|
<br />
<br />12C MP~1 ENCLOSED
<br />
<br /> wIN L - THiS PLAN HAS BEEN DESIGNED TO COMPLY WITH ALL PROVISIONS OFF
<br /> FBC-20:' i'iCLUSIVE OF ASCE 7-98 WiND PROVISIONS FOR A NOMINAL DESIGN ]-SEC
<br /> GUST O~ '20 MPH AS DEFiNED IN SECTION 1606.1.5, DEFINITION (1), THIS STRUCTURE
<br /> DOES M~E~ -HE REQUIREMENTS FOR AN ENCLOSED BUILDiNG AND AS SUCH
<br /> HAS 8EE\ JESIGNED WITH AN INTERNAL PRESSURE COEFFICIENT OF +,18 AND -,18,
<br /> UNADJUS7ED FOR ZONES 1,2, AND 3. DESIGN HAS UTILIZED A WIND IMPORTANCE
<br /> FACiOR C~ 1.00 FOR BUILDING CATAGORY II iN AN EXPOSURE B AREA AND COMPLIES
<br /> 'M~H Wi\J SPEED MAPS AS ADOPTED BY COUNTY JURISDICTION,
<br /> wINDO\../S! DOORS! COMPONENTS
<br /> DESIGN wIND PRESSURES
<br /> ENCLOSED BUILDING
<br /> DESIGN WIND PRESSURE (PSF)
<br /> Zona Effective 8asle Wind Speed Zone Effective 8asle Wind Speed
<br /> \ 4 Wind Area 120 MPH 3-soo. Gust 5 Wind Area 120 MPH 3-soo. Gust
<br /> ){ sa FT + . SQFT + .
<br /> <10 25.9 28.1 <10 25.9 34.7
<br /> ,.-< 1 5 25.3 27.5 (IJ 15 25.3 33,6
<br /> ) ~O 24.7 26.9 20 24.7 32.4
<br /> i 25 24.4 26.6 ) 25 24.4 31.9
<br /> I 30 24.2 26.4 I 30 24,2 31.5
<br /> 35 ' 24.0 26.2 35 24.0 31.0
<br /> 't 40 23.7. 25.9 lJl 40 23.7 30.6
<br /> W 45 23.5 ", 25.7 45 31.5 30.1
<br /> 23,2 \. 25.4 W
<br /> Z 50 Z 50 23.2 29.7
<br /> 0 75 20.9 '?2.9 0 75 22.6 28.3
<br /> N 100 18,5 20,4 N 100 22.0 26.9
<br /> , 112 16,2 17.9, 112 21.4 25.5
<br /> I
<br /> 150 13,8 15.4 \. 150 20.8 24.1
<br /> NOTES ~.
<br /> 1. ANY,./INDOW', ALL OR PART, \"/HICH .~ W'ITHIN 4' OF A CORNER
<br /> SHALL 3E CONSIDERED ZONE 5 PER CH \~VE' ALL OTHER
<br /> W'INDuW'S ARE CLASSIFIED IN ZONE 4
<br /> 2 RO~~~ AREA DOW'N TO THE LARGEST PR SURE
<br /> IN THe: CHART ABOVE
<br /> - OE5;O\ PRESSURES ABO\1: REPRESENT THE NET PRESSURE ~i EXT[RNAL AND
<br /> INTER\A~ P,:<:ESSURES) APPLIED NORMAL TO ALL SURFACES, COM NENT MANUFACTURES
<br /> SHALL lJSE -HE HIGHER OF THE TWO NUMBERS FOR APPLICABLE SQ R FOOTAGE,
<br /> \
<br /> BEAM/COLUMN SCK~DULE
<br /> (3)2"x 8" WOOD HEADER WI (2) 1/2" PL YWOOD FLrt~
<br /> G PLATES. ATTACH BEAM WI (1) SIMPSON MSTA30 @ CH
<br /> END. SUPPORT EACH END WI (3) 2"x 6" WOOD JACK P T WI
<br /> (1) SIMPSON MST48 STRAP TO STUDS BELOW WI 34.16d N~S.
