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HomeMy WebLinkAbout4110S301.pdfCAST-IN-PLACE CONCRETE C-1 ALL REINFORCED CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318-11) OF THE AMERICAN CONCRETE INSTITUTE. C-2 MINIMUM f'c REQUIRED AT 28 DAYS: FOUNDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3500 PSI INTERIOR SLABS . . . . . . . . . . . . . . . . . . . . . . . . . . 4000 PSI EXTERIOR SLABS . . . . . . . . . . . . . . . . . . . . . . . . . 4500 PSI C-3 ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE (145 PCF+) WITH ALL CEMENT CONFORMING TO ASTM C150, TYPE I. MAXIMUM AGGREGATE SIZE SHALL BE 1-1/2" FOR FOOTINGS AND 3/4" FOR WALLS AND SLABS, CONFORMING TO ASTM C33. C-4 REINFORCEMENT DEFORMED BARS . . . . . . . . . . . . . . . . . . . . ASTM A615, GRADE 60 WELDED WIRE REINFORCEMENT . . . . . . . . . . . . . . . . . ASTM A185 C-5 ALL LEVELING GROUT SHALL BE NON-METALLIC SHRINK-RESISTANT GROUT COMPLYING WITH ASTM C1107, AND SHALL HAVE A MINIMUM f'c OF 5000 PSI. C-6 MINIMUM CONCRETE COVER FOR REINFORCING STEEL: SLABS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3/4" CONCRETE EXPOSED TO WEATHER: #5 BARS AND SMALLER . . . . . . . . . . . . . . . . . . 1-1/2" BARS LARGER THAN #5 . . . . . . . . . . . . . . . . . . . . . 2" CONCRETE IN CONTACT WITH EARTH . . . . . . . . . . . . . 3" ALL WELDED WIRE REINFORCING IS TO BE PLACED 1" FROM TOP OF SLABS. C-7 CONTRACTOR SHALL COORDINATE THE LOCATION OF ALL CONCRETE OPENINGS AND/OR PENETRATIONS REQUIRED FOR OTHER TRADES PRIOR TO PLACING CONCRETE. C-8 CONDUITS OR PIPES EMBEDDED IN SLABS SHALL NOT HAVE AN OUTSIDE DIMENSION LARGER THAN 1/3 THE SLAB THICKNESS AND SHALL BE SPACED NO CLOSER THAN 3 DIAMETERS ON CENTER. ALUMINUM CONDUITS SHALL NOT BE EMBEDDED IN CONCRETE. CONCRETE UNIT MASONRY M-1 ALL MASONRY WORK SHALL BE PERFORMED IN ACCORDANCE WITH BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530-11/ASCE 5-11) OF THE AMERICAN CONCRETE INSTITUTE AND THE AMERICAN SOCIETY OF CIVIL ENGINEERS, AS WELL AS THE "SPECIFICATIONS FOR THE DESIGN AND CONSTRUCTION OF LOAD-BEARING CONCRETE MASONRY" OF THE NATIONAL CONCRETE MASONRY ASSOCIATION. M-2 ALL MORTAR SHALL BE ASTM C270, TYPE M BELOW GRADE AND TYPE S ABOVE GRADE. M-3 ALL MASONRY GROUT SHALL BE ASTM C476, WITH A MINIMUM COMPRESSIVE STRENGTH, f'c=3000 PSI. M-4 CONCRETE MASONRY UNITS HOLLOW UNITS . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM C90 SOLID UNITS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM C90 M-5 THE MINIMUM COMPRESSIVE STRENGTH OF MASONRY, f'm, SHALL NOT BE LESS THAN 1500 PSI AT 28 DAYS AFTER PLACEMENT. M-6 HORIZONTAL TRUSS-TYPE JOINT REINFORCEMENT SHALL BE PLACED IN ALL EXTERIOR AND BEARING WALLS, SPACED AT 16 INCHES ON CENTER. M-7 FULL BED JOINTS AND HEAD JOINTS SHALL BE USED FOR ALL MASONRY CONSTRUCTION. STRUCTURAL STEEL S-1 ALL STRUCTURAL STEEL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" (2010 EDITION) OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. S-2 GRADE OF STEEL WIDE FLANGE SHAPES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM A992 OTHER SHAPES, PLATE, AND BARS . . . . . . . . . . . ASTM A36, TYPICAL STEEL HSS SHAPES . . . . . . . . . . . . . . . . . . . . . . . ASTM A500, GRADE B STEEL PIPE . . . . . . . . . . . . . . . . . . . . . . . . .ASTM A53, TYPE E, GRADE B S-3 GALVANIZED STRUCTURAL STEEL STRUCTURAL SHAPES AND RODS . . . . . . . . . . . . . . . . . . . . ASTM A123 BOLTS, FASTENERS, AND HARDWARE . . . . . . . . . . . . . . . . . ASTM A153 S-4 ALL STRUCTURAL BOLTS SHALL BE ASTM A325, 3/4" DIAMETER, TYPE N, UNLESS NOTED OTHERWISE. S-5 ALL ANCHOR RODS SHALL BE ASTM F1554, GRADE 36, 3/4" DIAMETER, UNLESS NOTED OTHERWISE. S-6 ALL STRUCTURAL WELDING SHALL CONFORM TO AWS D1.1 OF THE AMERICAN WELDING SOCIETY. E70 ELECTRODES SHALL BE USED FOR ALL WELDING. S-7 ALL BEAM END CONNECTIONS NOT SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED FOR THE END REACTIONS INDICATED ON THE DRAWINGS. WHERE END REACTIONS ARE NOT INDICATED, THE END CONNECTION SHALL BE DESIGNED FOR ONE HALF OF THE UNIFORM LOAD CAPACITY OF THE MEMBER IN ACCORDANCE WITH AISC SPECIFICATIONS. S-8 ALL MODIFICATIONS REQUIRED FOR OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS AND MADE DURING SHOP FABRICATION. FIELD BURNING OF STRUCTURAL STEEL IS PROHIBITED. S-9 ALL INTERIOR STRUCTURAL STEEL SHALL BE SHOP COATED WITH METAL PRIMER CONFORMING TO SSPC-PAINT 25. ALL STEEL SURFACES SHALL BE PREPARED IN ACCORDANCE WITH SSPC-SP2 "HAND TOOL CLEANING" OR SSPC-SP3 "POWER TOOL CLEANING" PRIOR TO APPLYING THE PRIMER COAT. SURFACES WITHIN 3 INCHES OF WELDS SHALL NOT BE PAINTED PRIOR TO WELDING. MEMBERS TO BE FIREPROOFED AND PORTIONS TO BE IN CONTACT WITH SLIP-CRITICAL BOLTED CONNECTIONS SHALL NOT BE PAINTED. ALL EXTERIOR STEEL SHALL BE SHOP COATED WITH ONE COAT OF TNEMEC HIGH PERFORMANCE PAINT. ALL STEEL SURFACES SHALL BE PREPARED IN ACCORDANCE WITH SSPC-SP2 "HAND TOOL CLEANING" OR SSPC-SP3 "POWER TOOL CLEANING" PRIOR TO APPLYING THE PRIMER COAT. SURFACES WITHIN 3 INCHES OF WELDS SHALL NOT BE PAINTED PRIOR TO WELDING. MEMBERS TO BE FIREPROOFED AND PORTIONS TO BE IN CONTACT WITH SLIP-CRITICAL BOLTED CONNECTIONS SHALL NOT BE PAINTED. S-10 ALL COLD GALVANIZING SHALL BE "ZRC COLD-GALVANIZING COMPOUND" AS MANUFACTURED BY "ZRC PRODUCTS COMPANY, QUINCY, MA". COLD GALVANIZING COMPOUND SHALL BE APPLIED IN TWO COATS TO ACHIEVE A MINIMUM DRY-FILM THICKNESS OF 3 MILS. CONCRETE/MASONRY ANCHORS A-1 ALL EXPANSION ANCHORS SHALL BE "HILTI KWIK-BOLT III" (AS MANUFACTURED BY HILTI FASTENING