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<br /> DE51GN CODE5 AND LOADING: STRUCTURAL STEEL: SPECIAL INSPECTIONS:
<br /> INTERNATIONAL BUILDING CODE(2015 EDITION) REFER94CE STANDARDS: GENERAL REQUIREMENTS: H 00
<br /> AN51/AI5C 303-16"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" ALL SPECIAL INSPECTIONS SHALL MEET THE REQUIREMENTS OF THE IBC,CHAPTER 17.
<br /> LIVE LOADS: - AN51/AISC 360-I6"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS' aU15 O m
<br /> *20 PSF-ROOF - 2014 RCSC"SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS ALL INSPECTIONS AS REQUIRED BY SECTION 110 OF THE IBC ARE REQUIRED.INSPECTIONS SPECIFIED IN THESE NOTES ARE U)Z
<br /> $ INDICATES LIVE LOAD REDUCTION USED IN DE51GN PER IBC 1607 - AW5 DI.1-15'STRUCTURAL WELDING CODE-STEEL" IN ADDITION TO THESE INSPECTIONS, W O o
<br /> REFER TO IBC TABLE 1607.1 FOR RELEVANT CONCENTRATED LIVE LOADS - ANSI/AISC 341-I6"SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS" Z 0M
<br /> SNOW - AW5 DI.8-I6"STRUCTURAL WELDING CODE-SEISMIC SUPPLEMENT" CITY INSPECTION IS NOT A SUBSTITUTE FOR SPECIAL INSPECTION. W °O
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<br /> 20 PSF=P -GROUND SNOW LOAD MATERIAL'S ANY WORK WHICH HAS BEEN COVERED BUT NOT PROPERLY INSPECTED BY THE SPECIAL INSPECTOR AND/OR THE CITY
<br /> AT BUILDINd ROOF: IN 8 WT SHAPES:ASTM Agg2(Fy=50 ksi). INSPECTOR IS SUBJECT TO REMOVAL OR EXPOSURE. W
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<br /> 14 P5F=P -FLAT ROOF SNOW LOAD a
<br /> f - SQUARE OR RECTANGULAR STRUCTURAL TUBE(H55):ASTM A500 GRADE C(Fy=50 ksi) I
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<br /> F L00=C EXPOSURE FACTOR WHERE SPECIFICALLY REQUIRED,CONTINUOUS INSPECTION IS REQUIRED DURING THE PERFORMANCE OF THE WORK.THIS
<br /> e - ROUND STRUCTURAL TUBE(N55):ASTM A500 GRADE C(Fy=46 ksi) W
<br /> 1.00=Is -THERMAL FACTOR MAY BE A REQUIREMENT OF THE BUILDING CODE/LOCAL JURISDICTION OR THE MANUFACTURER. O
<br /> L00=Is-SNOW IMPORTANCE FACTOR - PIPE MEMBERS:ASTM A53 GRADE B(Fy=35 ksi) p Q
<br /> LW=Cs-SLOPE FACTOR - PLATES,CHANNELS,ANGLES,4 RODS:ASTM A36(Fy=36 ksi) THE SPECIAL INSPECTOR MUST BE CERTIFIED TO PERFORM THE TYPES OF INSPECTION SPECIFIED AND SHALL M W
<br /> 25 P5F=MIN FLAT ROOF SNOW LOAD(PER COUNTY) - PLATES(NOTED A5 GRADE 50 ON DRAWINGS):A5TM A572(TV=50 ksi) DEMONSTRATE COMPETENCE TO THE SATISFACTION OF THE BUILDING OFFICIAL.
<br /> ALL STAINLE55 STEEL:TYPE 31GL(Fy=30 ksi).
<br /> MIND DESIGN: - MILD STEEL WELDING ELECTRODES:E70XX(70 ksi MIN.),UNLESS NOTED OTHERWISE THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING AND INFORMING THE SPECIAL INSPECTOR OR CITY INSPECTOR AT
<br /> qB MPH=V-BA51C DESIGN WIND SPEED - STAINLESS STEEL WELDING ELECTRODES:E316(70 ksi MIN.)W/GMAC PROCESS,UNLESS NOTED OTHERWISE LEAST ONE WORKING DAY BEFORE THE WORK 15 TO BE PERFORMED UNLESS OTHER CONDITIONS ARE AGREED UPON.