<br /> (3)2"x 10" WOOD HEADER WI (2) 1/2" PLYWOOD FLITCH ~
<br /> @ PLATES. ATTACH BEAM WI (1) SIMPSON MSTA30 @EACH
<br /> END. SUPPORT EACH END WI (3) 2"x 6" WOOD JACK POST WI ~
<br /> (1) SL\1PSON MST48 STRAP TO STUDS BELO\V WI 34.16d NAILS.
<br /> (3)2"x 12" WOOD HEADER WI (2) 1/2" PLYWOOD FLITCH
<br />I @ PLATES. ATTACH BEAM WI (1) SIMPSON MSTA30 @ EACH
<br /> END. SUPPORT EACH END WI (3) 2"x 6" WOOD JACK POST WI
<br /> (1) SL\1PSON MST48 STRAP TO STUDS BELOW WI 34.16d NAILS.
<br /> (3)2"x 12" \VOOD HEADER WI (2) 1/2" PLYWOOD FLITCH
<br /> e PLATES. ATTACH BEAM WI (1) SIMPSON MSTA30 @EACH
<br /> END. SUPPORT EACH END WI (3) 2"x 6" WOOD JACK POST WI
<br /> (1) SIMPSON 1IT116 @BASE TO CONCRETE.
<br /> C0 (3) 2"X 6" WOOD JACK POST WI (1) SIMPSON MST48 STRAP TO /
<br /> STUDS BELOW WI 34.16d NAILS.
<br /> @ (3) 2"x 6" WOOD JACK POST WI (I) SIMPSON IITfl6 @ BAS/
<br /> CONCRETE.
<br /> @ TS4"x 4"x 3/8" STEEL TUBE COLUMN. ,/
<br /> TOP PLATE: 6"x 12"x 1/2" STEEL BASE PLATE W~
<br /> (4) 5/8"%% A325 TIIRU.BOLTS.
<br /> BASE PLATE: 12"x 12"x 1/2" STEEL BASE P~ I
<br /> (4) 3/4"0 x 9" J.BOLTS @ BAS '.
<br /> e (5) 2"x 6" WOOD JACK POST. (1) S~CC86 @ TOP OF
<br /> COLUMN. (1) SIMPSON HD8A@BAS .
<br /> e WI6x 26 STEEL BEAM. (4) yA325 THRU-BOLTS @ EACH
<br /> STEEL BEARING COLUMN.
<br /> // 3" "A"
<br /> -//
<br />
<br />I FRAMiNG INSPECTION NOTE:
<br />ALL PLUl'-:BiN6, ELECTRiCAL, AND MECHA~CAl
<br />ROUGH-NS MUST BE COMPLETE, iNSPECTED, AND
<br />APFRO/ED BEFORE REQUESTiNG THE FRA:--:--"G
<br />INsoECTION (PER FBC 10:>.6),
<br />
<br />r
<br />
<br />/'
<br />/
<br />/
<br />,
<br />
<br />~[
<br />
<br />WINDOW OPENING
<br />
<br />~.
<br />
<br />"X
<br />/
<br />//
<br />
<br />~
<br />
<br />x
<br /><(
<br />L
<br />
<br />o
<br />I
<br />co
<br />
<br />;
<br />
<br />12'-0" MAX,
<br />
<br />
<br />~
<br />
<br />i
<br />
<br />WINDOW NAILING DETAIL
<br />
<br />&cALe, N.~,e.,
<br />
<br />
<br />OPENING FASTENER CHART
<br />DIMENSION SPECIFICATION
<br />WIND SPEED (PRESSURE) (INCHES)
<br />
<br />"A" "B"
<br />
<br />
<br />110 MPH (41 PSF)
<br />120 MPH (49 PSF)
<br />
<br />16'
<br />12'
<br />
<br />WiNDOW FASTENING - WOOD:
<br />
<br />24'
<br />16'
<br />
<br />I. WINDOW ROUGH OPENING TO BE WITHIN 1/4" OF IWINDOW
<br />REQUiREMENTS.
<br />
<br />2, CONtRACTOR TO USE 3/1b" x 2 3/4" UJOOD SCREWS OR EQ,
<br />SPACED 1Il 24" Oc. MAXIMUM (MINIMUM 4 FAStENERS PER SIDE)
<br />
<br />,
<br />
<br />./
<br />
<br />3. WINDOW MANUFACTURER TO REAM WINDOW TO ACCEPT 5/!b"
<br />DIAM. SCREW HEAD.
