|
<br />e
<br />
<br />@
<br />
<br />@
<br />
<br />e
<br />@
<br />@
<br />@
<br />
<br />@
<br />@
<br />@
<br />@
<br />
<br />120 MPH ENCLOSED
<br />
<br />'WIND - ms PU.H HAS BEEN CES<HD 10 CORY VIH H.L PRCMSCIiS CfF
<br />FBC--2QQ1 JNaJJSV! Q1 ~.1.::H. WH) ~ FeR A fOWL 0ESIQt ~SEC
<br />ClOST (1120 ~ AS ~__808.. oo:.-niS- S1RJC1\R
<br />IXO t&T M: R[~lDTS fQl ~.
<br />HAS emt IDQt1) mli Nt IN1'fR.'W. . +.t8 NO -.t8,
<br />lKtOJJSTED Fm Jf.~~. EISC* HAS U1lI2ED A -.0 Iflan'IMCE
<br />FICmt (11.00 Fm II I .. AN ~ NV. NIl) tXIIU:S
<br />111M _ SFEm WPS AS AOCnD 00M1Y ~
<br />
<br />\IINDO'WS, DOORS, COMPONENTS
<br />DESIGN 'WIND PRESSURES
<br />ENClOSED 8UIU)ING
<br />DESIGN WIND PRESSURE PSF)
<br />Basic Wind Speed Zone Effective
<br />120 MPH 3-se<:. Gust 5 Wind Area
<br />+ . SO FT
<br />25.9 28.1 <10
<br />25.3 27.5 N 15
<br />24.7 26.9 20
<br />24.4 26.6 ) 25
<br />24,2 26.4 I 30
<br />24.0 26.2 35
<br />23.7 25.J_ If) 40
<br />23,5 25.'7 W 45
<br />23 2 25 4 Z --c."
<br />, . ,_ _..JV
<br />20.9 22,~_ C _....!5
<br />18,5 20/ N _.:.00
<br />16,2 17.9.,_ 112
<br />13.8 15.4 150
<br />
<br />Zone EffectIve
<br />4 Wi nd Area
<br />SOFT
<br /><10
<br />15
<br />20
<br />25
<br />30
<br />35
<br />40
<br />45
<br />50
<br />75
<br />100
<br />112
<br />150
<br />NOTES-
<br />1. Nt( \ItNOO\I, N_L DR PART, \~ilai IS VlTHIN 4' OF It CORNER
<br />SHAlL BE COOS1W~ ZO€ S..,:a CHAAT ABOVE, AU. OTHER
<br />VINJ)OVS ME ClASSIFlED IN z:,\~ 4.
<br />2. IO.H) MtA row TO TIC U~ST PRE:~
<br />IN THE ~T ~.OOVE.
<br />
<br />Basic Wind Speed
<br />120 MPH 3-se<:. Gust
<br />
<br />+
<br />
<br />~
<br />
<br />25.9
<br />25.3
<br />24.7
<br />24.4
<br />24.2
<br />24.0
<br />23.7
<br />31,5
<br />23.2
<br />22.6
<br />22.0
<br />21.4
<br />20.8
<br />
<br />34.7
<br />33.6
<br />32.4
<br />31.9
<br />31.5
<br />31.0 \
<br />30.6
<br />30.1
<br />29.7
<br />
<br />~::~ :1
<br />
<br />25.5
<br />24.1
<br />
<br />)
<br />
<br />I
<br />V
<br />W
<br />Z
<br />C
<br />N
<br />
<br />- ~ ~ 1UM. ~" ',iC HE1' .... (u (I EX'I'f1IW. 1Wv
<br />IN1tF.fW. ~ APPUEO N<RUL ',) AU. SMN:I.S. ~ MNU'AC'I\E~0J
<br />9W.L USE H ,~ fS nt: 1llO ~~~ r<R Nlflt.K'JllE SC>>JM FOOTMf.
<br />
<br />BEAM/COLU.'MN
<br />
<br />SCHEDULc.:
<br />
<br />(3)2"x 8" 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) SIMPSON MST48 STRAP TO STUDS BELOW WI 34.16d NAILS.
<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) SIMPSON MST48 STRAP TO STUDS BELOW WI 34-16d NAILS.
<br />(3)21'x 12" 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 \VI
<br />(1) SIMPSON MST48 STRAP TO STUDS BELOW WI 34-16d NAILS.
<br />(3)2"x 12" WOOD HEADER \VI (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 HTfl6 @ BASE TO CONCRETE.
<br />(3) 2i'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 (1) SIMPSON HTT16 @ BASE TO
<br />CONCRETE.
<br />TS4"x 4"x 3/8" STEEL TUBE COLUMN .
<br />TOP PLATE: 6"x 12"x 1/2" STEEL BASE PLATE WI
<br />(4) 5/8"%% A32S THRU-BOLTS.
