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<br /> GENERAL NOYE � sP�cia� iNSP�c�rioNs
<br /> INSPECTIONS ARE TO BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN � -
<br /> INDEPENDENT TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING �
<br /> THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE-ASTM'S NOTED ARE TO BE LATEST DEPT. AND THE ARCHITECT. INSPECT ALL SHOP WELDING UNLESS THE SHOP IS CERTIFIED BY - (q
<br /> EDITION. THE LOCAL BUILDING DEPARTMENT. �' " Q
<br /> FOUNDATION: SOIL5 ENGINEER TO INSPECT FOOTING EXCAVATIONS AND PROVIDE � ' �-
<br /> COMPACTION TESTS AS NOTED ABOVE. �" � cn
<br /> 1. DESCRIPTION �-- z
<br /> Building Name&Site Locakion - Seaway Center Everett, WA-Mechanical Platform CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED, VERIFY SLUMP AND � z 0
<br /> STRENGTH. SPECIAL INSPECTION IS REQUIRED DURING THE TAKING OF - - m � U
<br /> TEST SPECIMENS ANd PLACING OF ALL REINFORCED CONCRETE. � � �
<br /> 2.DESIGN CODE AND STANDARDS � t � �
<br /> REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH THESE � � � i-
<br /> Applicable Code (Edition/Name)-2015 International Building Code (IBC) ` " ;' U cn
<br /> Other documents referenced by these notes shall be the specific edition referenced by the DRAWINGS. CHECK FOR REQUIRED COVER, SIZE, SPACING, LAP AND GRADE. � �' � � � 0 Z
<br /> SPECIAL INSPECTION IS REQUIRED DURING TME PLACING OF REINFORCING ` p ' ` —
<br /> building code specified above, or if not specified, shall be the latest edition. � � ? j " � ' ,.� � a U m �U
<br /> Code supplement& Date- STEEL. .< - � ; � � � � �
<br /> 3.DESIGN LOADS CONC. EXPANSION Q O O O O
<br /> � � � �
<br /> a. Live Load 100 psf &MASONRY ANCHORS m m m m
<br /> & DRILLED-IN DOWELS: COPY OF ICC REPORT FOE ANCHORS OR ADHESIVE SYSTEM USED � � � �
<br /> c. Seismic Risk Category II MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE � � � �
<br /> Ss- 1.500, S,- 0.663, I - 1.0, Site Class"D", � SYSTEM INSTALLATION IN ACCORDANCE WITH REPORT.
<br /> Sps= 1.000, S�,= 0.663. p
<br /> Seismic Design Category="D". z
<br /> Basic Seismic Force WELDING: SPECIAL INSPECTION IS REQUIRED DURING ALL STRUCTURAL WELDING.
<br /> Resisting System(s) = Steel ordinary concentrically braced frames. INSPECT ALL FIELD WELDING -VERIFY CERTIFICATION OF WELDERS. �
<br /> CS = 0.106 (ULT), R= 3.25. Equivalent lateral force procedure was used. CONTRACTOR SHALL PAY FOR REWELDING AND REINSPECTION OF ALL
<br /> WELDS NaT MEETING SPECS. INSPECTOR SHALL NOTIFY STRUCTURAL �
<br /> ENGINEER OF WELDS NOT MEETING SPECS. o
<br /> e. Dead loads Weight of structure and mechanical unit wt. c�
<br /> OSHA STANDARDS STEEL: IN ACCORDANCE WITH TABLE 1704.3 OF IBC AND REFERENCED STANDARDS. � o
<br /> CONTINUOUS WSPECTION:
<br /> THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT SLIP-CRITICAL (SC) HIGH STRENGTH BOLTED CONNECTIONS.
<br /> OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL COMPLETE AND PARTIAL PENETRATION GROOVE WELDS. NON-DESTRUCTIVE
<br /> DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE TESTING IS REQUIRED FOf2 ALL COMPLETE PENETRATION WELDS - SHOP AND
<br /> GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM FIELD.
<br /> ENW OF ANY NONCOMPLIANCE, SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR MULTIPASS FILLET WELDS.