<br />
<br />STRUCTU/JAJ., SYSTEJ,[S SPECIFICATJONS
<br />
<br />BASIS OF DESIGN:
<br />
<br />WIND WAD:
<br />FLOOR LIVE WAD:
<br />
<br />110 M.P.H. (Enclosed Structure)
<br />40 P'S,F. Guest Rooms
<br />80 Corridors
<br />20 P.S.F.
<br />fOO P.S.F.
<br />2500 P. S, F.
<br />
<br />ROOF LIVE LOAD::
<br />ST AI R LIVE LOAD:
<br />FOOTINGS::
<br />
<br />GENERAL:
<br />
<br />INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE IN ACCORDANCE WITH THE MINIMUM
<br />REQUIREMENTS OF THE APPLICABLE LOCAL BUILDING CODE IN EFFECT AT THE TIME OF PERMITTING.
<br />UNLESS NOTED MORE STRINGENTLY ON THESE CONTRACT DOCUMENTS OR THE CURRENT EDITION OF THE
<br />MATERIAL STANDARDS & CODES REFERENCED BELOW' IN EFFECT ON THE DATE OF THE DESIGN
<br />INDICATED ON THE STRUCTURAL DRAWINGS.
<br />
<br />SITE - FOUNDATION PREPARATION:
<br />
<br />CONTRACTOR SHALL PREPARE THE SITE & FOOTINGS IN STRICT ACCORDANCE WITH GEOTECHNICAL
<br />ENGINEER CONSULTANT RECOMMENDATIONS, PER REPORT OF GEOTECHNICAL EXPLORATION PREPARED BY//
<br />UNIVERSAL ENGINEERING SCIENCES. INC.. DATED JANUARY 28. 2003. ALL DEVIATIONS MUST BE //
<br />REPORTED TO THE PROJECT STRUCTURAL ENGINEER Cot BUILDING DEPARTMENT FOR FOUNDATION DESIGN
<br />REVISIONS PRIOR TO COMMENCEMENT OF CONSTRUCTION. /
<br />
<br />/
<br />
<br />ALL EXCAVATED. PREPARED FOOTINGS SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER TO
<br />CONFIRM THE SUITABILITY OF THE SUPPORTING SOILS FOR THE INTENDED FOUNDATIf)N/ PRIOR TO
<br />POURINC ANY CONCRETE. '
<br />
<br />CONCRETE - GENERAL:
<br />
<br />/
<br />
<br />//
<br />
<br />ALL CONCRETE MUST BE IN ACCORDANCE WITH THE RECONMENDATIONS/& REQUIREMENTS OF THE
<br />'AMERICAN CONCRETE INSTITUTE'. (ACI), //
<br />
<br />./
<br />
<br />ALL REINFORCING STEEL WORK MUST BE IN ACCORDANCE ffITH THE RECOMMENDATIONS &
<br />REQUIREMENTS OF T1IE 'CONCRETE REINFORCING STEE4,lNSTITUTE'. (CRSI).
<br />
<br />COMPRESSIVE STRENGTH: 3,000 P.S.I.. MIN.('@/28 DAYS.
<br />REINFORCING: CR 60 W / 48 gAR DIAMETER LAPS. MIN. (30" FOR #5 BARS).
<br />PROTECTION OF REINFORCEMENT: 3" IN FOOTINGS @ BOTTOMS c.t SIDES;
<br />2" @ T~//
<br />
<br />FOUNDATIONS - JiONOLITHIcyABS ON GRADE:
<br />
<br />MAINTAIN A MINIMUM EARTjJ/COVER OF 8" OVER THE TOP OF ALL FOOTINGS. FOOTINGS MAY BE
<br />STEPPED IN 8" INCREMEYTS TO FOLLOW GRADE.
<br />
<br />REINFORCING IS Tty6 CONTINUOUS. USING BENT BARS, OR TERMINATE BARS. W / STANDARD 90.
<br />HOOKS AFTER J]fTENDING BAR AS FAR AS POSSIBLE INTO THE NEXT LEVEL.