SYSTEMS, INC.) OR AN APPROVED EQUAL, MEETING THE REQUIREMENTS OF FEDERAL SPECIFICATION FF-S-325, GROUP II, TYPE 4, CLASS 1. A-2 ALL SLEEVE ANCHORS SHALL BE "HILTI HLC SLEEVE ANCHORS" (AS MANUFACTURED BY HILTI FASTENING SYSTEMS, INC.) OR AN APPROVED EQUAL, MEETING THE REQUIREMENTS OF FEDERAL SPECIFICATION FF-S-325, GROUP II, TYPE 3, CLASS 3. A-3 ALL ADHESIVE ANCHORS SHALL BE "HILTI HIT ADHESIVE ANCHORS" (AS MANUFACTURED BY HILTI FASTENING SYSTEMS, INC.) OR AN APPROVED EQUAL. SCREEN TUBES SHALL BE ADDED AT ALL INSTALLATIONS IN CAVITY WALLS. A-4 ALL ANCHOR SPACING, EMBEDMENT, EDGE DISTANCE, AND INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS. REFER TO SECTIONS AND DETAILS ON THE DRAWINGS FOR ADDITIONAL INFORMATION. STRUCTURAL LUMBER L-1 ALL STRUCTURAL LUMBER SHALL CONFORM TO THE LATEST EDITION OF THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" OF THE AMERICAN FOREST & PAPER ASSOCIATION. L-2 ALL STRUCTURAL LUMBER SHALL BE SPRUCE PINE FIR OR DOUGLAS FIR, NO. 2 GRADE, AND SHALL HAVE THE FOLLOWING MINIMUM DESIGN PROPERTIES: ALLOWABLE BENDING STRESS (Fb) . . . . . . . . . . . . . . . . . . . . . . 875 PSI ALLOWABLE SHEAR STRESS (Fv) . . . . . . . . . . . . . . . . . . . . . . . . 135 PSI ALLOWABLE COMPRESSIVE STRESS (Fc) . . . . . . . . . . . . . . . . 1150 PSI ALLOWABLE TENSILE STRESS (Ft) . . . . . . . . . . . . . . . . . . . . . . . 425 PSI MODULUS OF ELASTICITY (E) . . . . . . . . . . . . . . . . . . . . . . . 1400000 PSI (AT 19% MAXIMUM MOISTURE CONTENT) L-3 ALL LAMINATED VENEER LUMBER (LVL) BEAMS SHALL HAVE THE FOLLOWING MINIMUM DESIGN PROPERTIES: ALLOWABLE BENDING STRESS (Fb) . . . . . . . . . . . . . . . . . . . . . 2600 PSI ALLOWABLE SHEAR STRESS (Fv) . . . . . . . . . . . . . . . . . . . . . . . . 285 PSI ALLOWABLE COMPRESSIVE STRESS (Fc) . . . . . . . . . . . . . . . .2510 PSI ALLOWABLE TENSILE STRESS (Ft) . . . . . . . . . . . . . . . . . . . . . .1555 PSI MODULUS OF ELASTICITY (E) . . . . . . . . . . . . . . . . . . . . . . . .1900000 PSI (AT 19% MAXIMUM MOISTURE CONTENT) L-4 ALL PARALLEL STRAND LUMBER (PSL) BEAMS SHALL HAVE THE FOLLOWING MINIMUM DESIGN PROPERTIES: ALLOWABLE BENDING STRESS (Fb) . . . . . . . . . . . . . . . . . . . . . 2900 PSI ALLOWABLE SHEAR STRESS (Fv) . . . . . . . . . . . . . . . . . . . . . . . . 290 PSI ALLOWABLE COMPRESSIVE STRESS (Fc) . . . . . . . . . . . . . . . . 2900 PSI ALLOWABLE TENSILE STRESS (Ft) . . . . . . . . . . . . . . . . . . . . . .2025 PSI MODULUS OF ELASTICITY (E) . . . . . . . . . . . . . . . . . . . . . . . 