<br /> TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPON5IBLE FOR MEANS AND SINGLE-PASS FILLET WELDS GREATER THAN 5/16-INCH. z
<br /> METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. WELDING OF REINFORCING IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, �
<br /> BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS
<br /> FOUNDATION & SLABS AND SHEAR REINFORCEMENT. � w
<br /> THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 3000PSF, PERIODIC INSPECTION: W �
<br /> THIS VALUE TO BE VERIFIED BY A LICENSED SOILS ENGINEER PRIOR TO POURING FOOTINGS. VERIFY HIGH-STF2ENGTH BOLT IDENTIFICATION MARKINGS CONFORM TO � a
<br /> THE SITE SHALL BE PREPARED PER SOILS ENGINEER RECOMMENDATIONS. ALL FOOTINGS AND SPECIFIED ASTM STANDARDS. REVIEW OF MANUFACTURER'S CERTIFICATE OF C� cn
<br /> SLABS SHALL BEAR SOLELY aN MATERIAL PREPARED PER SOILS REPORT. ALL ENGINEERED FILL COMPLIANCE. z �
<br /> AND BACKFILL TO BE COMPACTED PER SOILS ENGINEER RECOMMENDATIONS. THE MAXIMUM INSTALLATION OF BEARING-TYPE BOLTED CONNECTIONS. � f--
<br /> DENSITY SHALL BE DETERNIINED BY SOILS ENGINEER. ALL EXTERIOR FOOTINGS TO BE SINGLE-PASS FILLET WELDS 5/16-INCH OR LESS. � �
<br /> FOUNDED 48" MIN. BELOW FINAL GRADE. A COEFFICIENT OF FRICTION OF 0.35 BELOW FLOOR AND ROOF DECK WELDS.
<br /> FOOTINGS AND PASSIVE RESISTANCE OF 250 PCF. 250 PSF SURCHARGE WHERE TRUCK TRAFF(C COLD-FORMED STEEL FRAME WELDING. ❑ O
<br /> CAN OCCUR. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENT. ALL WELDING OF STAIRS AND RAILINGS. v
<br /> EXTERIOR SIDEWALK AND INTERIOR SLABS SHALL BEAR ON SOILS PREPARED PER AND WELDING OF STUDS.
<br /> �
<br /> APPROVED BY SOILS ENGINEER AND HAVE AN ALLOWABLE BEARING CAPACITY OF AT LEAST VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM U
<br /> 1000 PSF. A-706.
<br /> WELDING OF REINFORCING STEEL OTHER THAN THAT REQUIRING �
<br /> �ONCRETE CONTINUOUS INSPECTION. � �
<br /> F'c=4000 PSI. @ 28 DAYS 5-1/2 5ACK5 Pv11NIMUM CEMENT PER CUBIC YARD FOR ALL CONCRETE STEEL JOINTS AND CONNECTIONS FOR CaMPLIANCE WITH PLANS.
<br /> SLABS.
<br /> F'c=3000 PSI. @ 28 DAYS 5-1/2 SACKS MINIMUM CEMENT PER CUBIC YARD FOR ALL OTHER. SHOP DRAWING�
<br /> USE TYPE IlII CEMENT. USE TYPE III (HIGH EARLY STRENGTH) CEMENT FOR PLATFORM. FOR SUBMIT 4 SETS OF PRINTS (U.N.O. BY ARCHITECT) OR ELECTRONIC PDF FILES, OF SHOP
<br /> SPECIAL CONDITIONS ANOTHER TYPE CEMENT MAY BE REQUIRED. SUBMIT FOR APPROVAL. DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR rn
<br /> ULTIMATE STRENGTH DESIGN METHOD USED. MIXING AND PLACING OF ALL CONCRETE AND COMPLIANCE AND PRIOR TO FABRICATION FOR: STRUCTURAL STEEL, MISCELLANEOUS STEEL �� �o
<br /> SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE ACI CODE 318. AND REINFORCING STEEL. WHEN SHOP DRAWING SUPPLIER MAKES A CHANGE FROM THESE C;rY tl ��`�v' o0
<br /> PROPORTIONING OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE DRAWINGS IT IS TO BE CLEARLY FLAGGED AND CLOUDED. CHANGES NOT FLAGGED AND {�,`�� �4�fyr� o
<br /> " WORKABLE MIX WITH 4" MAXIMUM SLUMP (UNLESS SUPERPLASTICIZERS ARE USED) WHICH CAN CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE EVEN WITHOUT BEING COMMENTED ON �~ ,� `�'�,�' o
<br /> BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. FOR ADMIXTURES, IN THE SHOP DRAWING REVIEW PROCESS. THE SUPPLIER OF THE ITEM CONTAINING THE �� ` �4� � a � o
<br /> SEE SPECIFICATIONS. MAXIMUM WATER/CEMENT RATIO 0.49. 3/4" CHAMFER ALL EXPaSED CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE ITEM BACK TO AGREE WITH THESE o ��., �
<br /> EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. WATER CURING DRAWINGS AT NO C05T TO THE OWNER AT E.N.W.'S OPTION. "SHOP DRAWINGS ARE AN `7"� v?� � �
<br /> SHALL BE USED. AIR ENTRAIN ALL HORIZONTAL CONCRETE EXPOSED TO WEATHER WITH 3% TO ERECTION AID, AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP �j \ ���,o`� �
<br /> 6°/a AIR BY VOLUME. DO NOT USE AIR ENTRAINMENT FOR INTERIOR SLABS ON GRADE. LIMIT DRAWINGS...".
