOINTS INCLUDING TOOLING AND FILLING OF HEAD JOINTS. DURING EVERY SITE VISIT. OF TR TION AN0INSTALLATION F MA NRV TO OTHER CONS UC INSPECT ANCHORAGE OF MASONRY EMBE DDED ITEMS. DURING EVERY SITE VISIT. VERIFY CURING AND PROTECTION PROCEDURES. VERIFY PROTECTION FOR COLD AND HOT WEATHER PROCEDURES. VERIFY THAT WALL CAVITIES ARE PROTECTED AGAINT PRECIPITATION. DURING EVERY SITE VISIT. INSPECT THE SIZE, QUANTITY. CONDITION AND PLACEMENT OF REINFORCING. FREQUENCYDURING EVERY SITE VISIT. COLD -FORMED METAL FRAMING MEMBER SIZES; VERIFY CONFORMANCE OF MEMBER SHAPES INCLUDING THEIR DEPTHS. FLANGE WIDTHS AND MATERIAL THICKNESS TO CONSTRUCTION DOCUMENTS FREQUENCY -AS NECESSARY MATERIAL PROPERTIES; VERIFY MATERIAL PROPERTIES FOR CONFORMANCE WITH CONSTRUCTOR DOCUMENTS. FREQUENCY-ASNECESSARY MECHANICAL CONNECTIONS; VERIFY THAT CONNECTIONS COMPLY WITH CONSTRUCTION DOCUMENTS. VERIFY THAT SIZE AND QUANTITY OF LIGHT GAGE FASTENERS COMPLY WITH CONSTRUCTION DOCUMENTS. FREQUENCY. SPOT CHECK 10% FRAMING DETAILS; VERIFY CONFORMANCE OF FRAMING CONFIGURATIONS AND ALIGNMENT TO CONSTRUCTION DOCUMENTS. MEOUENCY-AS NECESSARY PERMANENT BRACING; REVIEW CONTRACT DOCUMENTS FOR PERMANENT BRACING REQUIREMENTS AND VERIFY THEIR INSTALLATION PER THE SAID DOCUMENTS. FREQUENCY- AS NECESSARY. IAlcm T 2 3 4 5 6 T1 T2 T9 T4 T5 FOUNDATION PLAN NOTES: SEE GENERAL NOTES CN SXEFT SDDIFE EoXTEXRjffl ag-0 9$% -_ . xFNISH FLOOR. IS —LIPS TM. FOUNDATION 1YID' S EEOVA NODNOATES TOP OF C RGRETE FOOTNOffoUNDATION D FIND, , �- SboI iw,reI Tow EL:lar-S• ,' ALL ITOw)ELEVATIgd .IDp'D•UNp. s TOP OF PIER ROPI ELEVATwN.9Ya' UNO. 51-- SHADED. yyy i tltt area,, TOP OFPILL . AT DOOMS ELELVATOx.9Ya• UNO, SHOWN SHADED '. COORDINATE SINSLATl OAK, FOR ALL TOW EL ''' GSTEP 9 REo�nEUE�s ocaEmRsaudo Ns. CooRgoiA�oRno"Irro EDR I' SFORINroRxuTOP ' WITH ARCHA DCIVLOURFWNGGSS ( TOw ' ` EL: -ASS, TRASH COMPACATOLROFFEAAND LOF OADIABCOOOK gG 4 p I I [era1, FT09TEP F�O� `PTO STEP ' ' Al ARE aDNTAL WALL AND 9 DRIU AND EFoxv DowEL ATH rO IIS4501 — 'fD^L i' Fr STEP FOOTING REINFORCE— 9INTO EIRTING FOUNDATIONS _ - a r BP sEoPEwDOCKS. AND ORDoxn SINGS K - MPSDN SmDD9 HDLDDDwN Faonxca xeOULB I B cant `�� coNNicioA.'S.PsoN SBTre.xaGuvANasD EP CASTINANCHOR Roo K sae tu..0 PLAN, FTGSTEP IFax ` bar Fa 1 S? FT G STEP layar� TOWBL:IaD•a-r so..,..D. 