<br />BASE PLATE: 12"x 12"x 1/2" STEEL BASE PLATE WI
<br />(4) 3/4"0 X 9" J-BOLTS @BASE.
<br />(5) 2"x 6" WOOD JACK POST. (1) SIMPSON CC86 @ TOP OF
<br />COLUMN. (1) SIMPSON HD8A @ BASE.
<br />W18x 55 STEEL BEA1\1. (4) 5/8"0 A325 THRU-BOLTS @ EACH
<br />STEEL BEA.l(JNG COLUMN.
<br />W16x 31 STEEL BEA1\1. (4) 5/8"0 A325 THRU-BOLTS @EACH
<br />STEEL BEARING COLUMN.
<br />WI0x 22 STEEL BEAM. (4) 5/8"0 A325 THRU-BOLTS @ EACH
<br />STEEL BEARING COLUMN.
<br />
<br />~-
<br />-1
<br />
<br />-:..
<br />
<br />-A-
<br />t"
<br />1
<br />
<br />I
<br />
<br />I
<br />
<br />.
<br />
<br />I
<br />
<br />.!...i-
<br />
<br />.
<br />
<br />.
<br />
<br />~
<br />-i- ~
<br />00
<br />
<br />~-- WINDOW OPENING
<br />~l-~ . . ,
<br />
<br />JI I 12'-J. MAX. I I J
<br />WfNOOW NAILIN<:. DSTAIL8
<br />
<br />oc:w.a K1'A
<br />
<br />w-i-
<br />
<br />SG # 2003049 ProJect: MICROTEL . ZEPHYRHILL~ Trusses PRELIMINARY
<br />Tru$S I D Bearing Uplift Slap Manu!. Strap Number I Capacity Fastenioo
<br /> i
<br />GU)2 F 1350 SIMPSON HTS20 1 1500 24-100
<br /> MF 1e20 SIMPSON MTS1S. 2 2000 28.100 x 3"
<br /> MB 1620 SIMPSON MTS18 2 2000 28-100 x3"
<br /> B 1350 SIMPSON HTS20 1 1500 24-1Od
<br />G3.G9 l 1650 SIMPSON PA28 1 3685 2Q.16O
<br /> R 1650 SIMPSON PA28 1 3685 20-160
<br />
<br />Not6S
<br />
<br />OPENING FASTENER CHART
<br />DI~ENSION SPECIFICATION
<br />\\H) SPEED ~ (lHMS
<br />-A-
<br />.r
<br />'r ,
<br />
<br />."
<br />
<br />I S,MPSON I PA18 I
<br />I SIMPSON I HTS20 I
<br />I SIMPSON I HUS26 I
<br />
<br />I 2255 112.160
<br />I 1500 124-2Od
<br />I 1550 120.16dX31f2"
<br />
<br />110 .... (41 PSfl
<br />'10 tdPH (4tm
<br />Il.!NOt'JW IIA6'11!!N1dl11 . ~
<br />
<br />MOUNT STRAPS VERTICAL
<br />
<br />L ~ ~ ~ 'f()" ..."... V4' c=tI ~
<br />~
<br />
<br />,. ~ 10 uetI .tIl6' )C 2 SI.It. llJ!:)()C) eaeJt QIlIca
<br />.AC:IO . 2.1t. OJ:,. HA><t1.H (HN1.t14 fIAt,... ~ etCtIJ
<br />
<br />" ~~ 10 IIWA1 ~ TO ~.,....
<br />0W1. eeMII f.&fD.
<br />
<br />.."
<br />
<br />_~_J
<br />
<br />STRUCTURAL SYST$AlS SPECIFICATIONS
<br />
<br />BASIS OF DESIGN:
<br />
<br />WIND WAD:
<br />FWOR LIVE WAD:
<br />
<br />110 M.P.H. (Enclosed Structute)
<br />40 P.S,F. Gmst Rooms
<br />80 Corridors
<br />20 P.S.F.
<br />fOO P,S.F.
<br />2600 P,S,F.
<br />
<br />ROOF LIVE WAD::
<br />STAIR LIVE WAD:
<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 ct BUILDING DEPARTMENT FOR FOUNDATION DESIGN
<br />REVISIONS PRIOR TO COMMENCEMENT OF CONSTRUCTION.
<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 FOUNDATION PRIOR TO
<br />POURING ANY CONCRETE.
<br />
<br />CONCRETE - GENERAL:
<br />
<br />ALL CONCRETE MUST BE IN ACCORDANCE WITH THE RECOMMENDATIONS & REQUIREMENTS OF THE
<br />'AMERICAN CONCRETE INSTITUTE', (ACI).