<br /> 76 MPH=VpSp=V s 4(0.6),ALLOWABLE 5TRE55 DE51GN WIND SPEED - TYPICAL HIGH STRENGTH BOLTS:ASTM F3125 GRADE A325,UNLESS NOTED OTHERWISE
<br /> II=RISK CATEGORY - AT CONNECTIONS SPECIFIED AS"SLIP CRITICAL"OR AT STRUCTURAL MEMBERS LABELED W/"LFRS"ON THE PLANS REQUIREMENTS OF THE 5PBUAL INSPECTOR:
<br /> C=EXPOSURE CATEGORY PROVIDE ASTM F3125 GRADE A325-SC BOLTS INSTALLED PER CRITERIA FOR SLIP CRITICAL CONNECTIONS W/CLA55 A THE SPECIAL INSPECTOR MUST WORK UNDER THE SUPERVISION OF A LICENSED CIVIL ENGINEER OF THE GOVERNING LOCAL
<br /> 1.0=Kt-TOPOGRAPHIC FACTOR PAYING SURFACES. JURISDICTION
<br /> t 0.18=GC-INTERNAL PRESSURE COEFFICIENT - ANCHOR BOLTS OR ANCHORS RODS:ASTM F1554 GRADE 36(Fy=36 ksi)
<br /> P' •FURNISH ANCHOR RODS WITH MATCHING DOUBLE HEAVY HEX NUTS AT THE END EMBEDDED IN CONCRETE THE SPECIAL INSPECTOR MUST PERSONALLY BE FAMILIAR WITH THE DRAWINGS AND MUST PERSONALLY OBSERVE ALL OF
<br /> SEISMIC DESIGN: - WELDED HEADED STUDS(WINS)3/4'OR 7/8':ASTM A108-NELSON 53L OR ENGINEER APPROVED ALTERNATE THE WORK REPORTED ON.
<br /> 1.387=5s-MAPPED SPECTRAL RESPONSE COEFFICIENT(SHORT PERIOD) - WELDED HEADED STUDS(NHS)1/2"OR 5/8":ASTM A108-NEL50N H&OR ENGINEER APPROVED ALTERNATE THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING DEPARTMENT AND ENGINEER.ANY
<br /> 0.4g3=S,-MAPPED SPECTRAL RESPONSE COEFFICIENT(1-5ECOND PERIOD) - DOWEL BAR ANCHORS:ASTM A4%NEL50N D2L OR ENGINEER APPROVED ALTERNATE DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION;THEN,IF
<br /> NA =SIDE-DESIGN SPECTRAL RESPONSE COEFFICIENT(SNORT PERIOD)
<br /> NA= ��,, -MAPPED SPECTRAL RESPONSE COEFFICIENT(I-SECOND PERIOD) GENERAL REQUIREMENTS- NOT CORRECTED,TO THE BUILDING DEPARTMENT AND ENGINEER.
<br /> D(DE41-T)=5EI5MIC SOIL SITE CLA55 DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE THE FINAL REPORT SHALL BE SIGNED BY A LICENSED CIVIL ENGINEER OF THE GOVERNING LOCAL JURISDICTION AND
<br /> D=SEISMIC DE51GN CATEGORY SPECIFICATIONS AND STANDARDS OF AN51/AISC 303 AND AN51/AISC 360. SHALL STATE THAT THE WORK WAS IN CONFORMANCE WITH THE APPROVED DRAWINGS AND SPECIFICATIONS AND THE
<br /> E II=RISK CATEGORY PROVIDE ONE COAT OF APPROVED SHOP PAINT MINIMUM TO ALL STEEL EXCEPT STEEL THAT IS HOT DIPPED GALVANIZED, APPLICABLE WORKMANSHIP PROVISIONS OF IBC.
<br /> I.0=IQ-SEISMIC IMPORTANCE FACTOR
<br /> SPRAY FIREPROOFED,OR TO BE EMBEDDED IN CONCRETE.