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SPAN DIRECTION OF METAL DECK CONSTRUGTIONINDICATED AS FOLLOWS' Y SPAN DIRECTION OF WOOD SHEATHING INDICATED T1 T2 T3 T4 TS AS FOLLowS: METAL ROOF DECK (-PE B)IS >/ TONGEANDGROOVEADVANTECHFLOORSHEATHINGPANEI RIP DECK BRACED BaV sHEAT..I�FLIPIArvO FASTEN PANELS TO CFSFLOOR FRAMING DAM—s"I A' AAOTO NE GESAISuoMl AT D GF6FRAMI PANELHELE �e006APl6PATED,A.p�o,ATEAG-1 SL wnuinnsn SIST". 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FAN OB-1 Af A. wG O1111 EMOVEAMASONav Kau AND NSTAIIINGSTELLJuSEw BEOAM I� I. TOP TEE U06.1-UNDERSIDEOFWOODROOFSH ING 2.=AECTOOOO 1. TONGUE AND GROOVE AIDVANECH FLO OR OOR SHEATHING PANELS SHFAnING BLOCK ALL PANEL EDGES AND FASTEN PANELS TO CFS FLOOR FRAMING LFDH't6A�WPAE-Sn1MIASniAT Ni uY. AT PANEL ".. AT ALL BEARINGS. I . STRUCTURAL wAOUOSHEPTHING IvaxT CFT EDIATERAL FORCE RESISTIN0 SVSTEMI , ADVANTECH AT SERIES SHEAASTEN PANELS TO SQUARE "'WALLE FFEaMING wI NI SELF Ro.. ANNER BAD WOOD TO CM55CREw51MN.HEAD PANEL A ELFELDAT PLLB 161I S ...TPANELEDGESANDIYNCAT 6 0 �1 STEPPED FOOTING CONSTRUCTION 314.= 1'-0• IETE ALL EXPOSED EDG n FOUNDATION SECTION J\{ C —I'.iD STUDS 0 IS'aP sEEsusvuN EMF AS O IT O.C. E.W. E.F. COMPACTED U BTF— FILL(F$°F.I ""TO.C. MIN. COME aACRUSHEDSMNE C" 1 FOUNDATION SECTION T.0 SUB P R BOLTS B 121aL COxT SEE � COIN PIER DETAILS 3 OO=EL®GY ok Ip ORANUURFIII� ACIED '--RRY/ IF.T ac DRILL TD DOWEL § CONCRETE EXISTING FOUNDATION A'MN.CCMPACTED AND FOORNG 31a CRUSHED STONE -. NOTOEq FTG SIZE AND REINF SEE FIN PLAN 1 2 \ CONIISEE D ;,c�'e,°wi` —1— STIVE SS IT x5 COIN..1 AL*1INSIDE F CEACE OFO F MD TO SIDE WALL 1,1 -1D INSULATION wfi "�ST DN CONC. SUB AND FEINF lE as Ix TO COxAF.0 I SEE SUB PIAN ADE we WEEPS®l—O.0 FINISH IB—R o siesue PLAN REME ED z ea ®cm ACT Wnou �DGMPADED SEE wILREPDRT �F uc;;a_J SIN GPANULAFR. _ IS—ALLDDwE ® Y s ���wa aF.TER X J M %%` EDASTOxErr — 151X5 CONT. BOTT. .YA 101 XS COM.BOTT. 9 n REMRORTAL'EA IN °w� To4r-N E o n NORORGEMENrL Aa"HSMEiAN-PACENGOF CCoNES RUCTION HORDIONTALwALL R nERORCE.ENT.OMIT CORNER BARS® V MERE.I OWN ON GLIR- TV-AL INYSRSECT N TIFICAL END ATYPICAL FOUNDATION WALL REINFORCING 3/4' =1'-0• ANCHORR00.R w�wAILIPUG NON OF xOLD DOwN FACE 11OTNPCIGID PIELL TIONE OF FNDwALL xw/(ILINDS pDIA ////// FINE IS ae NTO GINCFE® SEE SLAB PUN PAINT OPTION OFF FSHWH GRAIE IN CONCRETE W' IB SBERC:ED MASTIC � ��—� RIGDINsuuT 2 p°�IYa�e.w. wN — III T. DCOR`APATED BEE SOIL REPGRT ,� I UG A-J RE"SEE