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<br /> GENERAL NOTE CONCRETE AND MASONRY ANCHORS (BOLTS, THREADED RODS AND �
<br /> SPECIAL CONDITIONS ABBREVIATIONS M.B.S. METAL BLDG SUPPLIER Z
<br /> REBAR DOWELS) CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE ARCH. ARCHITECT N.F. NEAR FACE �
<br />� THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE-ASTM'S NOTED ARE TO BE LATEST DRILLED IN EXPANSION ANCHORS: N.T.S. NOT TO SCALE �
<br /> EDITION. CONCRETE DEWALT/POWERS"POWER-STUD+°SD2 PER ESR-2502 SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR BAL. BALANCE
<br /> SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. B. OR BOT. BOTTOM oc ON CENTER W
<br /> CMU DEWALT/POWERS"POWER-STUD+°SD1 PER ESR-2966 BTWN. BETWEEN O.F. OUTSIDE FACE �
<br /> 1. DESCRIPTION ADHESIVE ANCHORS: BLDG. BUILDING O.S. OUTSIDE �
<br /> CONCRETE DEWALT"AC200+"ACRYLIC ADHESIVE PER ESR-4027 BRG. BEARING O.T.O. OUT TO OUT (� Z
<br /> Building Name&Site Location- Elcon Building- Everett, WA SHOP DRAWINGS
<br /> ESR-2818 AND DEWALT/POWERS"PURE 110+"pER ESR-3298 J �
<br /> CMU DEWALT/POWERS"AC100+GOLD"PER ESR-3200 SUBMIT 4 SETS OF PRINTS (U.N.O. BY ARCHITECT) OR ELECTRONIC PDF FILES, OF SHOP DRAWINGS C.I.P. CAST IN PLACE PL PLATE Q �
<br /> 2.DESIGN CODE AND STANDARDS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED &STAMPED FOR COMPLIANCE C.J. CONSTRUCTION JOINT REINF. REINFORCING H �
<br /> UNREINFORCED
<br /> Applicable Code (Edition/Name)-2015 International Building Code(IBC) AND PRIOR TO FABRICATION FOR: GLU-LAMS, STRUCTURAL STEEL, MISCELLANEOUS STEEL, REM. REMAINDER � �
<br /> MASONRY HILTI HIT-HY 70 PER ESR-3342 CL CENTERLINE I_
<br /> Other documents referenced by these notes shall be the specific edition referenced by the building code CAST IN PLACE ANCHORS: REINFORCING STEEL AND TRUSSES. "SHOP DRAWINGS ARE AN ERECTION AID,AND STRUCTURAL CLR. CLEAR R.O. ROUGH OPENING � g c~n
<br /> specified above, or if not specified, shall be the latest edition. CONCRETE EMBED PER PLANS AND SECTIONS DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS...". CMU CONCRETE MASONRY UNIT SECT. SECTIONS � w � O
<br /> Code supplement& Date-ASCE 7-10 CMU EMBED PER PLANS AND SECTIONS COL. COLUMN SIM. SIMILAR � a m U
<br /> scREwaNCHORs: SPECIAL INSPECTIONS AND TESTS cONC. CONCRETE S.J SHRINKAGE JOINT (' O O O
<br /> 3.DESIGN LOADS CONCRETE DEWALT"SCREW BOLT+"PER ESR-3889 C.S.J. CLOSURE STRIP JOINT S.O.G. SLAB ON GRADE Z
<br /> CMU DEWALT/POWERS"WEDGE-BOLT+'° PER ESR-1678(CMU) INSPECTIONS ARE TO BE PER IBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT EA. EACH STL. STEEL ~ ~ �
<br />� a. Crane 5-ton capacity TESTING AGENCY. THE SPECIAL INSPECTION AGENCY AND SPECIAL INSPECTION SW SHEARWALL � m m m