<br /> SPEGFIC SPECIAL INSPECTIONS REWIRED
<br /> G� ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED,UNLESS NOTED OTHERWISE. PERIODIC INSPECTIONS:
<br /> ALL WELDING OF STEEL EXCEPT WELDING PERFORMED IN AN AISC APPROVED SHOP.
<br /> THE INTERNATIONAL BUILDING CODE(IBC)AND STANDARDS SHALL GOVERN ALL MATERIALS AND WORKMANSHIP. THE LATERAL FORCE RESISTING SYSTEM(LFRS)INCLUDES ALL STRUCTURAL STEEL FRAMING MEMBERS CALLED OUT IN
<br /> ELEVATIONS AND PLANS WITH A"LFRS"DESIGNATION. DISCLAIMER:
<br /> ALL TEMPORARY SHORING OR BRACING 15 THE RESPONSIBILITY OF THE CONTRACTOR.THE DRAWING5 REFLECT THE FINAL THESE DOCUMENTS AND THE DESIGN ARE SPECIFIC TO THIS PROJECT ONLY AND MAY NOT BE REUSED IN ANY WAY
<br /> FINISHED CONDITION OF THE STRUCTURE. OPENINGS THRU BEAMS AND COLUMNS SHALL NOT BE PERMITTED UNLESS APPROVED BY THE STRUCTURAL ENGINEER WITHOUT WRITTEN APPROVAL OF AUE.IT 15 OUR INTENT THAT THIS DESIGN MEETS THE NORMAL STANDARD OF CARE
<br /> PRIOR TO CONSTRUCTION. WITHIN THIS INDUSTRY,NO OTHER WARRANTY 15 PROVIDED OR IMPLIED.
<br /> THESE DRAWINGS ARE NOT INTENDED TO SHOW EACH AND EVERY CONDITION BUT TO INDICATE THE GENERAL
<br /> CONSTRUCTION.WHERE CONDITIONS ARE NOT SPECIFICALLY DETAILED,51MILAR CONDITIONS SHALL BE USED AT THE ALL STRUCTURAL TUBES AND PIPES SHALL BE CAPPED W/MIN.1/4"PLATES AT ENDS.
<br /> DISCRETION AND APPROVAL OF THE ARCHITECT AND ENGINEER.
<br /> THE CONTRACTOR IS RESPONSIBLE FOR ALL JOB SITE SAFETY AS WELL AS ALL MEANS,METHODS,AND SEQUENCES OF FOR MEMBERS AND CONNECTIONS THAT ARE PART OF THE LATERAL FORCE RESISTING SYSTEM(LFRS)DISCONTINUITIES
<br /> CONSTRUCTION SAFELY PERFORM THE WORK.AUE HAS NO EXPERTISE IN NOR HAS BEEN RETAINED TO PROVIDE REVIEW CREATED BY ERRORS,FABRICATION OR ERECTION OPERATIONS,SUCH AS TACK WELDS,ERECTION AIDS,AIR ARC GOUGING
<br /> AND THERMAL CUTTING SHALL BE REPAIRED AS REQUIRED BY THE STRUCTURAL ENGINEER OF RECORD.
