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HomeMy WebLinkAboutS403-TYPICAL-DETAILS-Rev.036" COVER 36/4 PATTERN w/ SIDELAP FASTENERS @ 36" OC MAX. NOTE: 1. 2", 20 GA. GALVANIZED COMPOSITE STEEL FLOOR DECK w/ 3" NORMAL WEIGHT CONCRETE SLAB w/ 6x6-W1.4xW1.4 WWF, TOTAL 't' = 5". 2. F 3. BUTT ENDS OF DECK OVER SUPPORT. 4. USE #10 TEK SCREW SIDELAP FASTENERS, U.N.O. 5. REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION. 6. REF. SLAB TYPE ON THE FRAMING PLANS. 7. MAXIMUM UNSHORED CLEAR SPANS SHALL NOT EXCEED THE FOLLOWING: SINGLE SPAN: 7'-9" DOUBLE SPAN: 9'-10" TRIPLE SPAN: 10'-2" SPANS SHOWN ARE BASED ON VULCRAFT 2" VLI 20 GA. DECK. THE CONTRACTOR MUST CONFIRM THAT ALTERNATE DECK PRODUCTS MEET OR EXCEED THE SPANS SHOWN. CONTRACTOR SHALL SHORE ALL SPANS EXCEEDING THE LIMITS ABOVE UNTIL CONCRETE HAS ACHIEVED ITS SPECIFIED 28-DAY COMPRESSIVE STRENGTH. WELD DECK TO SUPPORTING STRUCTURE USING 3/4" DIAMETER WELDS. MECHANICAL FASTENERS MAY BE USED IN LIEU OF WELDS; SUBMIT PROPOSED FASTENERS & TECHNICAL DATA FOR REVIEW. COMPOSITE SHEAR CONNECTORS MAY TAKE THE PLACE OF WELDS AT COMPOSITE BEAMS.t = 5"36" COVER 36/7 PATTERN w/ SIDELAP FASTENERS @ 18" O.C. MAX. TYPICAL U.N.O. SUBMIT PROPOSED FASTENERS & TECHNICAL DATA FOR REVIEW. USE X-HSN 24 FOR OPEN-WEB STEEL JOISTS & STRUCTURAL STEEL 1/8" ≤'t' ≤3/8" USE THE FOLLOWING HILTI POWDER ACTUATED FASTENERS: NOTE: 1½", 20 GA. GALVANIZED & PRIME-PAINTED WIDE RIB STEEL ROOF DECK.1. USE #10 TEK SCREW SIDELAP FASTENERS, U.N.O.3. REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION.5. MECHANICAL FASTENERS SHALL BE USED IN LIEU OF WELDS.2. USE X-ENP-19 L15 FOR STRUCTURAL STEEL & HEAVY OPEN-WEB JOISTS 't' ≥1/4" ACCEPTABLE ALTERNATE: PNEUTEK AIR/SAFE FASTENING SYSTEM. R4. REF. DECK TYPE ON THE FRAMING PLANS. 1. 3. 2. NOTES:PROVIDE ANGLE FRAME AS SHOWN FOR ALL ROOF OPENINGS IN 1 1/2 WIDE-RIB DECK WITH MAXIMUM DIMENSION EXCEEDING 1'-0". COORDINATE LOCATION OF ROOF OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. USE: L4 x 4 x 1/4 TYPICAL. MAINTAIN COPE OF VERTICAL LEG WITHIN 1" OF EDGE OF JOIST CHORD OR BEAM FLANGE COORD. W/ MECH. L4x4x1/4 FRAME COORD. W/ MECH. ROOF OPENING 1 1/2" WIDE RIB ROOF DECK SEE PLAN FOR SPACINGL4x4x1/4 FRAME ROOF OPENING- COORD. SIZE W/ MECH. CONTR. STEEL JOIST OR BEAM-SIZE & SPACING PER PLAN STEEL JOIST OR BEAM-SIZE PER PLAN STEEL JOIST OR BEAM-SIZE PER PLAN 1" ANGLES TO BEAR A MIN. OF 3" ON JOIST TOP CHORD OR BEAM TOP FLANGE GALV. 16 GA. COVER PLATE FOR OPENINGS GREATER THAN 6" & LESS THAN 12" (SQUARE OR ROUND) NOTE: HOLES LESS THAN 