<br /> b. Snow Load Basic round snow load- P 25 sf ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF E.E. EACH END Q
<br /> 9 9 = p INSPECTORS SHALL BE REGISTERED WITH THE WASHINGTON ASSOCIATION OF E.F. EACH FACE SYMM. SYMMETRICAL � � � �
<br /> Basic roof snow load - Pf=25 psf INSTALLATION PER ACI 318- 14 SECTION 17.1.2 INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR BUILDING OFFICIAL(WABO),AND SHALL BE APPROVED BY THE BUILDING OFFICIAL E.J. EXPANSION JOINT T. TOP �
<br /> Thermal factor-Ct= 1.0 UPWARDLY INCLINED TO SUPPORT SUSTAINED TENSION �OADS SHALL BE PERFORMED BY CERTIFIED PRIOR TO CONSTRUCTION. EL. OR ELEV. ELEVATION T..B. TOP OF BEAM
<br /> Im ortance factor- Is- 1.0, PERSONNEL IN CONFORMANCE TO ACI 318- 14 SECTION 17.8.22 E.N.W. OR ENW ENGINEERS NORTHWEST
<br /> P - T..F. TOP OF FOOTING o
<br /> Snow exposure factor-Ce= 1.0 EQ. EQUAL T..S. TOP OF STEEL
<br /> c. Seismic Risk Category II FOLLOW INSTALLATION PROCEDURES OF ESR REPORT AND MANUFACTURER'S INSTRUCTIONS. PROVIDE SOILS: VERIFY THAT SITE PREPARATION, FILL PLACEMENT AND E.S. EACH SIDE T..S. TOP OF SLAB
<br /> Ss= 1.442, S1 = 0.554, le= 1.0, Site Class"D"and SPECIAL INSPECTION AS NOTED ANDlOR REQUIRED BY ESR REPORT. SUBSTITUTIONS ARE NOT ALLOWED IN-PLACE DENSITY MEET REQUIREMENTS OF APPROVED SOILS
<br /> UNLESS WRITTEN APPROVAL BY ENW IS RECEIVED. SUBSTITUTIONS MUST BE SUBMITTED TO ENW FOR E.W. EACH WAY T..W. TOP OF WALL
<br /> SDS= 0.962, SD1 = 0.554. REVIEW PRIOR TO CONSTRUCTION. PROVIDE STAINLESS STEEL OR GALVANIZED ANCHORS FOR EXTERIOR REPORT. F.O.C. FACE OF CONCRETE TYP. TYPICAL AT AL�SIMILAR PLACES
<br /> Seismic Design Category="D" APPLICATIONS AS REQUIRED.ANCHORS RATED FOR DRY INTERIOR CONDITIONS MAY NOT BE USED FOR F.O.S. FACE OF STUD U.N.O. UNLESS NOTED OTHERWISE
<br /> Equivalent Lateral Force Procedure used. EXTERIOR APPLICATIONS PER ESR REPORT. CONCRETE: IN ACCORDANCE WITH TABLE 1705.3 OF IBC AND REFERENCED F.O.W. FACE OF WALL V.E.F. VERTICAL EACH FACE
<br /> d. Wind Load Risk Category II VERT. VERTICAL ��� d�,� �
<br /> STANDARDS. FTG. FOOTING
<br /> Basic wind speed (3 sec. gust)WLT= 110 mph ,VASD= 85 mph V.F.F. VERTICAL FAR FACE ��c,"���,.,�y ���� N
<br /> Exposure B STRUCTURAL STEEL GA. GAGE
<br /> ALL WORK IN ACCORDANCE WITH"AISC SPECIFICATION FOR STRUCTURAL STEEL GALV. HOT DIP GALVANIZED VFY VERIFY e+�i '��, v
<br /> Kzt=1.0 CONTINUOUS INSPECTION: G..B. GYPSUM WALL BOARD V.I.F. VERTICAL INSIDE FACE a' � � � a Q �
<br />� BUILDINGS(AISC 360-10),AND THE"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND �i �, Z o
<br /> K d=0.8 5 (I B C l o a d c a s e s p e r s e c t i o n 1 6 0 5.2 & 1 6 0 5.3.1 o n l y) D U R I N G P L A C E M E N T T O S A M P L E F R E S H C O N C R E T E F O R S T R E N G T H V.N.F. V E R T I C A L N E A R F A C E �
<br /> BRIDGES°AUGUST 25, 2010. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING H. OR HORIZ. HORIZONTAL �- 1>.� �
<br /> Internal pressure coefficient GCpi-+0.18 TESTS, PERFORM SLUMP AND AIR CONTENT TESTS AND V.N.F. VERTICAL OUTSIDE FACE O o ��\ i\ � o
<br /> STANDARDS: I.B.A. INTERNATIONAL BUILDING CODE 'P .� \
<br /> e.Dead loads Wei ght of structure. W.A.B.O. W A S H I N G T O N A S S O C. O F B U I L D I N G � �b �� P�� � �``� Z
<br /> WIDE FLANGE SHAPES ASTM A 992 F -50,000 PSI T E M P E R A T U R E MEA SUREMENTS OF CONCRETE. I.C.C. INTERNATIONAL CODE COUNCIL �' �S ,����� o
<br /> f. Special Loads The following special loads are to be considered: � y � OFFICIALS Q� �
<br /> Crane lateral support loads. OTHER SHAPES& PLATES ASTM A 36 (Fy=36,000 PSI) VERIFY CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER I.F INSIDE FACE W� WITH ���
<br /> TUBE SHAPES ASTM A 500, GRADE B (Fy=46,000 PSI) APPLICATION TECHNIQUES. INC. INCLUDING w
<br /> g.Load Combinations All Code required load combinations are to be used in the building PIPE SHAPES ASTM A 53,TYPE E OR S, GRADE B F -35,000 PSI K KIP (1000 POUNDS) W�o WITH OUT Q
<br /> desi n. � Y- ) VERIFY APPLICATION OF PRESTRESSING FORCE.
<br /> 9 WELDHEAD STUDS ASTM A 108 (Fy=50,000 PSI) VERIFY GROUTING OF BONDED TENDONS IN SEISMIC-FORCE- ��W� LONG WAY W.H.S. WELD HEAD STUD
<br /> OSHA STANDARDS aNCHOR Bo�Ts ASTM F 1554, GRADE 36 (Fy=36,000 PSI) @ AT
<br /> THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT HIGH STRENGTH BOLTS ASTM A 325 RESISTING SYSTEMS.
<br /> OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS BASE PLATE GROUT ASTM C 1107
<br /> FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL PERIODIC INSPECTION:
<br /> CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY BOLTS: ALL STRUCTURAL STEEL BOLTED CONNECTIONS ARE ASTM A 325 TYPE N VERIFY REINFORCING STEEL AND PLACEMENT. CHECK FOR
<br /> NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR REQUIRED COVER, SIZE, GRADE,AND SPACING.
<br /> CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND VERIFY PLACEMENT OF EMBEDDED CONNECTIONS, DOWELS, AND
<br />� PLANE. CONNECTIONS ARE NON-SLIP CRITICAL AND BOLTS NEED TO BE -�
<br /> METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. TIGHTENED "SNUG TIGHT" ONLY, UNLESS OTHERWISE NOTED. PROVIDE WASHERS AT �
<br /> ANCHOR BOLTS. � � �
<br /> FOUNDATION OUTER PLYS WITH SLOTTED HOLES. INSTALL A 325 BOLTS IN VERIFY USE OF REQUIRED MIX DESIGN. � W 0- �
<br /> ACCORDANCE WITH"2014 RCSC � W � �
<br /> ASSUMED SOIL BEARING 2500 PSF. THIS VALUE IS TO BE VERIFIED BY A LICENSED SOILS ENGINEER SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS". VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND � Z � a�
<br /> PRIOR TO BEGINNING FOUNDATION WORK. PREPARE THE SITE PER SOILS ENGINEER'S WELDS: ALL WELDING TO CONFORM WITH AWS D1.1 "STRUCTURAL WELDING TECHNIQUES. � (� � �
<br /> RECOMMENDATIONS. BELOW FINAL FINISHED GRADE. FOOTING STEP LOCATIONS SHOWN ON PLANS CODE-STEEL".WELDS NOT SPECIFIED SHALL BE %4°CONTINUOUS FILLET MINIMUM. ALL �j W +, °' o
<br /> ARE APPROXIMATE. CONTRACTOR TO VERIFY AND COORDINATE FOOTING STEPS WITH CIVIL WELDS BY WABO CERTIFIED WELDERS. USE LOW HYDROGEN FILLER METAL WITH A CONC. EXPANSION � � N
<br /> ENGINEER TO FINISH GRADE PLANS. EXTEND BOTTOM OF ALL EXTERIOR FOOTING 18" MIN. FOOTING MINIMUM TENSILE STRENGTH OF 70 KSI. ALL WELDED JOINTS SHALL BE AWS & MASONRY ANCHORS 3 v' �n
<br /> STEP LOCATIONS SHOWN ON PLANS ARE APPROXIMATE. CONTRACTOR TO VERIFY AND PREQUALIFIED. WELDHEAD STUDS (WHS) ARE TO BE MACHINE WELDED WITH PROPER & DRILLED-IN DOWELS: COPY OF ICC REPORT FOR ANCHORS OR ADHESIVE SYSTEM USED � N N
<br /> COORDINATE FOOTING STEPS WITH CIVIL ENGINEER TO FINISH GRADE PLANS. ADD FOOTING STEPS EQUIPMENT AS REQUIRED BY MANUFACTURER.
<br /> MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE
<br /> AS REQUIRED. BEAR S�AB S AND F O O T I N G S O N F I L L C O M P A C T E D T O 95% M O D I F I E D P R O C T O R - °' X
<br /> ASTM D-1557 OR ON UNDISTURBED SOIL. COORDINATE WORK WITH JOIST MANUFACTURER. SEE SPECIFICATIONS FOR ITEMS TO SYSTEM INSTALLATION IN ACCORDANCE WITH REPORT.VERIFY CERTIFICATION OF Z cn ti o
<br /> BE GALVANIZED. ALL STEEL ERECTION, INCLUDING OPEN WEB JOISTS AND METAL DECK INSTALLER FOR ADHESIVE ANCHORS. N Z� 3
<br />� CAST-IN-PLACE CONCRETE SHALL BE IN ACCORDANCE WITH THE CURRENT OSHA STEEL ERECTION STANDARD. � � ti �
<br /> STEEL: IN ACCORDANCE WITH IBC SECTION 1705.2.1 AND AISC 360 REFERENCED STANDARDS.
<br /> F'c= 3000 PSI FOR ALL CAST-IN-PLACE CONCRETE. CONCRETE MAY BE PROPORTIONED ON THE � � � ,�
<br /> BASIS OF FIELD EXPERIENCE AND/OR TRIAL MIXTURES AS DESCRIBED IN CODE. SUBMIT MIX DESIGN D O N O T P L A C E A N Y C O N S T R U C T I O N L O A D S O N M E M B E R S U N T I L T H E I R C O N N E C T I O N S ARE � � o �
<br /> AND DATA AS REQUIRED FOR EACH METHOD. MIXING AND PLACING OF ALL CONCRETE AND COMPLETE. ALL STEEL NEEDS TO BE COATED FOR APPROPRIATE EXPOSURE. COORDINATE WITH CONTINUOUS INSPECTION: � ~ °'
<br /> ARCHITECT AND ENGINEER. � � �
<br /> SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH ACI CODE 318. PROPORTION MEMBERS DESIGNATED "POSTS° ARE NOT DESIGNED TO CARRY THE OSHA 300 POUND ECCENTRIC SLIP-CRITICAL(SC) HIGH STRENGTH BOLTED CONNECTIONS. W rn a �
<br /> AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH LOAD. COMPLETE AND PARTIAL PENETRATION GROOVE WELDS. NON-
<br /> CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS DESTRUCTIVE TESTING IS REQUIRED FOR ALL COMPLETE
<br /> FOR ADMIXTURES. PROVIDE 5% + 1-1/2% TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO PENETRATION WELDS-SHOP AND FIELD.