G AEPoA: IMI § b b t_ LL@ �To IT w d ALTERNATE Jlp MIN COIN AG�D e/4.A' CRUSHED STOnEUSN'ED—STO—TENES 131-XSCONT. BOTT. Y4' CRVSxEO STONE 7 FOUNDATION OU SECTION FL SECTION n=c �asrvoorliio`PLAiATCEMervirxolD Down A ARouND CGLDMN FILLER Pus solo. ruos rF we lN?o cOr cFEE 01ea1AINT VORI- AND TTRRACNS UP.1n'DIA Y Ue GRET COLUNIN TO wrt"DT S EUSP REME BY"I", c°oPcne® R As IB'ac INTO j' FIN. 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AU BASE Pures sE Pia-rHLEVArIo VAll1 2 SI— nacl«i sRWo"as ED oF$EEAq sc°oE nNS. cameo_ Puxs�FooIZ I IT ND PIE SCHEDULES Y PIER &PIER DETAILS _ _ _ �1 E AND BASE PLATANCHOR RODS 314' = 1 '-0' 5 6 NOTE: FOR PD GIMENSIONS SEE APPROVED MFGR SHOP DMWMGS E SEE q�NT.Ew,GB.DIA NOTES "le'G.C—I IIS § 121XP DIY FUL11EDJONT gNCHORS®IB'Ow/3,OI. .C. § CON C BIAS AH. RFINF 4 BE SLAB PLAN XA01T CONEBTRUATUR� SEE BLAB PLTE AN —� ,Ss 1 PROVIDE JOINTS 88A I MAXIMUM s I.SEE FND DETAILS FOR FOlw0A1gN SIZE ANO REMF. Ya�CRUSHE STCNE� NREFe ruREN DNAPNG5 FOR SPECIFICATIONS FOR FINAL DMENSIOxs. AND ALL EMEEODED ANGLES AND BUMPER NEEDS. TYPICAL FOUNDATION WALL CONSTRUCTION JOINT �1 TYPICAL FOUNDATION SECTION AT DOCK LEVELER112 11TISOUTION-HT FILLER ARCUNDCOLUMN OOR�L�S'ATE AND eEE Sue Pux° R EINF FIN, LILEL. ST —PL sus(Aa SOPANDHAIRPIN earC.OVEa ml— s(rvP)- F_UT FlT. LL(BS%1UI — (8) ke FTGIPIER DOWELS CONTINUENOTES AND SEE FDN 'LA 2 FOR T'AILS. 1. F Txxu PIER. 9 FOUNDATION SECTION 1R•=1'-0.. lo SEMN 111 ws FTCNIER DOWELS S IEI sue —� (wr—UNDATloN — VERIFY E—ATION GO TE UNDEF1INNING OE INSTA LLEDFRICRTO FULLNFW FouNDA=S R 0 r i 2 T/ T3 T2 I I I 0050 TL ®BiB LME �q1 TIO®oA IINE 8 $ D:HOPPWELDED Y k'4Ti° EXT TJOO BM FDIS LANGE. SHOPWELDED ' TY F. y4 A ., VIEr•CIA SOLT S SENT PLELDED S5 x91x1 SIPw NS. %YPNCNONS, ry 3 / 5 I -SEE PLAN I SEE PLAN SEE ELESPACE� COLUMN SCHEDSEE ULE SHEAR TAB' r _—_ 1 W PHMMEIIENE�- . MWEAMDE THICK GIT45ET.TYPw;ATG GUSSET PLATE Y I SIEELCCLUNEI SEE HSSSEE ELEv CIXUMN SCNEWLE AA HKGU96ET PUTS wP A MW EA I FRAMI�1NG ELEVATION ® LOADING DOCK DOORS FRAMING ELEVATION TA LINES F�SECTION �1 FRAMING SECTION 1/S'- 1'-0" 1/B'. U. U 3//'. QL T. xS U.. B —1. L6x51rzx t 0 CONTLSxYlnx5lt6 ETAL J Ba.AnGLE METALRGGFDECB.G.ANGLE u DECK K- M� 6TEEL 1�0. STSEL GROUT PPOCKET SEE PLVJ UD B IA NSTALLATrox L.N.CKTO x wa zGP TO EALH6DE -IN BDTBDS. I.DAGGN8NAIE, SEE NLANNGLE wBEaM,SEEP ry SEE PUN D ECFTIOONyp WlEAl,ACH "CATroNS ALL W FO arexsxf f GAP PLATE BSHG ELDER DBBB6E0 roNTG05 BaTSA DIAMETER BnB 5 ®10, N'o STUDS iO BEAM. ttPK:AI F ®tS'ok�3 HS6 COL. SEE PUN JIO'KS%6' T BEAM BEARNG HEADED BHFAH STUDS MET SET ACEEPTABLEI 2 P OUTSIDE F.O. STUD—.1.