2000000 PSI (AT 19% MAXIMUM MOISTURE CONTENT) L-5 ALL BOLTS SHALL BE ASTM A325. ALL LAG SCREWS SHALL BE ASTM A307, GRADE A.. PROVIDE WASHERS AT ALL BOLTED AND/OR SCREWED CONNECTIONS. L-6 ALL STEEL CONNECTION PLATES SHALL BE ASTM A36. L-7 ALL TIMBER POSTS SHALL BE SOUTHERN PINE. L-8 ALL LEDGER BOARDS AND WOOD NAILERS ON STEEL BEAMS SHALL BE DOUGLAS FIR OR SOUTHERN PINE LUMBER WITH A SPECIFIC GRAVITY OF 0.55 OR GREATER. OPEN WEB WOOD TRUSSES OW-1 ALL OPEN WEB WOOD TRUSSES SHALL BE BY REDBUILT ENGINEERED WOOD PRODUCTS OR AN APPROVED EQUAL. OW-2 ROOF TRUSS MANUFACTURER SHALL PROVIDE BRIDGING, STIFFENERS, BLOCKING, AND OTHER ROOF ACCESSORIES AS REQUIRED FOR A COMPLETE FRAMING SYSTEM. OW-3 ROOF TRUSSES SHALL BE DESIGNED TO SUPPORT THE LOADS INDICATED BELOW AT THE SPANS AND SPACINGS INDICATED ON THE DRAWINGS: UNIFORM TOP CHORD DEAD LOAD . . . . . . . . . . . . . . . . . . . . . . . 15 PSF UNIFORM TOP CHORD LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . 30 PSF UNIFORM TOP CHORD SNOW LOAD . . . . . . . . . . . . . . . . . . . PER OBC UNIFORM BOTTOM CHORD DEAD LOAD . . . . . . . . . . . . . . . . . . . . 5 PSF LATERAL LOADS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . PER OBC COORDINATE SIZE AND LOCATIONS OF MECHANICAL EQUIPMENT WITH MECHANICAL, ELECTRICAL, REFRIGERATION, AND PLUMBING TRADES, AS WELL AS ARCHITECTURAL DRAWINGS. OW-4 THE DEFLECTION OF THE ROOF TRUSSES UNDER THE INDICATED LOADS AND AT THE SPANS AND SPACINGS ON THE DRAWINGS SHALL MEET THE FOLLOWING CRITERIA: THE DEFLECTION DUE TO LIVE LOAD SHALL NOT EXCEED SPAN/360 THE DEFLECTION DUE TO TOTAL LOAD SHALL NOT EXCEED SPAN/240 OW-5 ALL OPEN WEB WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF OHIO. OW-6 RED-H SERIES JOISTS SHALL HAVE A TOTAL JOIST BEARING SEAT DEPTH OF 5-3/4" FOR Z-CLIP ATTACHMENT. OW-7 ALL OPEN WEB ROOF TRUSSES SHALL HAVE A TOP CHORD SLOPED AS INDICATED ON THE DRAWINGS. THE BOTTOM CHORD OF ALL OPEN WEB ROOF TRUSSES SHALL BE PARALLEL TO THE FINISHED FLOOR AND SHALL BE SET AT A CONSISTENT ELEVATION AS INDICATED ON THE DRAWINGS. STRUT SYSTEM SS-1 ALL STRUCTURAL MEMBERS AND ASSOCIATED COMPONENTS INDICATED ON THE DRAWINGS AS "1-5/8 STRUT SYSTEM" SHALL BE "G-STRUT" AS MANUFACTURED BY THE G-STRUT METAL FRAMING DIVISION OF GREGORY INDUSTRIES, INC. IN CANTON, OHIO OR "UNISTRUT" AS MANUFACTURED BY THE UNISTRUT CORPORATION OF WAYNE, MICHIGAN. SS-2 ALL G-STRUT STRUCTURAL MEMBERS AND COMPONENTS SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE WITH THE LATEST EDITION OF THE G-STRUT & WIZARD ACCESSORIES CATALOG. SS-3 ALL G-STRUT FRAMING MEMBERS SHALL BE G582LS (1-5/8" X 1-5/8", 12 GAGE WITH LONG SLOTTED HOLES) HAVING THE FOLLOWING MINIMUM PROPERTIES: MOMENT OF INERTIA, Ix . . . . . . . . . . . . . . . . . . . . . . . 0.178 in^4 SECTION MODULUS, Sx . . . . . . . . . . . . . . . . . . . . . . . . 