<br /> OF THE CONTRACTORS'SAFETY PRECAUTIONS AS THEY RELATE TO THE CONSTRUCTION OF THIS PROJECT. CONTRACTOR SHALL DESIGN AND SUPPLY ALL ADDITIONAL MISCELLANEOUS METALS THAT ARE INDICATED IN THE ��\oA IAS
<br /> D
<br /> CONTRACTOR tiN
<br /> IF ANY ERROR OR ON155ION APPEARS IN THESE DRAWINGS,SPECIFICATIONS,OR OTHER DOCUMENTS,THE CONTRACTOR ARCHITECTURAL DRAWINGS OR TH05E METALS WHICH ARE FOUND TO BE NECESSARY TO SUPPORT THE ARCHITECTURAL ti� coo
<br /> SHALL NOTIFY THE OWNER AND STRUCTURAL ENGINEER OF RECORD IN WRITING OF SUCH OMISSION OR ERROR BEFORE FINISHES OR OTHER BUILDING SYSTEMS.ALL FRAMING AND CONNECTIONS DESIGNED BY THE CONTRACTOR SHALL NOT 2
<br /> PROCEEDING WITH THE WORK OR ACCEPT FULL RESPONSIBILITY FOR THE C05T TO RECTIFY SAME.VERIFY AND RESULT IN ECCENTRIC LOADS BEING APPLIED TO THE PRIMARY STRUCTURE OR LATERAL LOADS BEING APPLIED TO THE
<br /> D COORDINATE OPENINGS IN FLOORS,WALLS,AND ROOF WITH ARCHITECTURAL,MECHANICAL,AND ELECTRICAL DRAWINGS. „
<br /> BOTTOM FLANGE OF STEEL BEAMS.SUBMIT CALCULATIONS STAMPED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE
<br /> THE ARCHITECTURAL DRAWINGS SHALL BE REFERENCED FOR WALLS,FINISHES AND DIMENSIONS.DIMENSIONS PROVIDED ON OF THE PROJECT ALONG WITH SHOP DRAWINGS NOTING THE LOADING IMPOSED ON THE PRIMARY STRUCTURE, fSSAL ��\�
<br /> THE STRUCTURAL DRAWINGS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE ARCHITECTURAL DRAWINGS. OVAL
<br /> TEMPORARY BRACING OF STRUCTURAL STEEL ELEMENTS IS THE RESPONSIBILITY OF THE CONTRACTOR.STRUCTURAL 12/22/23
<br /> WHERE"ENGINEER APPROVED ALTERNATE"15 SPECIFIED HEREIN,AN ALTERNATE PRODUCT OF EQUAL OR GREATER STABILITY SHALL BE MAINTAINED AT ALL TIMES DURING THE ERECTION PROCESS.
<br /> STRENGTH AND SIMILAR IN NATURE,DURABILITY,AND FORM MAY BE SUBMITTED WITH ADEQUATE TECHNICAL THE CONTRACTOR 15 RESPONSIBLE FOR CONTACTING THE STRUCTURAL ENGINEER OF RECORD FOR ANY FIELD
<br /> DOCUMENTATION TO THE STRUCTURAL ENGINEER OF RECORD(EOR)FOR REVIEW.NO ALTERNATE PRODUCTS MAY BE USED MODIFICATIONS OF ANCHOR BOLTS/RODS,COLUMN BASE PLATES,AND STRUCTURAL FRAMING MEMBERS PRIOR TO FIELD
<br /> PRIOR TO THE APPROVAL OF THE EOR.ALTERNATE PRODUCTS THAT ARE SUBMITTED WITHOUT ADEQUATE DOCUMENTATION MODIFICATIONS TAKING PLACE.
<br /> OR THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT OF THE ORIGINALLY SPECIFIED PRODUCT WILL BE REJECTED. �+w
<br /> GENERAL BOLnNG REQUIREMENTS: 8 a Q
<br /> DRAWINGS ARE NOT TO BE SCALED. ALL HIGH STRENGTH BOLT ASSEMBLIES SHALL BE IN ACCORDANCE WITH RCSC. a ry
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<br /> SHOP DRAWINGS: ALL BOLTED CONNECTIONS NOT SPECIFIED AS SLIP CRITICAL SHALL BE INSTALLED AS BEARING TYPE CONNECTIONS WITH z
<br /> ALL SHOP DRAWINGS SHALL BE REVIEWED d APPROVED BY THE GENERAL CONTRACTOR PRIOR TO BEING SUBMITTED TO THREADS EXCLUDED FROM THE SHEAR PLANE(TYPE"X')AND IN A"SNUG-TIGHTENED'CONDITION AS DEFINED PER RC5C w v mo
<br /> THE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD.SHOP DRAWINGS APPROVED BY THE GENERAL CONTRACTOR UNLESS NOTED OTHERWISE IN THE PLANS. J S�
<br /> SHALL INCLUDE A REVIEW STAMP FROM THE GENERAL CONTRACTOR INDICATING THE SHOP DRAWINGS ARE CORRECT 4 m
<br /> COMPLETE. ALL BOLTED CONNECTIONS SPECIFIED AS SLIP CRITICAL OR AT MEMBERS WITH A"LFRS"DE51GNATION WHICH INCLUDES
<br /> BUT 15 NOT LIMITED TO-MOMENT FRAMES,BRACED FRAMES,DRAGS,ETC.ARE REQUIRED TO BE PRE-TENSIONED — v
<br /> THE STRUCTURAL ENGINEER OF RECORD'5 SHOP DRAWING REVIEW 15 ONLY FOR GENERAL COMPLIANCE WITH THE HIGH-STRENGTH BOLTS INSTALLED AS SLIP CRITICAL WITH A CLA55 A PAYING SURFACE AS DEFINED PER RC5C UNLESS
<br /> C STRUCTURAL DRAWINGS AND DOES NOT INDICATE THE SHOP DRAWINGS ARE CORRECT OR COMPLETE.THIS 15 THE SOLE NOTED OTHERWISE IN THE PLANS.(EXCEPTION:PAYING SURFACES OF WELDED JOINTS WHOSE PARTS ARE JOINED INITIALLY
<br /> RESPONSIBILITY OF THE GENERAL CONTRACTOR. BY ERECTION BOLTS NEED ONLY BE PREPARED SUCH THAT THEY ARE FREE FROM DEBRIS AND OTHER DEFECTS THAT
<br /> WOULD PREVENT SOLID FIT-UP OF THE PARTS TO BE JOINED.)