� OUTSIDE F.O.6N0--j--S+ ASEAN. PANT- (1GICERTICALW SEE TOP Of FOUNDATION WALL OIO DOWNETOEXISTING MASONRY WALL C �J. OR SHEA1.11 PANEL w DFLOORSHIEATFS PANELS P,. El Jw4T6x,VCKING�� �e �wsisBOKNc rqN a LP STs � �N �•`t2 " F O B +IlCFEFU.0P,KNSTS�ErYP BCFS ROOFEBINOSHEAOIHNGST Irz CErvG SHEATHING ` V CEiLMGSHEATHING 121 11 CIA 1011 JOI6T4 NER ON FACE OF EACHMJOIST PANEL EDGE BLOCKING BTWN STUDS PANEL EDGE BLGOONG STwN STUDS B' CFS BURNO WALL CH SIDE WOOD s WOGD CFS BEARwG WALL wI l2' WOOD SHEATHwG PANELS EACH SIDE EE.ATHrvG PANELS EACH SIDE SN—INO PANELS EACH SIDE �, 1FRAMING SECTION �\ FRAMING SECTION FRAMING SECTION �i I'-0' 3l/'=1'-0- D taxi. LT.Jxw CONT. LNA—uv DOWN B.O. ANGLE METAL gCOF GGER B.O. PNGIE � '1 110 112 METALROOFDELK EEL TO. BSEE PLAN WBEAM. BEE FtAx IBEAMI SEE PLAN I � /1 FRAMING SECTION & AMING SECTION Lf ALIGN TIP OF A INSIDE FACE OFF CNMU W ALL IF METAL ROOF DECK '" YIB J LEE P. rMETAL7F DECK I Ero4TING CGNNE11GHTOW2AESA. SEE -- 6 OUTSIDE F.G. STUD I ®18'�BP2NSJ STUDS -y CGNTTRACK )PI BSGREW01'-D ECK M A ROOF DECK SEE xAN -EA. SEE PLAIN I FRAMING SECTION s�owx roil cunnv �BEEMIM�A-NO WHERE PERKMANENTLYDE OSEDTOTHE EKIEROR ium MASONRVWALLBEYOND F7MV^ 8 FRAMING SECTION �1 FRAMING SECTION �1 FRAMING SECTION FRAMING SECTION %1 �, FRAMING SECTION /.1 FRAMING SECTION 1 1l2' - 1'-0' 1 1/2•. 1'-0" 1 1/2' - V-0• 1 1/2• - V-0" 1 1/Y . 1'-0^ 1 11 1/ DOUBLE s'CVS. TYP DOUBLE C CFS, m SIMPSON Smou HOLD MPSON- UHOLD N. TYP DOWN. T 6 CORNER STUD HOLD DOWN- NW CORNER STUD HOLD W E .-.A A'GFS IF oowSONSVHDUHOLD�A IMPSON EINCU HOLD \\\\\\\\\\\\ DOWN DOUBLE O'CFS.TYP TIACICOVER �1 CORNER STUD HOLD DOWN - SW �\ CORNER STUD HOLD DOWN - SE IIE EGA HEADER 23 TYPICAL CFS HEADER TO JAMB CONNECTION I2 REWSTHAAJTEFCKiOG- ONESCREW FERF WGEI MI I -No EwSS'oO. SHAPE ON SCREW PE FLANGE. �PICAL IFS HEADER LJ 1 tYd"=I IT EI oars 11l laLS SEEPLAN rH DGH Ys'EE PLPN F I HOOP BETWEEN HDDA Lo oo�N6 RG b COMVRESSKXa MEMBERS <I trz cEArvOSHEATHING DGINNION OWN smOue HOLD 1 of JOISTS I I I RI S aFA ROOF JVISTS PANEL EDGE 'UCC— STAN STUDS z WOOD SHEATHING PANELSEACHSIDE FRAMING SECTION RAMING SECTION NEW BEAM L NTEL SEE PLAN30NRY