0.194 in^3 SS-4 ALL G-STRUT FRAMING MEMBERS SHALL BE FINISHED WITH A PRE-GALVANIZING OR PVC COATED OVER GALVANIZED STEEL FINISH. SS-5 ALL UNISTRUT STRUCTURAL MEMBERS AND COMPONENTS SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE WITH THE LATEST EDITION OF THE UNISTRUT GENERAL ENGINEERING CATALOG. SS-6 ALL UNISTRUT FRAMING MEMBERS SHALL BE P1000SL (1-5/8" X 1-5/8", 12 GAGE WITH SLOTTED HOLES) HAVING THE FOLLOWING MINIMUM PROPERTIES: MOMENT OF INERTIA, Ix . . . . . . . . . . . . . . . . . . . . . . . 0.185 in^4 SECTION MODULUS, Sx . . . . . . . . . . . . . . . . . . . . . . . . 0.202 in^3 SS-7 ALL UNISTRUT FRAMING MEMBERS SHALL BE FINISHED WITH ELECTROPLATED ZINC (EG) FINISH IN ACCORDANCE WITH ASTM B633, TYPE 3, SC3. GENERAL NOTES FOUNDATION DESIGN F-1 THE FOUNDATION DESIGN WAS BASED ON FINDINGS AND RECOMMENDATIONS MADE BY ALT & WITZIG ENGINEERING, INC. IN THEIR GEOTECHNICAL REPORT DATED APRIL 7, 2014. F-2 SPREAD FOOTINGS HAVE BEEN DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF. F-3 THE OWNER SHALL EMPLOY A PROFESSIONAL GEOTECHNICAL ENGINEER TO INSPECT THE FOUNDATIONS AND BEARING LEVELS AND VERIFY THAT THE MATERIAL ON WHICH THE FOUNDATIONS WILL BEAR HAS AT LEAST THE ABOVE NOTED CAPACITY. DESIGN LIVE LOADS DL-1 FLOOR LIVE LOADS BASIC FLOOR LIVE LOAD . . . . . . . . . . . . . . . . . . . 250 PSF DL-2 ROOF LIVE LOADS BASIC ROOF LIVE LOAD . . . . . . . . . . . . . . . . . . . . 30 PSF DL-3 ROOF SNOW LOADS GROUND SNOW LOAD . . . . . . . . . . . . . . . . . . . . . . 20 PSF FLAT ROOF SNOW LOAD . . . . . . . . . . . . . . . . . . . . 20PSF SNOW EXPOSURE FACTOR . . . . . . . . . . . . . . . . . . . . . 0.9 SNOW LOAD IMPORTANCE FACTOR . . . . . . . . . . . . . 1.0 THERMAL FACTOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0 ALL SNOW LOADS ARE APPLIED IN ACCORDANCE WITH THE 2014 INDIANA BUILDING CODE AND ASCE 7-10. DL-4 WIND LOADS ULTIMATE DESIGN WIND SPEED . . . . . . . . . . . . 115 MPH RISK CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II EXPOSURE CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . . . B INTERNAL PRESSURE COFFICIENT . . . . . . . . . . . . . . 0.18 ALL WIND LOADS ARE APPLIED IN ACCORDANCE WITH THE 2014 INDIANA BUILDING CODE AND ASCE 7-10. DL-5 SEISMIC LOADS RISK CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I I SEISMIC IMPORTANCE FACTOR . . . . . . . . . . . . . . . . . . 1.0 SITE CLASS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C SEISMIC RESPONSE COEFFICIENTS Ss . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .0.181 S1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.080 SDS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .0.145 SD1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .0.090 SEISMIC DESIGN CATEGORY . . . . . . . . . . . . . . . . . . . . . B BASIC SEISMIC FORCE RESISTING SYSTEM: LOAD BEARING LIGHT-FRAMED WOOD SHEARWALLS DESIGN BASE SHEAR, V . . . . . . . . . . . . . . . . . . . . . . 