6" IN WIDTH (ONE RIB REMOVED) DO NOT REQUIRE REINFORCEMENT. REF. TYPICAL ROOF OPENING FRAME DETAIL FOR OPENINGS w/ MAX. DIMENSION EXCEEDING 12" #8 TEK SCREWS - FASTEN TO EACH RIB NOTE: PROVIDE SIMILAR COVER PLATE DETAIL COVER PLATE DETAIL FOR SINGLE DAMAGED RIB -CONSULT ENGINEER FOR DIRECTION WHERE MORE THAN ONE ADJ. RIB IS DAMAGED STEEL ROOF DECK PER PLAN SECTION PLAN WIDE FLANGE STEEL BEAMSIZE PER PLANGREATER THAN 12" L7x4x3/8 x 0'-8 W/ MIN. 3" BRG. ON STEEL BEAM OR GIRDER COORD. W/ M.C. 1/4" x 8" x CONT. PL POUR STOP STEEL BEAM- SIZE PER PLAN COORD. W/ M.C. SEE PLAN FOR SPACING C6x8.2 FRAME FLOOR OPENING NOTE: C6 FRAME ONLY REQUIRED FOR OPENINGS OVER 12" WIDE PERPENDICULAR TO DECK SPAN #4 x 1'-6" IN SLAB @ EACH CORNER OF OPNG. FOR CRACK CONTROL FLOOR OPENING- COORD. SIZE w/ GENERAL CONTR. CLIP L7x4x3/8 x 0'-8" TYPICAL C6x8.2 FRAME2'-0"MIN.12"MAX.NOTE: IF THE OPENING IS POST- INSTALLED AFTER THE SLAB IS POURED, THE CLIP ANGLES MAY BE OMITTED AND THE CHANNLES MAY BE CONNECTED DIRECTLY TO THE BEAM WEB.WIDE FLANGE STEEL BEAMSIZE PER PLAN12"MAX.2'-0"MIN.DETAIL A - BEAMS NOMINALLY SAME DEPTH DETAIL B - BEAMS OF DIFFERENT DEPTH + ¾" RETURNS AT END 5/16 3 + ¾" RETURNS AT END FURNISH SHIM PL's AS REQ'D FOR BEAM 'd' DIFFERENTIAL NOTES: 1. SHEAR CONNS. SIMILAR TO 'FRAMED BEAM CONNECTIONS' w/ EXCEPTION THAT HS BOLTS TO BE PRETENSIONED USING TENSION-CONTROL BOTLS IN STD HOLES. 2. FLANGE PL's & WELDS AS REQ'D TO DEVELOP DESIGN MOMENT CAPACITY. DESIGN TOP PL NARROWER & BOTTOM PL WIDER THAN BEAM FLANGES TO FACILITATE WELDING. NOTES: 1. SHEAR CONNS. SIMILAR TO 'FRAMED BEAM CONNECTIONS' w/ EXCEPTION THAT HS BOLTS TO BE PRETENSIONED USING TENSION-CONTROL BOTLS IN STD HOLES. 2. FLANGE PL's & WELDS AS REQ'D TO DEVELOP DESIGN MOMENT CAPACITY. DESIGN TOP PL NARROWER THAN BEAM FLANGE TO FACILITATE WELDING. + ¾" RETURNS AT END 5/16 3 + ¾" RETURNS AT END CJP C L 'D''D'/2 MINWF STEEL GIRDER PER PLAN BOLTS 3" MAX TYP 3 SIDES FOR SHOP- WELDED ALTERNATE STEEL BEAM PER PLAN DOUBLE ANGLE CONN. w/ HS BOLTS IN SNUG-TIGHTENED JOINT (U.N.O.) w/ STD OR HORIZ. SHORT-SLOTTED HOLES NOTE: DESIGN CONNECTION TO DEVELOP 100% OF BEAM REACTION. C L 'D'WF STEEL GIRDER PER PLAN BOLTS STEEL BEAM PER PLAN SINGLE SHEAR PL (⅜" MIN) w/ HS BOLTS IN SNUG-TIGHTENED JOINT w/ HORIZ. SHORT-SLOTTED HOLES NOTE: DESIGN CONNECTION TO DEVELOP 100% OF BEAM REACTION. 3" MAX'D'/2 MINC L C L C L C L BOLTS BOLTS COLUMN COLUMN 3" MAX3" MAXHSS STEEL COLUMN PER PLAN WEB OF STEEL BEAM PER PLAN SINGLE SHEAR PL (⅜" MIN) w/ HS BOLTS IN SNUG-TIGHTENED JOINT (U.N.O.) w/ HORIZ. SHORT- SLOTTED HOLES NOTES: 1. DESIGN CONNECTION TO DEVELOP 100% OF BEAM REACTION. 