<br />
<br />HAND COMP!.C'r BACK FILL W / PNEUMATIC COMPACTORS ONLY" /IN THE FREE HEIGHT OF THE STEM
<br />WALL !fl<fM THE INSIDE FACE OF THE STEM WALL.
<br />
<br />COoR~/NATE FLOOR RECESSES FOR TILE. THRESHOLDS. PWMBING FIXTURES. ETC,.. W / THE
<br />OWNER/DESIGNER.
<br />
<br />REINFORCE ALL SLAB-ON-GRADE W /6X6 Wf.4XWf.4 WELDED WIRE MESH. (WWM). MINIMUM,
<br />
<br />................
<br />$AJr CUT SLABS f f/4" DEEP. MINIMUM. IN GRIDS AS INDICATED ON THE FOUNDATION PLAN.
<br />APPROXf}.{~TELY TWO-HUNDRED TWENTY-FIVE SQUARE FEET, (225 S.F.). AREA, REMOVE EVERY OTHER
<br />CROSS WIRE-....Il!.. WWM PERPENDICULAR TO LINE OF SAW CUT PRIOR TO POURING CONCRETE TO
<br />FACILITATE SHRINJSAGE CRACKING AT SAW CUT. CONSULT STRUcrURAL ENGINEER FOR REqUESTED OR
<br />SUGGESTED DEVIATIO~ SAW CUT LOCATIONS OR PROCEDURES.
<br />
<br />WET CURE SLAB 48 HOURS J,{INlMUM WHEN TEMPERATURE EXCEEDS 80. (F). LIQUID MEMBRANE CURING
<br />COMPOUND MAY BE USED IF DE IRED.
<br />
<br />
<br />PRE-ENGINEERED WOOD T.RUSSES:
<br />
<br />.......
<br />PRE-ENGINEERED WOOD TRUSSES DESIGNED, FABRICdTED, BRACED & INSTALLED IN ACCORDANCE W /
<br />TilE RECOMMENDATIONS & REQUIREMENTS OF THE .TRuSs.......pLATE INSTiTUTE'. (TPI). W / SHOP
<br />DRAWINCS FOR APPROVAL PREPARED UNDER THE DIRECTIOirOFt.... SIGNED & SEALED BY. A REGISTERED
<br />PROFESSIONAL ENGINt'ER IN THE STATE OF THE LOCATION OF THE-..eROJECT.
<br />
<br />IMMEDIATELY UPON RECEIPT, COMPARE ROOF TRUSS PLACEMENT PLAN ~~PL4CEMENT PLAN INDICATED
<br />ON ROOF FRAMING PLAN. REPORT ANY DEVIATIONS IN GIRDER TRUSS LOCATIONS~ GIRDER TRUSS
<br />BEARING POINTS TO STRUCTURAL ENGINEER FOR REVIEW & ANY REQUIRED CHANGES.....IN CONNECTIONS
<br />OR SUPPORTS, ........_" .......
<br />
<br />......,..........,
<br />
<br />ESPECIALLY NOTE d: FOLLOW HIB-9f, COMMENTARY d: RECOMMENDATIONS FOR HANDUNG, INSTALlJ../fG d:
<br />BRACING METAL PLATE CONNECTED WOOD TRUSSES.
<br />
<br />WOOD FRAMINC:
<br />
<br />ALL WORK IN ACCORDANCE WITH THE RECOMMENDATIONS I< REqUIREMENTS OF THE AMERICAN
<br />INSTITUTE OF TIMBER CONSTRUCTION, (AITC).
<br />
<br />FRAMING IN CONTACT W / CONCRETE, MASONRY OR EXPOSED TO WEATHER; #2 PT SOUTHERN YELLOW
<br />PINE(S. Y.P.).
<br />
<br />COMMON FRAMING; HEM FIR OR SPRUCE PINE FIR FOR 'if ALL FRAYING EXCEPT FOR
<br />PLATESBEARINCONSLABS,(PT. S.Y.P.). & HEADERS & JOISTS. (S.Y.P.). SPLICE DOUBLE 2X4 TOP PLATES
<br />24", MINIMUM. W / (8) f6D NAILS @ 3" O.C.. STAGGERED. MINIMUM. SPLICE DOUBLE 2X6 TOP PLATES
<br />36", MINIMUM. W / (12) f6D NAILS @ 3" O.C.. MINIMUM.