WITH'®I "" SEA 1 HEADED SHEARSTUDSIWETSETACCEPTABLEI AT EACHUMGROUT OOTHIT N.EINTO EXISTING CAUI INT RENFORCEMENT EACH COURSE I41 IS VERTICAL WALL REINFORCEMENT FLOC IA V It . . I . FLOOR DRILLANDEP AREGARB'MIN. SLB IN AL INTOEKISTMOCO" F"5UB INTO EXISTING CONCRETE Z. TYPICNEW OPENING IN EXIST MASONRY WALL �1 TYPICAL EXIST MASONRY WALL OPENING INFILL I AID �W tel: 3 4 TA 4 MECHANICAL CENTER RIGHT 2 1/BDIN� KL V 3 1/3'.I 0 K VA d 1/3'I K RIGHT ELEVATION 5 1/e•HANQA REFT ELEVATION /IELVATION DOOR AND FRAME PACKAGE A NUMBER LOCATION DOOR FRAME OTHER REMARK SIZE MAT TYPE MAT TYPE HEAD JAMB SILL FlRE RTG (HR) 1 SPRINKLER ROOM 3- - 0• x T - 0' x 1 3/4• HM 1 HM D IZA202 SIM 12JA202 1 EXTERIOR DOOR. ONE HOUR RATED DOOR AND FRAME 2 EXIT DOOR 3' - 0' x7 - 0 ,1 3/4• HM 1 HM D EXTERIOR DOOR 3 VENDOR DOOR 6'-0"x 8'-0•x 0" STL 10 1VA202 SIM ll/A202 VERTICAL LIFT DOOR, STEEL CHANNEL FRAME 4 COMPACTOR ACCESS T - 0' x X 0• x 1 84' HM 11 HM - 1 ONE HOUR RATED COMPACTOR CHUTE ACCESS DOOR AND FRAME 5 RECEIVING S-6•x9'-0•, 0• STL 10 11/A202SIM ll/A202 VERTICAL LIFT DOOR, STEEL CHANNEL FRAME 6 RECEIVING 3' -6' x 9'. 0• x 0' STL 10 11/A202 SIM 11/A202 VERTICAL LIFT DOOR, STEEL CHANNEL FRAME T MECHANICAL ROOM T - 0• x T - 0' x 134' HM 1 HM D 13A202 SIM 13A202 EXTERK)R DOOR, ONE HOUR RATED DOOR AND FRAME 3 MECHANICAL ROOM B - P 3M' HM 1 HM - BMA502 BI/A502 SIM EI(TERK)R DOOR.ONE MW11 RATED DOOR AND FRAME 9 MECHANICAL ROOM NWxT-Px134' 253 1 HM A 9/A202 10/A202 5 6 �� ur ronx�^ uw<ssxno vrvr¢sswen �� �,�� 0 � " T .. x,awrrouruvow.rmmc,ouusw EMERIDR MATFNAL6 fIN6H SCHEDULE xnpus ------------------ =71"' 7 — FI .no MECHANICAL CENTER EXTERIOR DOOR DETAI K L V R PIT FRONT SECTION H a to 18 3I6' 1'-0' L 6 ILI I xluru,r sn nrw000,00rcx ' wrv� u�,wsuu xr rn<sxpms Mr.vrou amnxovr cwx � A- T 1 DOOR FRA TYPES PA A B Ae01 R TYP S PACKA E A axw.swp ` <aa,.,ry <wun euo A _ _ _ _ _ uexourr.,ssneirxsm w sm uw - rxasswr rmm,. rnu xw e,rac .. 1: oexnxw Doan nno 'j'� i-' � ��csplise ura yr p,. rwu MECHANICAL CENTER INTERIOR DOOR �\ D OR HEAD OTL 11 OR W T O HE R 12 E R AIRY D AM 13 D 1 1T K L R PIT SIDE SECTION i 1/2'. 1'-0' 11/2'. 7'-0' 3/d".1'-0' to .u:mnuauswnw< sw amnia ssu�es.� wnawsuunrx, �eu�exY� yr nsraw<owwrrusx b •rpmor.,xxr wus Irv,euweown.nsees,wnunu our awrno ww[[ .,,awn .snswnanao a ,k §�oLLL � � w�'mvrx ... - '-0• -,��• rp � TYPICAL CONSTRUCTION JOINT CONSTRl1CTION JOINTQ SEPARATE 10 DOOR JAMB DETAIL 18 EXTERIOR LAB RN GOWN 19 NEWT EXISTING SLAB P RIMETER W AL �1 iVPICAI CIXJTROL JOINT DETAN- �\ INT COLUMN PIN WHEEL DETAIL �� POURS OF INTERIOR SLAB 7'-0' 3/d". 