<br />
<br />ALL REINFORCING STEEL WORK MUST BE IN ACCORDANCE WITH THE RECOMMENDATIONS &-
<br />REQUIREMENTS OF THE 'CONCRETE REINFORCING STEEL INSTITUTE', (CRSI).
<br />
<br />COMPRESSIVE STRENGTH: 3,000 P.S.I., MIN., @ 28 DAYS.
<br />REINFORCING: GR 60 W / 48 BAR DIAMETER LAPS, MIN. (30" FOR #6 BARS).
<br />PROTECTION OF REINFORCEMENT: 3" IN FOOTINGS 0 BOTTOMS &- SIDES;
<br />2" @ TOP;
<br />
<br />FOUNDATIONS - NONOLITRIC SLABS ON GRADE:
<br />
<br />MAINTAIN A MINIMUM EARTH COVER OF 8" OVER THE TOP OF ALL FOOTINGS. FOOTINGS MAY BE
<br />STEPPED IN 8" INCREMENTS TO FOLWW GRADE.
<br />
<br />REINFORCING IS TO BE CONTINUOUS, USING BENT BARS, OR TERMINATE BARS, W / STANDARD 90.
<br />HOOKS AFTER EXTENDING BAR AS FAR AS POSSIBLE INTO THE NEXT LEVEL.
<br />
<br />HAND COMPACT BACK FILL W / PNEUMATIC COMPACTORS ONLY" /IN THE FREE HEIGHT OF THE STEM
<br />WALL FROM THE INSIDE FACE OF THE STEM WALL.
<br />
<br />COORDINATE FLOOR RECESSES FOR TILE, THRESHOLDS, PWMBING FIXTURES, ETC". W / THE
<br />OWNER/DESIGNER.
<br />
<br />REINFORCE ALL SLAB-ON-GRADE W / 6X6 Wf.4XWI.4 WELDED WIRE MESH, (WWM), MINIMUM.
<br />
<br />SAW CUT SLABS I f/4" DEEP, MINIMUM, IN GRIDS AS INDICATED ON THE FOUNDATION PLAN.
<br />APPROXIMATELY TWO-HUNDRED TWENTY-FIVE SQUARE FEET, (225 S.F.), AREA, REMOVE EVERY OTHER
<br />CROSS WIRE IN WWM PERPENDICULAR TO LINE OF SAW CUT PRIOR TO POURING CONCRETE TO
<br />FACILITATE SHRINKAGE CRACKING AT SAW CUT. CONSULT STRUCTURAL ENGINEER FOR REQUESTED OR
<br />SUGGESTED DEVIATIONS IN SAW CUT WCATIONS OR PROCEDURES.
<br />
<br />WET CURE SLAB 48 HOURS MINIMUM WHEN TEMPERATURE EXCEEDS 80. (F). LIQUID MEMBRANE CURING
<br />COMPOUND MAY BE USED IF DESIRED.
<br />
<br />PRE-ENGINEERED WOOD TRUSSES.'
<br />
<br />PRE-ENGINEERED WOOD TRUSSES DESIGNED, FABRICATED, BRACED & INSTALLED IN ACCORDANCE W /
<br />THE RECOMMENDATIONS & REQUIREMENTS OF THE 'TRUSS PLATE INSTITUTE', (TPI), W / SHOP
<br />DRAWINGS FOR APPROVAL PREPARED UNDER THE DIRECTION OF, SIGNED &- SEALED BY, A REGISTERED
<br />PROFESSIONAL ENGINEER IN THE STATE OF THE WCATION OF THE PROJECT.
<br />
<br />IMMEDIATELY UPON RECEIPr, COMPARE ROOF TRUSS PLACEMENT PLAN W / PLACEMENT 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 />ESPECIALLY NOTE Jt FOLLOW HIB-9f. COMMENTARY ct RECOMMENDATIONS FOR HANDUNG, INSTALUNG d:
<br />BRACING METAL PLATE CONNECTED WOOD TRUSSES.
<br />WOOD FRAMING;,
<br />ALL WORK IN ACCORDANCE WITH THE RECOMMENDATIONS c.t REQUIREMENTS OF THE AMERICAN
<br />INSTITUTE OF TIMBER CONSTRUCTION, (AITC).
<br />FRAMING IN CONTACT W / CONCRETE, MASONRY OR EXPOSED TO WEATHER; #2 PI' SOUTHERN YELLOW
<br />PINE(S. Y.P.).
<br />COMMON FRAMING; HEM FIR OR SPRUCE PINE FIR FOR WALL FRAMING EXCEPI' FOR
<br />PLA TESBEARINGONSLABS, (PI', S, Y.P.), &- HEADERS Je 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 />FRAMING CONNECTORS & ANCHORS; SIMPSON OR EQUAL, GALVANIZED.