<br />
<br />FRAMING CONNECTORS I< ANCHORS; SIMPSON OR EqUAL, GALVANIZED.
<br />
<br />THREADED ROD ANCHORS FOR CONNECTORS; A307, (GALVANIZED IF EXTERIOR EXPOSURE).
<br />
<br />LAMINATED VENEER WMBER, (LVL) OR PARALLEL STRAND WMBER, (PSL); BY TRUSS JOIST MCMILLAN
<br />OR LOUISIANA-PACIFIC, W/ A MODULlS OF ELASTICITY OF 2,000 K.S.I. (NO SUBSTITUTES).
<br />
<br />ALL WALL SHEATHING TO BE FULLY BLOCKED. PLYWOOD ROOF & WALL SHEATHING TO BE INSTALLED IN
<br />STRICT ACCORDANCE W / THE RECOMMENDATIONS ct REqUIREMENTS OF THE AMERICAN PLYWOOD
<br />ASSOCIATION,(A.P.A,). PLYWOOD ROOF, SUB-FLOOR, WALL SHEATHING & GYPSUM/DENSGLAS (TM) WALL
<br />SHEATHING TO BE FASTENED ION ACCORDANCE WiTH THE MINIMUM LOAD CAPACITIES IN THE ABOVE
<br />REFERENCED BUILDING CODE TABLES FOR UNBLOCKED HORIZONTAL DIAPHRAGMS & BLOCKED SHEAR
<br />WALL DIAPHRAGMS OF THE THICKNESS INDICATED CORRESPONDING TO THE MAXIMUM SIZE FASTENERS
<br />INDICATED. OR AS OTHERWISE NOTEDIN THE PROJECT DES/GN DETAILS.
<br />
<br />
<br />SPECIFICA liONS
<br />
<br />MECHANICAL FASTENERS
<br />
<br />EXPANSION ANCHORS SHALL BE ., POWER-STUU' BY RAWL OR "TRUBOLr' BY ITW RAMSET /REDHEAD OR
<br />ENGINEER APPROVED EqUAL.
<br />
<br />ADHESIVE ANCHORS SHALL BE "POWER-FAST' BY RAWL OR "EPCON' BY ITW RAMSET/REDHEAD OR
<br />ENGINEER APPROVED EQUAL.
<br />
<br />MASONRY SCREWS SHALL BE "TAPPERS" BY RAWL OR "TAPCON' BY ITW RAMSET/REDHEAD OR
<br />ENGINEER APPROVED EqUAL.
<br />
<br />POWDER-ACTUATED FASTENERS (PAF) SHALL BE BY ITW RA MSET/REDHEA D, HILTI OR ENGINEER
<br />APPRO V ED EqUAL.
<br />
<br />REFER TO"LIGHT GAGE METAL FRAMING NOTES (IF APPLICABLE) FOR ADDITIONAL INFORMATION.
<br />
<br />CARSON STEEL EXPANSION ANCHORS SHALL HAVE A ONE PIECE ANCHOR BODY WITH A LENGTH
<br />IDENTIFICATION CODE. THE ANCHORS SHALL HAVE AN EXPANSION MECHANISM WHICH CONSISTS OF A
<br />PAIR OF INTERLOCKING INDEPENDENT WEDGES. CARBON STEEL COMPONENTS SHALL BE PLATED
<br />ACCORDING TO ASTM SPECIFICATION B 6.33. EXPANSION ANCHORS MUST MEET THE DESCRIPTION IN
<br />FEDERAL SPECIFICATION FF-8-325 FOR CONCRETE EXPANSION ANCHORS.
<br />
<br />ALL FASTENERS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS,
<br />
<br />SPECIA.LTY ENGINEERING REOUIREMENTS
<br />
<br />STEEL PAN STAIRS SHALL BE DESIGNED BY THE FABRICATOR'S SPECIALTY ENGINEER AND SHALL
<br />INCWDE STRINGERS. TREADS. HAND RAILINGS, PLATFORMS AS REQUIRED. PAN INSERTS, MISC.