<br /> WATER CEMENT RATIO TO 0.45 AND USE TYPE V CEMENT WHERE SOILS "WATER SOLUBLE � o
<br /> SULFATE EXCEEDS 0.20 PERCENT BY WT. ADD NO WATER TO CONCRETE AT SITE. IF INCREASED SPECIAL CONDITIONS
<br /> WORKABILITY IS REQUIRED, CONTRACTOR IS TO SUBMIT A MIX DESIGN THAT WILL ALLOW THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE
<br /> ADDITION OF A FIXED AMOUNT WATER REDUCING AGENT OR A FIXED AMOUNT OF SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION.
<br /> SUPER-PLASTICIZER AT THE CONCRETE PLANT. DO NOT USE FLY ASH, SLAG OR OTHER CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELQ CHANGES PRIOR TO INSTALLATION.
<br /> SUPPLEMENTARY CEMENTITIOUS MATERIALS IN CONCRETE IN INTERIOR FLOOf2 SLABS, ENTRY
<br /> CANOPY SLABS, STEM WALLS, LOADING DOCK WALLS, COLUMNS OR PILASTERS, OR OTHER ABBREVIATIONS
<br /> LOCATIONS WHERE CONCRETE IS EXPOSED TO VIEW.
<br /> A.FLY ASH, SLAG AND OTHER SUPPLEMENTARY CEMENTITIOUS MATERIALS MAY BE USED IN ARCH. ARCHITECT
<br /> STRUCTURAL CONCRETE SUCH AS FOOTINGS, FOUNDATION WALLS, GRADE BEAMS, IN gAL. BALANCE
<br /> B. OR BOT. BOTTOM �
<br /> LOCATIONS WHERE CONCRETE IS CONCEALED FROM VIEW, AND EXTERIOR CONCRETE gTWN. BETWEEN � � �
<br /> WALKWAYS, LOADING DOCK SLAB AND EQUIPMENT PADS. BLDG. BUILDING � LIJ
<br /> B.FLY ASH, SLAG AND OTHER SUPPLEMENTARY CEMENTITIOUS MATERIALS MAY BE USED IF � �
<br /> BRG. BEARING � � .. �
<br /> DETERMINED THAT THE USE OF SUPPLEMENTARY CEMENTITIOUS MATERIALS WOULD � � s,
<br /> IMPROVE RESISTANCE TO ALKALI-AGGREGATE REACTIVITY IN CONCRETE. OBTAIN WRITTEN C.I.P. CAST IN PLACE � — Cj Q
<br /> APPROVAL FROM ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO USE. C.J. CONSTRUCTION JOINT � z � � �
<br /> CL CENTERLINE +� °,' co
<br /> ACI 306R IS TO BE FOLLOWED FOR COLD WEATHER CONCRETING. ACI 305R IS TO BE FOLLOWED � � � �
<br /> FOR HDT WEATHER CONCRETING. THE TESTING LAB MUST APPROVE THE CONTRACTORS CLR. CLEAR � � N
<br /> METHOD OF COMPLIANCE AND CERTIFY THEIR APPROVAL WITH EACH CONCRETE TEST CMU CONCRETE MASONRY UNIT � � �
<br /> CYLINDER THEY CAST. TESTING LAB TO NOTIFY THE ARCHITECT IMMEDIATELY BY FAX AND C O L. C O L U M N
<br /> PHONE OF ANY NONCOMPLIANCE. CONC. CONCRETE '�' �' `"
<br /> � � �
<br /> C.S.,1. CLOSURE STRIP JOINT � '� � �
<br /> EA. EACH � � "-. �
<br /> � � n �
<br /> E.E. EACH END � � � �
<br /> F2EINFORCING STEEL E.F. EacH FacE
<br /> ALL CONCRETE REINFORCING STEEL SHALL BE DEFORMED PER ASTM R615, GRADE 60 (fy=60,000 E.J. EXPANSION JOINT � � � �
<br /> psi) LAP CONTINUOUS REINFORCING BARS PER SCHEDULE ON SHEET S3.1. CORNER BARS EL. OR ELEV. ELEVRTION � L co �'
<br /> 0
<br /> (1'-10" BEND) TO BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN E.N.W. OR ENW ENGINEERS NORTHWEST � N v �
<br /> ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED EQ. EQUAL W � � �
<br /> CONCRETE STRUCTURES". WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A185. E.S. EACH SIDE
<br /> REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS. E.W. EACH WAY
<br /> COVER TO MAIN REINFORCEMENT TO BE: F.O.C. FACE OF CONCRETE
<br /> BOTTOM OF FOOTINGS 3 INCHES F.O.S. FACE OF STUD
<br /> FORMED SURFACES WEATHER& EARTH FACE 1-1/2 INCHES F.O.W. FACE OF WALL
<br /> FORNIED SURFACES INTERIOR FACE 3/4 INCHES FTG. FOOTING
<br /> GA. GAGE
<br /> SHOULD THE REINFORCING SUPPLIER AND/OR DETAILER CHOOSE TO USE SOFT METRIC, EACH GALV. HOT DIP GALVANIZED
<br /> AND EVERY REBAR CALLOUT MUST BE INDICATED WITH BOTH SIZES WITH THE IMPERIAL SIZE G..B. GYPSUM WALL BOARD
<br /> FIRST THUS: "#4/#13" NO EXCE1'TIONS. A CONVERSION TABLE ALONE IS UNACCEPTABLE. WE H. OR HORIZ. HORIZONTAL i
<br /> WILL CHECK THE SHOP DRAWINGS TO THE IMPERIAL SIZES ONLY. IT WILL BE THE I.B.C. INTERNATIONAL BUILDING CODE
<br /> RESPONSIBILITY OF THE REINFORCING SUPPLIER AND THE GENERAL CONTRACTOR TO VERIFY I.C.C. INTERNATIONAL CODE COUNCIL �
<br /> THAT ALL CONVERSIONS TO METRIC SUPPLY RT LEAST THE SAME AREA OF STEEL AS THE �.F INSIDE FACE
<br /> IMPERIAL. INC. INCLUDING �
<br /> K KIP (1000 POUNDS) �
<br /> CONCRETE AND MASONRY ANCHORS (BOLTS, THREADED RODS AND �-•W• LONG WAY �
<br /> aEBAR DOWELS) M.B.S. METAL BLDG SUPPLIER �
<br /> DRILLED IN EXPANSION ANCHORS: N.F. NEAR FACE �
<br /> CONCRETE HILTI KWIK BOLT TZ PER ESR-1917 N.T.S. NOT TO SCALE
<br /> CMU HILTI KWIK BOLT 3 PER ESR-1385 oc ON CENTER �
<br /> ADHESIVE ANCHORS: O.F, OUTSIDE FACE
<br /> � CaNCRETE H1LTI HIT-HY 200-R PER ESR-3187 O.S. OUTSIDE � M
<br /> � CMU HILTI HIT-HY 70 PER ESR-2682 O.T.O. OUT TO OUT � VJ �
<br /> � UNREINFORCED PL PLATE �
<br /> � l �
<br /> �' MASONRY HILTI HIT-HY 70 PER E5R-3342 REINF. REINFORCING L
<br /> @ � � � f
<br /> L CAST IN PLACE ANCHORS: REM. REMAINDER
<br /> Q- CONCRETE EMBED PER PLANS AND SECTIONS R.O. ROUGH OPENING � �-L � � �
<br /> � CMU EMBED PER PLANS AND SECTIONS SECT. SECTIONS � �, � z
<br /> � SCREW ANCHORS: SIM. SIMILAR G� Z W �
<br /> � CONCRETE HILTI KWIK HUS-EZ(KH-EZ)AND HUS-EZ l (KH-EZ I)PER ESR-3027 S.J SHRINKAGE JOINT „� r�
<br /> � CMU HILTI KWIK HUS-EZ STL. STEEL � � � W vJ �
<br /> , (KH-EZ) PER ESR-3056 SW SHEARWALL �
<br /> � SYMM. SYMMETRICAL � � � � � �
<br /> o ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF T. TOP � �
<br /> INSTALLATION PER ACI 318- 14 SECTION 17.1.2 INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR 0 � � �
<br /> � T..B. TOP OF BEAM
<br /> � UPWARDLY WCLINED TO SUPPORT SUSTAINED TENSION LOADS SHALL BE PERFORMED BY CER�rIFIED T..F. TOP OF FOOTING � � � � � �
<br /> o PERSONNEL IN CONFORMANCE TO ACI 318- 14 SECTION 17.8.2.2. � � '" � L �
<br /> o T..S. TOP OF STEEL � 1'�
<br /> ,M FOLLOW INSTALLATION PROCEDURES OF E5R REPO RE 500 V3 PER ESR-3814RT AND MANUFACTURER'S TOP OF SLAB � � � � � (� i ' �
<br /> � INSTRUCTIONS. PROVIDE SPECIAL INSPECTION AS NOTED AND/OR REQUIRED BY ESR REPORT. T..W. TOP OF WALL w � �
<br /> �
<br /> r' SUBSTITUTIONS ARE NOT ALLOWED UNLESS WRITTEN APPROVAL BY ENW IS RECEIVED. SUBSTITUTIONS TYP. TYPICAL AT ALL SIMILAR PLACES
<br /> Q MUST BE SUBMITTED TO ENW FOR REVIEW PRIOR TO CONSTRUCTION. PROVIDE STAINLESS STEEL OR U.N.O. UNLESS NOTED OTHERWISE � � � � �
<br /> `' GALVANIZED ANCHORS FOR EXTERIOR APPLICATIONS AS REQUIRED.ANCHORS RATED FOR DRY V.E.F. VERTICAL EACH FACE � �
<br /> � � W � WW
<br /> � INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIOR APPLICATIONS PER ESR REPORT. VERT. VERTICAL �
<br /> c V.F.F. VERTICAL FAR FACE �,
<br /> � �TRUCTURAL STEEL AND MISCELLANEOUS STEEL v�Y VERIFY � � �
<br /> '� ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION ANQ V.I.F. VERTICAL INSIDE FACE � � i I ,
<br /> m V.N.F, VERTICAL NEAR FACE � �
<br /> � ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", AND THE "CODE OF STANDARD PRACTICE". � J
<br /> °' STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: V.N.F. VERTICAL OUTSIDE FACE �
<br /> � W.A.B.O. WASHINGTON ASSOC. OF BUILDING OFFICIALS
<br /> WIDE FLANGE SHAPES ASTM A-992 (Fy=50,000 PSI)
<br /> � OTHER SHAPES AND PLATES ASTM A�36 (Fy=36,000 PSI) W� WITH W
<br /> � TUBE COLUMNS ASTM A-500, GRADE � (Fy=46,000 PSI) W H.S. WE DOHEAD STUD Ll.l �
<br /> � WELDHEAD STUDS A5TM A�108 (Fy=55,OQ0 P51) @ AT � C9
<br /> � ALL-THREAD ASTM F1554, GRADE 36 (Fy=36,000 �'SI)
<br /> � MACHINE BOLTS ASTM A�307 � '
<br /> H
<br /> v HIGH STRENGTH BOLTS ASTM A-325N (U.N.O.) � �
<br /> T ALL STRUCTURAL STEEL BOLTED CONNECTIONS AT MECHANICAL PLATFQRMS ARE ASTM A-325 w �
<br /> @ TYPE N CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. W �
<br /> y CONNECTIONS ARE NON-SLIP CRITICAL AND BOLTS NEED T� B�TIGHTENED "SNUG TIGHT" ONLY � �
<br /> � EXCEPT AT FRAMES. PROVIDE WASHERS AT OUTER PLYS WITH,SLOTTED HOLES, 1NSTALL A-325 ��;� ��� ��� �:��"�'��� � � U
<br /> �� A4O90 BOLTS"C(11�/1�3!5)E PROVIDE M NI MUM EMB DMEfVTCFORA,4NC�HOR O TS ,�S�NOTED ON ������.r��i'��'�� ��`��' �������s�
<br /> � DRAWWGS. ALL WELDING TO CONFORM WITH AWS D1.1 '°CODE FOR WELDING IN BUILDING �
<br /> � CONSTRUCTION". WELDS NOT SPECIFIED SHALL BE 1/4`°, CONTINUOUS FILLET MINIMUM, ALL JOB NO: 18053000
<br /> Q WELDS BY CERTIFIED WELDERS. USE FRESH 70XX ELECTRObES FOFt MANUAL SHIELDED
<br /> ¢ METAL-ARC WELDING OR EQUAL ELECTRODES. WELDHEAD STUDS (WHS) AR� TO �E MACHINE
<br /> � WELDED WITH PROPER EQUIPMENT. SEE SPECIFICATIONS FCIR ITEMS TO BE GAL�/ANIZED, � � g� ENGINEER: S. HAN
<br /> � �.../ � "" ����J • -� DRAWN: P. PATEL
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<br /> ��� � � ���� DATE: 09-24-2018
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