<br /> WHERE EXISTING CONDITIONS REQUIRE FIELD VERIFICATION,THE GENERAL CONTRACTOR 15 RESPONSIBLE FOR PROVIDING
<br /> ALL NECESSARY FIELD VERIFICATION INFORMATION AND VERIFYING IT HAS BEEN ACCURATELY INCORPORATED INTO THE TYPICAL HOLE SIZES FOR STEEL-TO-STEEL CONNECTIONS MAY HAVE A MAXIMUM HOLE DIAMETER OVER THE NOMINAL BOLT
<br /> SHOP DRAINGS PRIOR TO APPROVING THE SHOP DRAWINGS.SHOP DRAWINGS THAT CONTAIN @VERIFY IN FIELD'NOTES OR DIAMETER OF 1/I6'.
<br /> INCOMPLETE EXISTING BUILDING INFORMATION TO ADEQUATELY DETAIL CONNECTIONS TO THE BUILDING STRUCTURE ARE
<br /> CONSIDERED INCOMPLETE AND WILL BE REJECTED. TYPICAL HOLE SIZES FOR STEEL TO CONCRETE/CMU CONNECTIONS MAY HAVE A MAXIMUM HOLE DIAMETER PER TABLE
<br /> 14-2 OF THE AI5C CONSTRUCTION MANUAL AT COLUMN BASE PLATES.AT CONDITIONS OTHER THAN COLUMN BA5EPLATE5, ~ 0 O
<br /> ANY CHANGES OR DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS CONTAINED WITHIN THE SHOP DRAWINGS SHALL BE THE MAXIMUM HOLE DIAMETER OVER THE NOMINAL BOLT DIAMETER SHALL BE /Ib'. 'W I N
<br /> CLOUDED AND NOTED AS SUCH.THE STRUCTURAL ENGINEER OF RECORD'S SHOP DRAWING APPROVAL SHALL NOT BE �� 00
<br /> CONSIDERED AN APPROVAL OF ANY DESIGN DEVIATIONS UNLESS SPECIFICALLY NOTED AS SUCH.SHOP DRAWINGS DO NOT PROVIDE HOT-DIPPED GALVANIZED'TYPICAL HIGH STRENGTH BOLTS"PER THE MATERIALS SECTION W/GALVANIZED W O 08
<br /> SUPERSEDE OR REPLACE THE CONSTRUCTION DOCUMENTS. HARDENED WASHERS AND GALVANIZED HEX NUTS AT CONNECTIONS FOR ALL GALVANIZED MEMBERS. U Z Q
<br /> THE SHOP DRAWINGS SHALL BE SUBMITTED 4 REVIEWED BY THE ARCHITECT d STRUCTURAL ENGINEER OF RECORD BEFORE PROVIDE WASHERS FOR ALL BOLTS AS REQUIRED PER RC5C.AS A MINIMUM PROVIDE STANDARD CUT WASHERS UNDER Q Q
<br /> PROCEEDING WITH FABRICATION.THE GENERAL CONTRACTOR SHALL ALLOW 10 WORKING DAYS MINIMUM FOR THE ALL NUTS. Ll!CL U
<br /> STRUCTURAL ENGINEER OF RECORD TO COMPLETE THEIR REVIEW.THE STRUCTURAL ENGINEER OF RECORD WILL REVIEW ♦jr w H_
<br /> ONE SUBMITTAL FOR EACH LISTED SHOP DRAWING.SHOP DRAWINGS THAT REQUIRE MULTIPLE REVIEWS BY THE GENERAL WELDING REQUIREMENTS: Ll! U0 F_
<br /> STRUCTURAL ENGINEER OF RECORD DUE TO ERRORS 4 INCOMPLETENE55 WILL BE AT THE EXPENSE OF THE GENERAL ALL WELDING PROCEDURES,ELECTRODES AND WELDER QUALIFICATIONS SHALL CONFORM TO THE REQUIREMENTS IN AWS > N W