2. PROVIDE SHEAR PL AT LEAST ONE HALF THE DEPTH OF THE FRAMED BEAM. COMPOSITE BEAM PER PLAN 3/4" DIA. PUDDLE WELD WHERE NO STUD IS REQUIRED FOR A DECK CONNECTION AT 12" O.C. MAX. 1. THE MIN. NUMBER OF STUDS FOR EACH BEAM IS SHOWN ON THE FRAMING PLAN. 2. SPACE STUDS AS EVENLY AS POSSIBLE IN AVAILABLE DECK FLUTES. WHERE STUD SPACING EXCEEDS THE MAX. SPACING ALLOWED, PROVIDE ADDITIONAL STUDS TO SATISFY THE SPACING REQUIREMENTS. 3. WHERE THE NUMBER OF STUDS EXCEEDS THE NUMBER OF FLUTES, PROVIDE TWO STUDS IN EVERY OTHER FLUTE, STARTING AT EACH END OF THE BEAM. THE TRANSVERSE SPACING BETWEEN TWO STUDS IN A SINGLE FLUTE SHALL BE 3", UNLESS NOTED OTHERWISE. 4. PLACE ANY NATURAL BEAM CAMBER UP. CENTER COMPOSITE STUDS ON THE BEAM UNLESS OTHERWISE REQUIRED (SEE NOTE #3 BELOW) MAX. 3' - 0" O.C. #4 x 6'-0" LONG CENTERED OVER INTERIOR GIRDER AT 18" O.C. PROVIDE SLAB BOLSTERS OR CHAIRS FOR SUPPORT OF REBAR SEE NOTE BELOW 1" CL.3/4" CL.GIRDER DECK CLOSURE AS REQUIRED NOTE: SLAB THICKNESS VARIES PROVIDE 3" SUPPORTS FOR 6 1/2" 't' SLAB PROVIDE 1 1/2" SUPPORTS FOR 5" 't' SLAB PROVIDE 1 1/2" SUPPORTS FOR 5 1/4" 't' SLAB C L 6. WHERE COLUMN CONTINUES ABOVE BEAM, BASE PL ABOVE TO BE SIM. TO CAP PL BELOW. CAP PL w/ (4) HS TC BOLTS IN STD HOLES STEEL BEAM PER PLAN FULL DEPTH STIFF PL⅜'d' BEAMCOLUMN 'h' COLUMN 'b' 'bf' BEAM NOTES: CAP PL 't' ≥LARGER OF COL. OR BEAM FLANGE/WALL THICKNESS, WITH MIN. 't' = 1".1. MIN. CAP PL LENGTH = COL. DEPTH + 6" UNLESS LONGER PL REQ'D FOR BEARING/CRIPPLING OR BOLT CLEARANCES. 2. MIN. CAP PL WIDTH = COL. WIDTH + 1" OR AS REQ'D FOR BOLT GA. + 3"3. WHERE COLUMN DEPTH IS LESS THAN 8", REPLACE STIFFENER PLATES SHOWN WITH (1) STIFF. PL EA SIDE CENTERED ON COLUMN. PLATE MAY DOUBLE AS SHEAR PL WHERE SUPPORT OF A PERPENDICULAR BEAM IS REQUIRED. 4. WHERE COLUMN DEPTH IS LESS THAN 8", REPLACE STIFFENER PLATES SHOWN WITH (1) STIFF. PL EA SIDE CENTERED ON COLUMN. PLATE MAY DOUBLE AS SHEAR PL WHERE SUPPORT OF A PERPENDICULAR BEAM IS REQUIRED. 5. C L NOTE: PROVIDE FULL DEPTH STIFFENERS WHERE COLUMN CONTINUES ABOVE CANT'D BEAM 1"STEEL BEAM PER PLAN (4) 3/4" DIA. A325 BOLTS 1/2" WEB STIFFENER EACH SIDE OF WEB 1" COLUMN BASE PLATE STUB COLUMN PER PLAN NOTE:ASSUME THAT ALL BENT PLATE SLAB EDGES SHALL BE FIELD WELDED AFTER ADJUSTMENT TO MAINTAIN TOLERANCES AND REQ'D. CLEARANCES. SLAB CLOSURES FOR SHORT MEMBERS, OR FOR SLAB EDGES WHERE TOLERANCES ARE NOT CRITICAL MAY BE SHOP-WELDED PENDING APPROVAL OF THE ENGINEER. THE FABRICATOR & ERECTOR