<br />SUPPORTS AND CONNECTIONS, SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW AND MUST BE
<br />SIGNED AND SEALED BY A STRUCTURAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT
<br />LOCATION. MINIMUM DESIGN LIVE LOAD SHALL BE fOO PSt
<br />
<br />HANDRAILS. POSTS AND SUPPORT CONNECTIONS SHALL BE DESIGNED BY THE FABRICATOR'S SPECIALTY
<br />ENGINEER. SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW AND MUST BE SIGNED AND SEALED BY
<br />AN ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT LOCATION. DESIGN LOADINC(S) SHALL
<br />CONFORM TO ALL REqUIREMENTS OF THE BUILDING CODE. (SEE DESIGN CRITERIA FOR THE APPLICABLE
<br />BUILDING CODE.)
<br />
<br />MASONRY:
<br />
<br />DESIGN AND CONSTRUCTION SHALL CONFORM TO THE SPECIFICATION OF THE" NATIONAL CONCRETE
<br />MASONRY ASSOCIATION' AND ACI 530.
<br />
<br />MINIMUM MASONRY UNIT STRENGTH 1m 2500 pst.
<br />
<br />MORTAR SHALL BE TYPE 's'.
<br />
<br />ALL BLOCK CELLS AND CAVITIES BELOW GRADE SHALL BE FILLED w/ CONCRETE WHEN STEM WALL IS
<br />GREATER THAN 24" IN HEIGHT. ABOVE GRADE.
<br />
<br />FILL CELLS w/ #5 BAR AS INDICATED ON THE PLANS., NOT TO EXCEED 48" O,C, , MAXIMUM. AND AT
<br />EACH SIDE OF ALL MASONRY OPENINGS.
<br />
<br />LINTELS TO BE SUPPLIED BY AN APPROVED MANUFACTURER.'
<br />f.) FECP/CAST-CRETE CORPORATION
<br />2.) POWER CONCRETE
<br />3.) ALLIED PRECAST
<br />4.) LOTT
<br />
<br />STRUCTURAL STEEL
<br />
<br />A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO
<br />ENSURE CONFORMANCE w/ PLANS AND SPECIFICATIONS. (IF PROVIDED). SUBMiT REPORTS TO
<br />ARCHITECT AND ENGINEER OF RECORD.
<br />
<br />FABRICATE AND ERECT STRUCTURAL STEA'L IN CONFORMANCE WITH THE 'AISe' "SPECIFICATIONS FOR
<br />THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINCS", 9th EDITION OF THt'
<br />ALLOW ABLE STRESS DESIGN.
<br />
<br />MATERIAL SPECIFICATIONS:
<br />*ALL STEEL SHALL BE PRODUCED DOMESTICALLY.
<br />*ROLLED SHAPES, PLATES AND BARS: ASTAI A36 EXCEPT WIDE FLANGE SECTIONS WHICH SHALL BE
<br />ASTM
<br />A572,
<br />* PIPE: ASTM A53, TYPE E, GRADE B.
<br />* TUBES: ASTM A500, GRADE B.
<br />*ANCHOR BOLTS. RODS. NUTS AND WASHERS: ASTM A36.
<br />*HEADED STUDS: ASTM Af08, GRADE fOf5 THROUGH f020. COLD FINISHED CARBON STEEL. AWS Df.f.
<br />TYPE B.
<br />*BOLTED STRUCTURAL CONNECTIONS: UNLESS NOTED OTHERWISE. ALL BOLTS SHALL BE ~" DIA,. ASTM
<br />A325.
<br />TYPE N. BOLTS INDICATED LESS THAN i" DIA. SHALL BE ASTM A307.
<br />*WELDED CONNECTIONS: ELECTRODES - E70XX, UNLESS NOTED OTHERWISE, (LOW HYDROGEN). FILLET
<br />WELDS
<br />SHALL BE ~tI, UNLESS NOTED OTHERWISE.