<br /> CONTRACTOR. DIJ OR SET BY THE GOVERNING LOCAL JURISDICTION,WHICHEVER IS MORE STRINGENT,FOR ARC WELDING IN BUILDING Lu Z N Er
<br /> CONSTRUCTION. w
<br /> LIST OF REQUIRED SHOP DRAWING5: � >
<br /> e w
<br /> - STRUCTURAL STEEL ALL FIELD AND SHOP WELDING SHALL BE PERFORMED BY QUALIFIED WELDERS IN ACCORDANCE WITH AWS DLI OR THE
<br /> GOVERNING JURISDICTION REQUIREMENTS,WHICHEVER 15 MORE STRINGENT.
<br /> ALL WELD ELECTRODES SHALL CONFORM WITH THE SPECIFIED TENSILE STRENGTHS IN THE'MATERIALS"SECTION ABOVE.
<br /> ELECTRODES MUST BE KEPT DRY AT ALL TIMES. C pp p \/
<br /> WELDING OR TACKING OF HIGH-STRENGTH BOLTS IS NOT PERMITTED. GENERAL ABBREVIATIONS:
<br /> IT
<br /> IONS:
<br /> BUTT WELDS ARE TO BE A COMPLETE JOINT PENETRATION(CJP)WELD,UNLE55 NOTED OTHERWISE.ALL EXPOSED BUTT AB,A.B. ANCHOR BOLT CJ,C.J. CONTRACTUAL JOINT ELI, E,1 EXPANSION JOINT GRD GRADE LVL MICROLLAN BEAM PT,P.T. PRESSURE TREATED T8G TONGUE AND GROOVE ISSUED/REVISIONS DATE
<br /> WELDS SHALL BE GROUND SMOOTH. ABV. ABOVE CL CENTER LINE EMBED. EMBEDMENT GWB GYPSUM WALL MAS. MASONRY P/T POST TENSIONED THR'D THREAD(ED) SUBMITTAL 12/22/2023
<br /> ADVL ADDITIONAL Cl CLEAR EL,ELEV. ELEVATION BOARD MAT'L MATERIAL OTT QUANTITY TJ TRUSS JOIST
<br /> ALL FULL PENETRATION WELDS SHALL BE ULTRASONIC TESTED IN ACCORDANCE WITH AW5 DI.I. ADJ. ADJACENT CMU CONIC.MASONRY UNIT EN,E.N. EDGE NAIL HDR HEADER NB MACHINE BOLT REF. REFERENCE MACMILLAN
<br /> ALT. ALTERNATE COL. COLUMN ENG ENGINEER HF,H.F. HEM-FIR (A307) FEINT. REINFORCEMENT TMPRY TEMPORARY
<br /> UNLESS A LARGER SIZE IS SPECIFIED,MINIMUM WELD SIZE SHALL BE 3/I6"OR AS NOTED IN SECTION J.2b OF AISC 360, APPRX. APPROXIMATE CONIC. CONCRETE EQ EQUAL HGR HANGER MD MID-DEPTH REQ'D REQUIRED TN,T.N. TOE NAIL
<br /> ARCH ARCHITECTURAL CONN. CONNECT(ION) E5,E.S. EACH SIDE HORZ. HORIZONTAL MRF MOMENT RESISTING RO,R.O. ROUGH OPENING T.O. TOP OF
<br /> WHICHEVER 15 LARGER. @ AT CON5T. CONSTRUCTION EX15T EXISTING 458 HIGH STRENGTH BOLT FRAME 5CND SCHEDULE TRANS. TRANSVERSE
<br /> BOT. BOTTOM CONT. CONTINUOUS EXT. EXTERIOR (A325 UNO) MFR MANUFACTURER SHT SHEET TYP. TYPICAL