13.9K SEISMIC RESPONSE COEFFICIENT, Cs . . . . . . . . . 0.073 RESPONSE MODIFICATION FACTOR, R . . . . . . . . . . . . . 2 SEISMIC ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE ALL SEISMIC LOADS ARE APPLIED IN ACCORDANCE WITH THE 2014 INDIANA BUILDING CODE AND ASCE 7-10. PREFABRICATED WALL PANELS WP-1 ALL PREFABRICATED WALL PANELS AND ASSOCIATED COMPONENTS INDICATED ON THE DRAWINGS SHALL BE MANUFACTURED BY REDBUILT ENGINEERED WOOD PRODUCTS, OR AN APPROVED EQUAL. WP-2 ALL WALL PANELS TO HAVE TOP PLATES STAGGERED BY HALF LENGTH AND FASTENED WITH 10d NAILS AT 16" ON CENTER. WP-3 PROVIDE ADDITIONAL BEARING STUDS BELOW ALL TRUSS BEARING POINTS AS INDICATED ON DRAWINGS. WP-4 ALL WALL PANELS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF OHIO. SCALE: NO SCALE TYPICAL SLAB-ON-GRADE CONSTRUCTION JOINT SCALE: NO SCALE TYPICAL SLAB-ON-GRADE CONTROL JOINT FOR APPROVAL PRIOR TO CONCRETE PLACEMENT. IN BOTH DIRECTIONS. SUBMIT CONTROL JOINT LAYOUT PLAN TO ARCHITECT PROVIDE CONTROL JOINTS IN SLAB-ON-GRADE SPACED AT 10'-0" MAXIMUM 1 " TYPICAL STEP IN CONCRETE FOOTING SCALE: NO SCALE SIZE TO MATCH BOTTOM BARS 2 1'-0" 1 * 1' - 0 " 3' - 4 " MA X I M U M (TYPICAL LAP) 2'-0" 1 " VAPOR BARRIER COMPACTED GRAVEL BELOW JOINT CONCRETE SLAB-ON-GRADE WELDED WIRE REINFORCING CUT ALTERNATE WIRES COMPACTED GRAVEL VAPOR BARRIER TOOLED EDGE CONCRETE SLAB-ON-GRADE WELDED WIRE REINFORCING PREFORMED KEYED JOINT SCALE: NO SCALE TYPICAL COLUMN ISOLATION JOINT DETAIL SCALE: NO SCALE DISCONTINUOUS CONTROL JOINT (SEE PLAN) (SEE PLAN) CONTROL JOINT (2) #4 BARS (TYPICAL UNO) x 4'-0" LONG 2'-0" (TYPICAL) SLAB ON GRADE DEPRESSIONS DEPRESSIONS WITH ARCHITECTURAL SLAB PLAN. NOTE: COORDINATE SIZE & LOCATION OF SLAB SCALE: NO SCALE <T 1 T2 #4 BARS CONT. T1 T1 #4 @ 16" O.C. MIN. 1'-0"T1 T2 4" CONC. SLAB COMPACTED GRAVEL VAPOR BARRIER WELDED WIRE REINFORCING T1 4d 2 - 1 / 2 " M A X . d TYPICAL TYPICAL EXTERIOR DOOR PAD SCALE: NO SCALE 8" #4 CONT. BAR (T&B TYP.) 3' - 6 " M I N . (SEE ARCH. DWGS.) 1 1 CONC. SIDEWALK CONCRETE 1'-0" #4 CONT. BAR FOOTING CONCRETE SLAB-ON-GRADE BUILDING WALL (BEYOND) ELEV. FIN. GRADE (SEE ARCH./SITE DWGS.) CMU FOUNDATION WALL GROUT SOLID TO FIN. #4 DOWELS @ 24" O.C. DRILL AND EPOXY GROUT INTO FOUNDATION WALL, 16 14 9" MIN. EMBEDMENT GRADE DURING POUR OR INSERT PREMOULDED STRIP W/MASTIC SEALANT AT TOP SAW CUT, 1/8" x 3/4" DEEP CONTROL JOINT IN SLAB 1/2" ISOLATION JOINT COLUMN BASE PLATE PIER (BELOW) (BELOW) (ALL AROUND) SHEATHING WS-1 ALL WOOD SHEATHING SHALL CONFORM TO SPECIFICATIONS OF THE AMERICAN PLYWOOD ASSOCIATION (APA). WS-2 ALL 3/4" ROOF SHEATHING SHALL BE "APA RATED SHEATHING" WITH EDGE CLIPS, 48/24 SPAN RATING, EXPOSURE 1. WS-3 ALL WALL SHEATHING SHALL BE 7/16" OSB WALL SHEATHING OR 7/16" OSB "ZIP SYSTEM WALL