<br />
<br />HIGH STRENGTH BOLTED CONNECTIONS SHALL 8E INSTALLED, TIGHTENED. TESTED AND INSPECTED
<br />ACCORDING TO "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THt'
<br />RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS. (RCSC). CONNECTIONS SHALL NOT BE CLASSIFIED AS
<br />SLIP-CRITICAL. (SC), UNLESS INDICATED ON THE PLANS AS SUCH. "SNUG TIGHr' AS DEFINED IN THE
<br />SPECIFICATION IS SUFFICIENT FOR ALL BOLTED CONNECTIONS UNLESS THE BOLTS IN SUCH A
<br />, CONNECTION ARE INDICATED AS SLIP CRITICAL. (SC). SLIP CRITICAL, (SC). BOLTS MUST BE FULLY
<br />TENSIONED PER SPECIFICATION,
<br />
<br />BRACE ANDJlAINTAIN ALL STEEL IN ALIGNMENT UNTIL OTHER PARTS OF CONSTRUCTION NECESSARY
<br />FOR PERMANENT SUPPORTS ARE COMPLETED. CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING
<br />TEMPORARY SHORiNG AS REqUIRED FOR THE STABILITY OF THE STEEL FRAME UNTIL ALL STRUCTURAL
<br />ELEMENTS HAVE BEEN. COMPLETED AND THE BUILDING IS ENCLOSED.
<br />'"-.......,
<br />
<br />ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF "THE STANDARD CODE FOR WELDING IN
<br />BUILDING CONSTRUCTION'? O~TJfE AMERICAN WELDING SOCIETY.
<br />,
<br />'.
<br />
<br />GROUT FOR COWMN BASE PLATES AND PRESET BEARING PLATES SHALL BE NON-SHRINK, NONMETALLIC
<br />GROUT. (5000 psi, MINIMUM). " ".
<br />
<br />......
<br />"-
<br />SUBMIT SHOP DRAWINCS INDICATING ALL sHOP AND ERECTION DETAILS INCWDING PROFILES. SIZES.
<br />SPACING AND LOCATIONS OF STRUCTURAL MEMBERS. CONNECTION ATTACHMENTS. FASTENERS. LOADS
<br />AND TOLERANCES, ""
<br />
<br />.....,
<br />
<br />ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED'G..ALVANIZED IN ACCORDANCE w/ ASTM Af23.
<br />STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER. '(COLOR AS DIRECTED BY ARCHITECT).
<br />EXCEPT ARES THAT WILL RECEIVE SPRAY-ON FIRE PROTECTION, SHOULD NOT 8E PRIMED,
<br />
<br />
<br />NOTE: IT IS TriE CONTRACT(t(S RESPONSI8IUTY TO REVIEW
<br />ALL DRA'MNGS BEfORE CONSTRUCTION BEGINS. TriE
<br />ENGINEER ~ RECORD IS RESPONSiBlE fOR TriE STRUCMAL
<br />INTEGRITY Of THIS PRO.{CT ONL Y. ~Y OIS~PAN<::Y
<br />BETWEEN fiElD CONDITIONS, OTriER DESIGN PROfESSIONALS'
<br />SHOP DRA'MNGS, CONTRACTORS' BUILDING METriOO5, AND
<br />TriESE SIGNED ~D SEAlED DRAWINGS MUST BE BROJCHT
<br />TO Tl-lE ATTENTION Of' TriE ENGINEER ~ RECORD PRIOR TO
<br />TriE COMMENCEMENT Of CONSTRUCTION.
<br />
<br />The,SJruclures Grou , Inc.
<br />Nick W.. Bradford. P.!. S.8.
<br />rL. !tea. 152686
<br />1006 N. Armeof4 A.vtnu., 1304
<br />Tampa. rL ~01'
<br />Phone (813)251-3.~1......... 1u
<br />fOlar'\6 a~d epeClrrcat.lOM compl8 LUltn the Flortda -",-
<br />bulldr~e cod~, eecllorl l~iZlb 1'01' II~ mpn LUr~d %01'1<9
<br />(2~1 edtttot'l) . lIe> MP~
<br />Tnl~ draLUf~e f& valfd 1'01' 12 mo~tn~ Mter tne date
<br />It f~ elened and eealed or u~trl tns re<1ufreme~t~ or
<br />the 2e>e>\ edrtlot'l or the FlorIda 6ulldr~e Code I~
<br />cno~eed.
<br />Thre draLUrng r~ ete~ed and eealed ror the etructural FEB 1
<br />portlone or the draLUrt'lg 01'118. Arcnltectural,
<br />~lectrrcal. or mecnonlcal detalle. 11' ehoLUn, dl'~ 1'01'
<br />vreual rerere~cs 01'118 and are not covered undel'
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