SHALL COORDINATE ALL FIELD WELDING VS. SHOP WELDING AT THE TIME OF BIDDING. LACK OF FIELD WELD SYMBOLS ON SPECIFIC SECTIONS DOES NOT RELIEVE THE FABRICATOR/ ERECTOR FROM THE RESPONSIBILITY TO MAINTAIN TOLERANCES. NOTE: SE = SLAB EDGE PER PLAN STEEL BEAM PER PLAN 1/2" DIA. x 8" LONG HEADED ANCHOR STUDS AT 12" O.C. #4 x 3'-6" LONG AT 12" O.C. w/ 180° STD. HOOK1" CL.CONT. BENT PL 1/4" 1/4" STIFFENER PL @ 48" O.C. SE 12" SLAB DEPTH CONT. BENT PL 1/4" SLAB DEPTH SE 6" TO 12" CONT. BENT PL 1/4" SLAB DEPTH SE 6"1" CL. STEEL BEAM PER PLAN STEEL BEAM PER PLAN NOTE: DETAIL SIMILAR FOR DECK PARALLEL TO BEAM NOTE: DETAIL SIMILAR FOR DECK PARALLEL TO BEAM OVERLAP PER ADJ. NOTE 'X' NOTE:HOLD HORIZONTAL LEG OF BENT PLATE CLOSURE 1" LESS THAN SLAB EDGE WHILE MAINTAINING 2" MIN. OVERLAP TO ACCOMODATE FIELD-INSTALLED COMPOSITE SHEAR STUDS. WHERE BEAM FLANGE WIDTH IS LESS THAN 6", OVERLAP MAY BE REDUCED TO 1" MIN. 'X' 'X' 1/2" DIA. x 8" LONG HEADED ANCHOR STUDS AT 18" O.C. #4 x 3'-6" LONG AT 18" O.C. w/ 180° STD. HOOK NOTE: DETAIL SIMILAR FOR DECK PARALLEL TO BEAM NOTE: INCREASE 't' OF BENT PL TO 3/8" AT ALL SLAB EDGES SUPPORTING HANDRAIL OR MASONRY. PROVIDE 1/2" DIA. H.A.S. @ 12" O.C. w/ #4 HOOKED REBAR, REGARDLESS OF S.E. DIMENSION C L C L STEEL COLUMN PER PLAN OR SCHEDULE w/ CAP PL 3/4 x COL. SIZE M STEEL BEAM PER PLAN STEEL BEAM PER PLAN T/B PER PLAN STEEL BEAM PER PLAN STEEL BEAM PER PLAN T/B PER PLAN STEEL BEAM PER PLAN STEEL BEAM PER PLAN PROVIDE MOMENT CONNECTION WHERE REFERENCED ON PLAN NOTE: BEAM OR JOIST FRAMING INTO WEB OF COLUMN NOT SHOWN FOR CLARITY STEEL COLUMN PER PLAN OR SCHEDULE STEEL COLUMN PER PLAN OR SCHEDULE SHEAR CONNECTION- REF. NOTES ON S001 BOT. L8x4x3/4 x COLUMN SIZE + 1" w/ (4) 3/4" DIA. A325 FULLY- TENSIONED (F.T.) BOLTS 5/16 SHEAR CONNECTION- REF. NOTES ON S001 BOT. L8x4x3/4 x COLUMN SIZE + 1" w/ (4) 3/4" DIA. A325 FULLY- TENSIONED (F.T.) BOLTS 5/16 TEST/ INSPECT TEST/ INSPECT TEST/ INSPECT TOP L8x4x3/4 x COLUMN SIZE + 1" w/ (4) 3/4" DIA. A325 FULLY- TENSIONED (F.T.) BOLTS STEEL EMBED PLATE SCHEDULE BEAM DEPTH AND/OR SIZE SEE NOTE (3) SEE NOTE (4) NOTES: NO. ROWS OF BOLTS WELD 'A' SIZE ANGLE SIZE SEE NOTE (3) ANGLE LENGTH EMBED PLATE CAPACITY (KIPS)'H' W8, W10 W12, W14 2 5/16" 'T'NO. OF STUDS N/A N/A N/A N/A 6" 5/8" 2 N/A 5/16" 3 DBL. L4x3x3/8 DBL. L4x3x3/8 5 1/2" 8 1/2" 9" 13" 5/8" 3/4" 4 6 18.3 40.3 1. PLATE AND ANGLE MATERIAL TO BE ASTM A36. 2. HEADED ANCHOR STUDS TO BE AUTOMATICALLY END- WELDED HEADED STUDS MEETING THE REQUIREMENTS OF ASTM A108, AWS D1.1, AND MANUFACTURER'S PRINTED INSTRUCTIONS. 