SHEATHING" AS MANUFACTURED BY HUBER ENGINEERED WOODS, LLC . WS-4 ALL END JOINTS SHALL FALL AT STRUCTURAL SUPPORT POINTS AND SHALL BE STAGGERED BY APPROXIMATELY 1/2 PANEL LENGTHS. WS-5 ALL 3/4" ROOF SHEATHING PANELS SHALL BE FASTENED TO ALL SUPPORTS AT ROOF DIAPHRAGM BOUNDARIES AND AT ALL BLOCKED CONTINUOUS PANEL EDGES WITH 10D NAILS SPACED AT 4 INCHES ON CENTER, AND TO ALL OTHER SUPPORTS WITH 10D NAILS SPACED AT 6 INCHES ON CENTER. STAGGER NAILS WHERE TRUSSES HAVE DOUBLE TOP CHORDS. WS-6 ALL WALL SHEATHING PANELS SHALL BE FASTENED TO FRAMING MEMBERS WITH 8D X 2 1/2 INCH LONG NAILS AT 6 INCHES ON CENTER AT ALL PANEL EDGES, AND 12 INCHES ON CENTER AT INTERMEDIATE FRAMING MEMBERS. LOCATE VERTICAL JOINTS OVER STUDS. METAL DECK D-1 ALL STEEL ROOF DECK SHALL CONFORM TO THE "STEEL ROOF DECK SPECIFICATIONS AND LOAD TABLES" OF THE STEEL DECK INSTITUTE. D-2 ALL STEEL ROOF DECK SHALL BE 1-1/2", 20 GAGE GALVANIZED WIDE RIBBED ROOF DECK. D-3 STEEL ROOF DECK CONNECTIONS: FASTEN TO SUPPORTING STEEL AT ALL SUPPORTS WITH 5/8" DIAMETER ARC PUDDLE WELDS AT 6 INCHES ON CENTER. FASTEN ALL SIDE LAPS WITH 5/8" PUDDLE WELDS OR #12 TEK SCREWS AT THE 1/3 POINTS. D-4 DECK CONTRACTOR SHALL SUPPLY ALL END CLOSURES, AND MISCELLANEOUS TRANSITION PIECES AS REQUIRED AT ALL EDGES AND CHANGES IN RIB DIRECTION. D-5 DECK CONTRACTOR SHALL COORDINATE ALL DECK OPENINGS REQUIRED FOR OTHER TRADES AND SUPPLY FRAMING MEMBERS AS INDICATED ON THE PLANS OR TYPICAL DETAILS. MAPES CANOPIES MC-1 ALL HANGER ROD CANOPY ELEMENTS AND ASSOCIATED COMPONENTS INDICATED ON THE DRAWINGS SHALL BE "MAPES ARCHITECTURAL CANOPIES" AS MANUFACTURED BY MAPES CANOPIES, LLC. IN LINCOLN, NEBRASKA. MC-2 ALL HANGER ROD CANOPY ELEMENTS AND ASSOCIATED COMPONENTS SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE WITH THE MANUFACTURER SPECIFICATIONS. MC-3 ALL MAPES CANOPY FRAMING MEMBERS SHALL BE FINISHED WITH A KYNAR FINISH IN ACCORDANCE WITH ARCHITECTURAL DRAWINGS AND MANUFACTURER SPECIFICATIONS. MC-4 ALL CANOPIES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF OHIO. MISCELLANEOUS Z-1 VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO FABRICATION OF ANY STRUCTURAL COMPONENTS. IMMEDIATELY NOTIFY THE ENGINEER AND ARCHITECT OF ANY DISCREPANCIES FOUND DURING FIELD VERIFICATION. Z-2 ALL STRUCTURAL WORK SHALL CONFORM TO INFORMATION SHOWN ON THE STRUCTURAL DRAWINGS. HOWEVER, THE ARCHITECTURAL DRAWINGS SHALL GOVERN ALL DIMENSIONS. 