<br /> FREEZING AND THAWING EXPOSURES. LIMIT WATER-CEMENT RATIO TO .45 AND USE TYPE V FRAMING LUMBER
<br /> CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN MULTIPASS FILLET WELDS.
<br /> GRADES & STRESSES SHA�L CONFORM WITH LATEST EDITION OF "WESTERN LUMBER GRADING SINGLE-PASS FILLET WELDS GREATER THAN 5/16-INCH.
<br /> EXCESS OF .2%. ADD NO WATER AT SITE. WATER REDUCING OR SUPERPLASTICIZING ADMIXTURES RULES", WWPA OR "STANDARD NO. 17 GRADING RULES FOR WEST COAST LUMBER", WCLIB. ALL
<br /> MAY BE USED TO INCREASE WORKABILITY WITHOUT INCREASING WATER-CEMENT RATIO OF DESIGN LUMBER S4S AND S-DRY UNLESS NOTED OTHERWISE. WELDING OF REINFORCING IN INTERMEDIATE AND SPECIAL
<br /> MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING. PROVIDE 3/4" CHAMFER AT ALL EXPOSED UNLESS NOTED OTHERWISE, USE THE FOLLOWING: MOMENT FRAMES, BOUNDARY ELEMENTS OF SPECIAL REINFORCED
<br /> CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT.
<br /> 1
<br /> REINFORCING STEEL SPECIES GRADE BASE VALUE Fb
<br /> VISUALLY GRADED DIMENSION LUMBER PERIODIC INSPECTION:
<br /> USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM 2 TO 4"THICK BY 2"&WIDER VERIFY HIGH-STRENGTH BOLT IDENTIFICATION MARKINGS
<br /> A 615, GRADE 60 (fy=60,000 PSI). LAP CONTINUOUS REINFORCING BARS PER � � CONFORM TO SPECIFIED ASTM STANDARDS. REVIEW OF
<br /> SCHEDULE, 2'-0" MIN. UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS (2'-0" MIN. BEND) FOR STUDS-TYPICAL DOUG FIR STANDARD 550 PSI
<br /> ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STUDS-WHERE NOTED DOUG FIR #2 900 PSI MANUFACTURER'S CERTIFICATE OF COMPLIANCE. 0
<br /> STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES". WELDED WIRE JOISTS& RAFTERS-TYPICAL DOUG FIR #2 900 PSI INSTALLATION OF BEARING-TYPE BOLTED CONNECTIONS. CV
<br /> FABRIC (WWF) TO CONFORM WITH ASTM A 185. REINFORCING HOOKS TO COMPLY WITH STANDARD SINGLE-PASS FILLET WELDS 5/16-INCH OR LESS. �
<br /> JOISTS& RAFTERS-WHERE NOTED DOUG FIR #1 1000 PSI T M
<br /> ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. FLOOR AND ROOF DECK WELDS. O
<br /> PLATES&LEDGERS DOUG FIR #2 900 PSI COLD-FORMED STEEL FRAME WELDING. �
<br /> COVER TO REINFORCEMENT: BEAMS&HEADERS-TYPICAL DOUG FIR #2 900 PSI
<br /> NONPRESTRESSED CAST-IN-PLACE CONCRETE (INCHES) WELDING OF STAIRS AND RAILINGS. � � �
<br /> CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH............................................3 WELDING OF STUDS. O Q �
<br /> FORMED SURFACES VISUALLY GRADED TIMBERS
<br /> EXPOSED TO EARTH OR WEATHER...............#6 AND LARGER..................................2 (5"X5"& LARGER) VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER � � z
<br /> i #5 AND SMALLER............................1-1/2 BEAMS &STRINGERS THAN ASTM A-706. � (� O
<br /> NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND (WIDTH MORE THAN 2" OF THICKNESS DOUG FIR #1 1350 PSI WELDING OF REINFORCING STEEL OTHER THAN THAT REQUIRING Q O � �
<br /> SLABS, WALLS, JOISTS...................................14 AND LARGER..................................1-1/2 POSTS&TIMBERS CONTINUOUS INSPECTION. fr� rr�
<br /> m #11 AND SMA�LER.................................3/4 (WIDTH 2" OR LESS OF THICKNESS) DOUG FIR #1 1200 PSI STEEL JOINTS AND CONNECTIONS FOR COMPLIANCE WITH PLANS. v (n v
<br /> N BEAMS, COLUMNS �
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<br /> � PRIMARY REINFORCEMENT, TIES, STIRRUPS,SPIRALS....................................1-1/2 —
<br /> Y EACH PIECE SHALL BEAR A VALID GRADE STAMP THAT IS NOT TO BE REMOVED. BOLT HEADS AND OTHER INSPECTIONS Q = � _
<br /> E SHOULD THE REINFORCING SUPPLIER AND/OR DETAILER CHOOSE TO USE SOFT METRIC, EACH AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL BASE BY BUILDING OFFICIAL IN ACCORDANCE WITH SECTION 110 OF IBC. � �
<br /> � EVERY REBAR CALLOUT MUST BE INDICATED WITH BOTH SIZES WITH THE IMPERIAL SIZE FIRST VALUE STRESSES TO BE ADJUSTED WITH APPROPRIATE SIZE FACTORS. ALL WOOD IN CONTACT W W �,-�,., �
<br /> N THUS: "#4/#13" NO EXCEPTIONS. A CONVERSION TABLE ALONE IS UNACCEPTABLE. WE WILL CHECK WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. USE STANDARD LENGTH �
<br /> o THE SHOP DRAWINGS TO THE IMPERIAL SIZES ONLY. IT WILL BE THE RESPONSIBILITY OF THE COMMON NAILS CONFORMING WITH FEDERAL SPECIFICATION FF-N-105B FOR ALL NAILING EXCEPT z U �
<br /> � REINFORCING SUPPLIER AND THE GENERAL CONTRACTOR TO VERIFY THAT ALL CONVERSIONS TO WHERE SHORTER NAILS PROVIDE THE REQUIRED PENETRATION IN DIAPHRAGMS. � �
<br /> � METRIC SUPPLY AT LEAST THE SAME AREA OF STEEL AS THE IMPERIAL. W �
<br /> � ALL FASTENERS, CONNECTORS,AND ANCHORS IN CONTACT WITH PRESSURE TREATED WOOD F- � L.L� W
<br />� o SHALL BE STAINLESS STEEL, ZMAX (G185 HDG PER ASTM A653), HOT-DIP GALVANIZED O ' ♦ V� �/
<br /> 3 (HDG) PER ASTM A123 FOR CONNECTORS AND ASTM A153 FOR FASTENERS, OR MECHANICALLY z V � W
<br /> � GALVANIZED FASTENERS PER ASTM 8695, CLASS 55 OR GREATER. >
<br /> � � O W
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<br /> � PROVIDE MIN. NAILING PER IBC TABLE 2304.10.1 UNLESS NOTED OTHERWISE. ALL HANGERS, TIES O
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<br /> � AND CONNECTORS ARE SIMPSON. OTHER MANUFACTURERS WITH ICC-ES APPROVED LOAD z c
<br /> � CAPACITIES EQUAL TO OR GREATER THAN THAT SPECIFIED MAY BE USED. NAIL ALL HOLES WITH � G
<br /> � NAILS AS SPECIFIED BY MANUFACTURER. CUT NO HOLES IN ANY STRUCTURAL FRAMING WITHOUT
<br /> a ENGINEERS APPROVAL, EXCEPT THAT 1-INCH DIAMETER HOLES MAY BE DRILLED IN 2X STUDS AND
<br /> Z PLATES--NO MORE THAN ONE HOLE EVERY 6-INCHES. �
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<br /> JOB NO: 80100004
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<br /> ENGINEER: H. PANGELINAN
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<br /> W DRAWN: M. SENIUK
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<br /> DATE: 07-07-2017
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