3. REFERENCE THE FRAMING PLAN(S) FOR INDICATED BEAM REACTIONS. SHOULD INDICATED BEAM REACTIONS EXCEED THE TABULATED CAPACITIES, FABRICATOR SHALL PROVIDE THE CONNECTION DETAIL. 4. TWO-STUD EMBED PLATES ARE TO BE USED FOR ALL MISC. ANGLE AND CHANNEL ATTACHMENTS, U.N.O. 1' - 0" 2" 8" 2"3/4" DIA. x 6" LONG H.A.S.'s 'H'2 1/2"4" 4" 2 1/2" MULTIPLES OF 4" SEE TABLE FACE OF CONCRETE WALL, PIER OR COLUMN 3/4" DIA. A325-N BOLTS & DBL. L4x3x3/8 FULL LENGTH + 1" RETURN TOP & BOTTOM, TYP.'A'3" 3"'L' 1 3/4"W16, W18 5/16" 4 DBL. L4x3x3/8 11 1/2" 17" 3/4" 8 58.4 W21 5/16" 5 DBL. L4x3x3/8 14 1/2" 21" 3/4" 10 91.5 W24, W27 5/16" 7 DBL. L4x3x3/8 20 1/2" 29" 3/4" 14 125.0 DRAWING TITLE: CERTIFIED BY: DRAWING NUMBER PROJECT NUMBER REVISIONS: SCOPE DRAWINGS:PROJECT: These drawings indicate the general scope of the project in terms of architectural design concept, the dimensions of the building, the major architectural elements and the type of structural, mechanical and electrical systems. The drawings do not necessarily indicate or describe all work required for full performance and completion of the requirements of the Contract. On the basis of the general scope indicated or described, the trade contractors shall furnish all items required for the proper execution and completion of the work. ISSUE DATE DRAWN BY CHECKED BY © 2018 CSO Architects, Inc. All Rights ReservedPARISH LIFE CENTER PROJECTOUR LADY OF MT. CARMEL14598 OAK RIDGE RD, CARMEL, IN 4603209/17/21 JRO MDL 19038 S403 TYPICAL DETAILSCATHOLIC CHURCH3/4" = 1'-0"1 2" COMPOSITE STEEL DECK/SLAB 3/4" = 1'-0"2 1½" WIDE RIB STEEL ROOF DECK 3/4" = 1'-0" 3 Roof Opening Frame 1 1/2" Deck 3/4" = 1'-0"4 Small Roof Opening Detail 3/4" = 1'-0"5 FLOOR OPENING FRAME 3/4" = 1'-0"6 TYPICAL BEAM-TO-BEAM MOMENT CONNECTIONS 3/4" = 1'-0" 7 TYP. FRAMED BEAM CONNECTION 3/4" = 1'-0" 8 ALT. FRAMED BEAM CONNECTION 3/4" = 1'-0"9 TYP. FRAMED BEAM TO HSS COL. CONNECTION - HSS FACE < 8" 3/4" = 1'-0"12 Composite Girder Detail1 3/4" = 1'-0"13 Interior Composite Girder Detail 2" Composite Deck 3/4" = 1'-0"14 CONTIN. BEAM OVER TOP OF COLUMN 3/4" = 1'-0"15 STUB COLUMN ON BEAM DETAIL 3/4" = 1'-0" 10 TYPICAL SLAB EDGE DETAILS 3/4" = 1'-0"11 Beam to HSS Column Moment Connections NOTE ALL INFORMATION ON THIS DRAWING IS PROVIDED FOR BIDDING OF ALL STRUCTURAL ELEMENTS EXCEPT STRUCTURAL STEEL AND METAL DECK. ANY INFORMATION SHOWN RELATING TO CONSTRUCTION NOT RELATED TO THIS PACKAGE (I.E. STRUCTURAL STEEL AND METAL DECK) IS SHOWN FOR CONTEXT ONLY AND HAS BEEN COVERED IN A PREVIOUS DRAWING RELEASE. 12/13/21