<br /> FIELD WELDS HAVE BEEN INDICATED WHERE THEY ARE EXPECTED TO OCCUR AND ARE INTENDED ONLY TO AID THE BF,B.P. BRACED FRAME CTSK COUNTERSINK FFE FINISH FLOOR ELEV. HT HEIGHT MTL METAL SHTG SHEATHING UNO UNLESS OTHERWISE
<br /> CONTRACTOR IN DETERMINATION OF FIELD VS SHOP WELDING.THE CONTRACTOR SHALL DETERMINE THE ACTUAL FIELD BEL. BELOW d PENNY(NAILS) FAB. FABRICATION IF, I.F. INSIDE FACE (N) NEW MEMBER SIN. SIMILAR NOTED SHEET NAME:
<br /> WELDING AS NEEDED FOR THE CONSTRUCTION SEQUENCE AND INCLUDE ALL ASSOCIATED C05T5 WITHIN THEIR BASE BID. BLDG BUILDING DET. DETAIL FIND FOUNDATION INT. INTERIOR N5,N.S. NEAR SIDE 5KW SKEW(ED) VERT. VERTICAL GENERAL NOTES S
<br /> BLKC BLOCKING DBL DOUBLE FIN, FINISH(ED) LIST J015T NTS NOT TO SCALE SOG SLAB ON GRADE VFY VERIFY ABBREVIATIONS
<br /> A SEE"SPECIAL INSPECTIONS'SECTION FOR OTHER REQUIREMENTS REGARDING SPECIAL INSPECTIONS FOR WELDING OF BIN,B.N. BOUNDARY NAIL DF,D.F. DOUGLAS FIR FLG FLANGE JT JOINT OC,O.C. ON CENTER SPC SPACING W/ WITH
<br /> STRUCTURAL STEEL ELEMENTS. BNDRY BOUNDARY 0,DIA. DIAMETER FLR FLOOR K KIPS(1,000 POUNDS) OF,O.F. OUT5IDE FACE SQ. SQUARE WHS WELDED HEADED
<br /> BM BEAM DIAG, DIAGONAL FN,F.N. FACE NAIL LAT. LATERAL ON OVER HANG 55 SELECT STRUCTURAL STUD
<br /> B.O. BOTTOM OF DIAPH. DIAPHRAGM FO,F.O. FACE OF LOUR LEDGER OPN'G OPENING 5TD STANDARD HP WORK POINT
<br /> BRDG BRIDGE(ING) & DITTO(DO OVER) FRM'G FRAMING LF LINEAL FEET ORNT ORIENTATE(ION) 5TGR STAGGER WS WESTERN SERIES
<br /> BRG BEARING D DEPTH F5,F.5. FAR SIDE LLH LONG LEG HORIZ. PAR PARALLEL STIFF. STIFFENER WT5 WELDED THREADED
<br /> B/W BETWEEN DWG DRAWING FTC FOOTING LLV LONG LEG VERTICAL p/C PRECAST CONCRETE STIR. STIRRUP STUD SHEET No.
<br /> CAN CAMBER(ED) DWL DOWEL GA GAGE LS LAG SCREW PERP. PERPENDICULAR STL STEEL WINF WELDED WIRE FABRIC
<br /> CANT. CANTILEVERED) (E) EXISTING MEMBER GALV. GALVANIZED LSL TIMBER STRAND PL PLATE STRUC. STRUCTURE(AL) X-STG EXTRA STRONG -0 0
<br /> CG CENTER OF GRAVITY EA. EACH GB,G.B. GRADE BEAM BEAM PLYWD PLYWOOD SYN. SYMETRICAL XX-STG DOUBLE EXTRA
<br /> CIP CAST IN PLACE EF,E.F. EACH FACE GLB GLU-LAM.BEAM LT WT LIGHT WEIGHT P5L PARALLAM BEAM T TOP STRONG
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