41 1 0 S 3 0 1 . d w g MA R C H 3 , 2 0 1 5 4110 ISSUED FOR 50 % ISSUED FOR REDLINE REVIEW RECORD DRAWINGS ISSUED FOR PERMIT KICK OFF MEETING FINAL APPROVED PLAN ISSUED FOR BID GETGO, LLC. -- KAB 3550 THE BRIDGES CARMEL, INDIANA 03/03/15 02/25/15 03/03/15 -- 01/23/15 -- 03/03/15 TFB S301 3/3/15 LIGHT GAGE STEEL STUDS LS-1 ALL LIGHT GAGE STEEL FRAMING WORK SHALL MEET THE REQUIREMENTS OF THE "DESIGN OF COLD FORMED STRUCTURAL STEEL MEMBERS" OF THE AMERICAN IRON AND STEEL INSTITUTE, 2005 EDITION. LS-2 ALL (12, 14, AND 16 GAGE) STEEL STUDS SHALL BE GALVANIZED, AND SHALL BE FORMED FROM STEEL THAT MEETS THE REQUIREMENTS OF ASTM A 653, GRADE D, WITH A MINIMUM YIELD STRENGTH OF 50,000 PSI. LS-3 ALL (18 AND 20 GAGE) STEEL STUDS SHALL BE GALVANIZED, AND SHALL BE FORMED FROM STEEL THAT MEETS THE REQUIREMENTS OF ASTM A 653, GRADE A, WITH A MINIMUM YIELD STRENGTH OF 33,000 PSI. LS-4 ALL LIGHT GAGE STEEL STUDS SHALL BE CLARK DIETRICH 3-5/8" OR 6", 18 GAGE, 1-5/8" FLANGE WIDTH STUDS (362S162-43 OR 600S162-42) OR AN APPROVED EQUAL, SPACED AT 16" ON CENTER, AND SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: 3-5/8" STUDS: MOMENT OF INERTIA (Ix) . . . . . . . . . . . . . . . . . . . . . 0.710 in4 SECTION MODULUS (Sx) . . . . . . . . . . . . . . . . . . . . . 0.372 in3 RESISTING MOMENT . . . . . . . . . . . . . . . . . . . . . . . 7.34 in-kips 6" STUDS: MOMENT OF INERTIA (Ix) . . . . . . . . . . . . . . . . . . . . . 2.320 in4 SECTION MODULUS (Sx) . . . . . . . . . . . . . . . . . . . . . 0.767 in3 RESISTING MOMENT . . . . . . . . . . . . . . . . . . . . . . 16.70 in-kips LS-5 PROVIDE STUD BRIDGING IN COMPLIANCE WITH THE RECOMMENDATIONS OF THE MANUFACTURER, BUT DO NOT EXCEED 5'-0" VERTICAL SPACING BETWEEN ROWS OF BRIDGING. LS-6 PROVIDE DOUBLE STUDS ON BOTH SIDES OF ALL WALL OPENINGS EXCEEDING 24" IN WIDTH. LS-7 PROVIDE VERTICAL SLIDE CONNECTIONS AT THE TOP OF ALL METAL STUDS FRAMING TO THE BOTTOM FLANGE OF STRUCTURAL ROOF JOISTS AND BEAMS. LIGHT GAGE STEEL JOISTS LJ-1 ALL LIGHT GAGE STEEL FRAMING WORK SHALL MEET THE REQUIREMENTS OF THE "DESIGN OF COLD FORMED STRUCTURAL STEEL MEMBERS" OF THE AMERICAN IRON AND STEEL INSTITUTE, 2005 EDITION. LJ-2 ALL (12, 14, AND 16 GAGE) STEEL JOISTS SHALL BE GALVANIZED, AND SHALL BE FORMED FROM STEEL THAT MEETS THE REQUIREMENTS OF ASTM A 653, GRADE D, WITH A MINIMUM YIELD STRENGTH OF 50,000 PSI. LJ-3 ALL (18 AND 20 GAGE) STEEL JOISTS SHALL BE GALVANIZED, AND SHALL BE FORMED FROM STEEL THAT MEETS THE REQUIREMENTS OF ASTM A 653, GRADE A, WITH A MINIMUM YIELD STRENGTH OF 33,000 PSI. LJ-4 ALL LIGHT GAGE STEEL JOISTS SHALL BE CLARK DIETRICH 8", 16 GAGE, 1-5/8" FLANGE WIDTH STUDS (800S162-54) OR AN APPROVED EQUAL, AND SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: MOMENT OF INERTIA (Ix) . . . . . . . . . . . . . . . . . . . . . 5.600 in4 SECTION MODULUS (Sx) . . . . . . . . . . . . . . . . . . . . . 1.230 in3 RESISTING MOMENT . . . . . . . . . . . . . . . . . . . . . . 36.80 in-kips LJ-5 PROVIDE JOIST BRIDGING IN COMPLIANCE WITH THE RECOMMENDATIONS OF THE MANUFACTURER, BUT AS A MINIMUM, PROVIDE ON ROW OF BRIDGING AT CENTER SPAN.