1'-0' 3I4• _ i'-0• 3/d' x 1'3/4' = 1'-0- 3/d' . 1'-0' B IA IC ID 1 1 2 EXISTING EXTERIOR WALL INFILL = ITON 112' �LOADING DOCK WALL LOADING DOCK V 0, &LOA ,,D�11413 LOADING MAN DOOR SECTION N ................ MECHANICA PLATFORM r MF ROOM m- -) rt t[: ....ICAL CENTER LONOIT.INAL 0_1,_ECTI N..... MECHANICAL PLATFORM --D MECHANKA ROOM 2 3 T TA T T ` /) 1 u / 4E F-1 Ul nT I TTt 7 7 iT 7 T T T T 6 111- -11- 1 ILL 111. -1.1 c D 11 1 I I A D 2 4 66 � — I lull �1RECEIVING DETAIL r.o.auwrvnv &Rl�, �ANIC_INTI�RIIAILDETAIL.. 0 8V—I-1 METAL STUD WALL IHR �IETALSTUD-A �.�R ICAL.-D—�.M.N STUD f IID sLoPE �oRMI Ut Li GUTTER DETAIL O MECHANICAL POD a jZp FLASHING DETAIL AT CONDUITUIT&L.E N.IA -DC.R. ENMA , TYPICAL FLASHING P ROOF DRAININ A v RE- &_E,L4RRIER P -TAIL R-R RD ,2_, D�IL @—__— &V_ �F " ,TRDET % 1 BOLLARD SECTION AND PUNS A If a A 73 MM3 MIL mlu 1 p 3 ru,.wcx LOADING DOCK OVERHEAD DOOR %1 SECTION T2 T1 I O I zw�w�.. x.zwm ro. I vxn ewe n.um«. srnucniussnc[ruxno I I srnunxws nawncs Ir __ —I II 'xarvsourwxa iz wx �' ursuoa.mnomwrxs rl LOADING DOCK MAN DOOR II SECTION rw sm[u rvmo �\ L ADING DOCK MAN DOOR SECTION I^.1'.p �.. _ 1..p. rn MECHANICAL CENTER LONGITUDINAL A4 S CT'ON LJ I- V w,wunr [pxrm[rm NFRdg I�� MECHANICAL CENTER LONGITUDINAL 84 SECTION J x[,., axT�. �TNWALLHP l� mrnrnsn[.�aw —/ oc.usox ronnaKuxm[s I � sn +wo rowc.wsV. A6 MECHANICAL CENTER CROSS SECTION . 1'-0' 0 �xoxx� ,rorvaw. Al MECHANICAL CENTER CROSS SECTION B1 MECHANICAL CENTER CROSSSECTION .0' ,I 1� 9 ••e��e•s'ne �ZMEC ANIC L CENTER CROSS SECTION MECHANICA CENTER CROSS SECTION 1'-1'-0' •••, 1•-IA Q wwwmxro rxsu � u.uuw I a.. oxx :r..ciww w.x„e. nse swa�u� oawixcs Hi[woa wsi..snoxixro cuc TQ a. I sww oacxu I 05 `J T1AB S1ECTION DO T1A STION 0 ♦ II c er wMUP ro—M.: aoo oav1 I I I T, I I I D LLII Fl- I I a�uai Fox9cor�rwunr or&i� un� I I I T II — I SPRI—en—IPACNAGE eI C �p a Iro aE —Eo a,.�� al roacoarwu.rar�i� n I I I I M I I D G ImrmmlmlI M.. a ■`�lI O E A Y 6 Yg &g iF � � o � • � � � c � a I I I I I T1 T2 T3 T6 TS ELECTRICALFLOORFLOOR PLAN - PACKAGE A 0 1C O Ac — O O ✓-1 rePun EUnuh-see Oaly Ex DAourm O ,aANBPOBnEa IrIFTCNEW wsmscnaxs GT UP�stE. IIIII o i CBpeDB�EpLDOP „ INONAT uA.