<br />THREADED ROD ANCHORS FOR CONNECTORS; A307, (GALVANIZED IF EXTERIOR EXPOSURE).
<br />LAMINATED VENEER WMBER. (LVL) OR PARALLEL STRAND WMBER, (PSL): BY TRUSS JOIST MCMILLAN
<br />OR LOUISIANA-PACIFIC, W/ A MODULIS OF ELASTICITY OF 2,000 K. S. I. (NO SUBSTITUTES 1.
<br />ALL WALL SHEATHING TO BE FULLY BWCKED. PLYWOOD ROOF & WALL SHEATHING TO BE INSTALLED IN
<br />STRICT ACCORDANCE W / THE RJXOMMENDATIONS &- 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 MINlAiUM 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 DESIGN DETAILS.
<br />
<br />SPECIFICA liONS
<br />!U.s.
<br />
<br />MECHANICAL FASTENERS
<br />
<br />EXPANSION ANCHORS SHALL BE ., POWER-STUD" BY RAWL OR "TRUBOL?' 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 />CARBON 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-8-326 FOR CONCRETE EXPANSION ANCHORS.
<br />
<br />ALL FASTENERS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
<br />
<br />SPECIALTY ENGINEERING REQU1REJJENTS
<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 LOADING(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 />MINlAiUM MASONRY UNIT STRENGTH 1m 2500 pst.
<br />
<br />MORTAR SHALL BE TYPE'S'. I
<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 />I.) FECP/CAST-CRETE CORPORATION
<br />2.) POWER CONCRETE I
<br />3.) ALLIED PRECAST
<br />4.) WTT
<br />STRUCTURAL STEEL
<br />
<br />i
<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 />FABRICATE AND ERECT STRUCTURAL STEEL IN CONFORMANCE WITH THE 'AISC' "SPECIFICATIONS FOR
<br />THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS", 9th EDITION OF THE
<br />ALLOW ABLE STRESS DESIGN.
<br />
<br />MATER/AL SPECIFICATIONS:
<br />*ALL STEEL SHALL BE PRODUCED DOMESTICALLY.
<br />*ROLLED SHAPES, PLATES AND BARS: ASTM A36 EXCEPI' 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 />*ANCI/OR BOLTS, RODS. NUTS AND WASHERS: ASTM A36.
<br />*HEADED STUDS: ASTM Af08, CRADE fOl5 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 ill', UNLESS NOTED OTHERWISE.
<br />HIGH STRENGTH BOLTED CONNECTIONS SHALL BE INSTALLED. TIGHTENED, TESTED AND INSPECTED
<br />ACCORDING TO "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE
<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 />BRACE AND MAINTAIN 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 />ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF "THE STANDARD CODE FOR WELDING IN
<br />BUILDING CONSTRUCTION'? OF THE AMERICAN WELDING SOCIETY.
<br />GROUT FOR COWMN BASE PLATES AND PRESET BEARING PLATES SHALL BE NON-SHRINK. NONMETALLIC
<br />GROUT. (5000 psi, MINIMUM).
<br />SUBMIT SHOP DRAWINGS INDICATING ALL SHOP AND ERECTION DETAILS INCWDING PROFILES, SIZES,
<br />SPACING AND WCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, WADS
<br />AND TOLERANCES.
<br />ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED IN ACCORDANCE w/ ASTM A123.
<br />STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER, (COLOR AS DIRECTED BY ARCHITECT),
<br />EXCEP'f ARES THAT WILL RECEIVE SPRAY-ON FIRE PROTECTION, SHOULD NOr BE PRIMED.
<br />
<br />NOTE: IT IS THE CONTRACT~S RESPONSI8IUTY TO REVIEW
<br />ALL DRA'MNGS BEFORE CONSTRUCTION BEGINS. THE
<br />ENGINEER Of' RECORD IS RESPONSiBlE FOR THE STRUCMAl
<br />INTEGRITY Of THIS PRO.,(CT ONL 'f, ~Y OISCREPANC'f
<br />BET'NEEN fiElD CONDITIONS, OTHER DESIGN PROfESSIONALS'
<br />SHOP DRA'MNGS. CONTRACTORS' EllJILDiNG METHOOS, AND
<br />THESE SIGNED ~D SEAlED DRAWINGS MUST BE BROJCHT
<br />TO THE ATTENTION Of' THE ENGINEER Of' RECORD PRIOR TO
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<br />MASONRY BUCKET SIMPSON MBHA 1 I 1872
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<br />ALL OTHER TRUSSES SHALL BE ANCHORED USING THE FOllOWING STRAPPING
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<br />DRAWN
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<br />EDIT DATI!
<br />01-24-03
<br />ISSUI! O~JI!
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<br />A.No JOOIO.
<br />02--0:J.5
<br />FILl! NA~'I!
<br />02-035.8100
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<br />8-1.00
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