- sAlttx iEDDAr uAIR B.TCX BADE D...G.T C �' _ _ O xaroeoNO - • A mDR'.VEI GROILICa A BOND 7fapTl o B x x MI D �a=oEw; Ery= gD�B rD ELLD aDDE �D Dma IEVE T B E FUR B GROp°a . A ONnDa00 E%p NDNMI wELD.sE D D pLDINps � — — — — — — J I o �aND u „/G DD�BPTON DETDEON TRE Wall GOR... �` DBDpxD MxD TEUEl E AND ll BDaNICD BED .B . EaxDEE— wT.PIDAL AB MOB NEunNw VBL I AND UP TO ND AT P)Su I I N/D EA s[r Or caouc �oxs - n D I suPPLv BIDE s-TO. Bono I I 3 %1 ELECTRICAL UNDERSLAB PLAN - PACKAGE A DD TnE DDUSLE ENDED BBRI E 9 it SERVICE GROUNDING AND BONDING D NO SCALE PAVEUD xm._ ESSED To --I- I-THE N CONNECTOR BE TED PArTcexT `4I�"' MON-UND RBLAB oNWrt uouxr.r aPP 5 PAVEwEM w0- '� SASE m SLPLRouTE ASovE sua sU rnBLE BACNP U IBD%P=s 'E%s• su rEBUE eAcxP LL ,DD%PASSInp 3' NO. 10 S-E ANDN } sU TABLE NNO o.2m sIEVE PETHxEp ON TX su TEEIE No. ]DD SIEVE aETAINED ON TX n RBWV i E _uDND twe rtoDs Sus p• TrN Uq 4\ Anen oxEr a suITSEE AN �IAMZEBo�Ts�µ a PO € NO,200REVE NDTAINDDONTX DDo E q €y C UNDERGROUND CONDUIT INSTALLATION R'p4 ) NO SCALE iF . I D C1 GENERAL ELECTRICAL NOTES: 2, UNLESSINOICATEEssE SPEC Er.Eapcxcv PEDINGEIAIATEDEDICATEOCC of NORNAL PC_ A. tP weA .'EIIVE IA'A TECHNICAL NOTES 0 ED O BUTw"L BE Inu_ Q e ARE C...LIT. Bn QQ COORDNATE CONDUIT UTEB PA—CAN.EPU A H o iLAD PAREL... A E.SO" II /1 DOCK LEVELER CONDUIT& WIRING NO SCALE I I A I A I c E c 0 li RE 17-III' r------------------ 1 cTo ens rum © 0 1 1 1 I 1 R 1 M EMegen s�rvocrT ER 1 iRTERuc ra Mos 1 1 1 wrcx GREEN Mouurux Fcv.ER I 1 ...,rvvxR rME 1 1 1 I 1 MDS - 1600A, 480/277V, 3 PHASE, 4 WIRE, 100,000 KAIC 1 1 1 1 1 couR.RTMEMT SERVICE ENTRANCE RATED, NEMA 3R 1 ----------------- 1 1 1 1rf 1 1 OFI 1 1 1 1 (> —_________(� cFl 1 1 1 1 1 1 1 1 1 1 1 1 1 1 swr Um L eanr rcar Som9.^aF I�dE ze u izuF QA ,sw. noon sonr a.,oa ®ww 1 1 1 1 loon 1 L_____________ ________ ________ ________ ________ ________ ________ ________ ________ ________ _________[0— _______________________ _________ ________ ________1-1 S—E E—E E-RE Sl— n,5 nrs, Al- LFMz ® vu xF vw x�MR vu xFna NnxTMR ,nn xFMR Nn .R Racx O O mos nRE mC. El unECSwiL,C �rvCORWnTOMFUSE 'ME xCC SRu ,HEM TO COMmOLC S.COWACTCR TE-11TOIS PROGRAM METER iM CORTROLL[R. OE niSTORVFgo ovlSI tOMW iSwm,vul CI SET STRng4: ® �TCCMIUrc TOR1MEeOVtl1 FRICUR—T—ORM AS-- NOTE—TR—lUCEl 1-1- 3 CIS ® FFOPoR uNBunecEo LwC4. IFOWERW.LLLI MC PoR RnCxnOEA YSTEM RnLL EI A