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HomeMy WebLinkAboutS5.01 - STRUCTURAL - DETAILSSHEAR PLATE THICKNESS PER SCHED "A" SIZE & QUANTITY OF BOLTS PER SCHED "A" WASHERS PER (NOTE 2) BEAM PER PLAN TYPICAL SHEAR PLATE CONNECTION CL COL BEAM WHERE OCCURS PER PLAN COL CONTINUES AT SIM CAP PL TO MATCH COL WALL THICKNESS. CAP FLUSH W/ T/STL WT STEM OR KNIFE PL THICKNESS PER SCHED "A" ADDL INFORMATION PER TYP SHEAR PL CONN BEAM PER PLAN, TYP COL PER PLAN KNIFE PL REQD ALONG GIRDER LINE BEAM TO HSS OR PIPE COLUMN SHEAR PLATE INFORMATION PER TYPICAL SHEAR PLATE CONNECTION. TYP SHEAR PL CONN BEAM PER PLAN, TYP CL BEAM BEAM TO BEAM CONNECTION SHEAR PLATE INFORMATION PER TYPICAL SHEAR PLATE CONNECTION. CL COL & BEAM WT STEM THICKNESS PER SCHED "A", TYP USE KNIFE PL ALONG GIRDER LINE EDGE OF FLANGE SHALL BE FLUSH W/ F/COL OR OVERRUN AS REQD CUT FLANGE TO PROVIDE 1/4" MIN FLAT BEYOND TOE OF WELD TYPICAL SECTION AT INTERIOR COLUMN CL COL & BEAM OMIT AT CORNER TYPICAL SECTION AT CORNERS AND (3) SIDED CONDITIONS CL COL USE KNIFE PL ALONG GIRDER LINE TYP SHEAR PL CONN WHERE OCCURS CL COL & B E AM P E R P L A N A N G L E TYPICAL SECTION AT PIPE OR ROUND HSS COLUMN 1. PROVIDE EITHER STANDARD OR HORIZONTAL SHORT SLOTTED HOLES AS PERMITTED BY AISC J3.2 IN THE BEAM WEB AND/OR THE SHEAR PLATE. 2. WHERE SHORT-SLOTTED HOLES ARE USED, PROVIDE HARDENED WASHERS PER AISC J3.2. 3. CAPACITIES BASED ON AISC 13TH EDITION WITH ASTM A325-N BOLTS. 4. HORIZONTAL DISTANCE FROM SUPPORT FACE TO CENTERLINE OF BOLT GROUP SHALL BE AS SHOWN IN THE DETAILS, BUT SHALL NOT EXCEED 3 1/2" IN THE AS-BUILT CONDITION. SUPPORT FACE FOR TEE IS THE INSIDE FACE OF FLANGE. 5. VERTICAL EDGE DISTANCE FROM BOLT CENTERLINE TO EDGE OF STEEL SHALL BE 1 1/2" TYPICALLY, EXCEPT THAT 1 1/4" IS PERMITTED PER AISC TABLE J3.4 FOR 3/4" DIAMETER BOLTS WITHOUT ANY REDUCTION IN THE TABULATED CAPACITIES. 6. GAP BETWEEN BEAM END AND SUPPORT FACE SHALL BE 1/2" EXCEPT FOR "WT" CONNECTORS USED WITH HSS COLUMNS. WHERE "WT" ARE USED AS SHEAR TAB ELEMENTS, THE GAP BETWEEN FACE OF COLUMN AND END OF BEAM SHALL NOT EXCEED THE LESSER OF 1 1/2" OR THE "k" DISTANCE OF THE "WT" PLUS 1/4". 7. WELD SIZES SHALL BE THE LARGER OF THE SIZE (t), TABULATED IN SCHEDULE "A" OR MINIMUM SHOWN IN TABLE 1. 8. FIELD FILLET WELDS SHALL BE SIZED TO BE AT LEAST 1/8" LARGER THAN THE WELD SIZE SHOWN IN SCHEDULE "A", UNLESS PROPER FIT- UP IS VERIFIED BY A SPECIAL INSPECTOR PRIOR TO WELDING. 9. COPE DEPTHS (SINGLE AND DOUBLE) SHALL NOT EXCEED THE LESSER OF THOSE SHOWN IN SCHEDULE "A", NOR AS ALLOWED BY BOLT HOLE SPACING AND MINIMUM EDGE DISTANCE REQUIREMENTS. SINGLE COPE LENGTH SHALL NOT EXCEED 6 1/2". DOUBLE COPE LENGTHS SHALL NOT EXCEED THAT REQUIRED TO ACCOMMODATE GIRDER FLANGE + 1/2" MAX GAP BETWEEN FLANGES. 10. UNCOPED CAPACITIES OF WT CONNECTIONS ARE VALID WITH MINIMUM NOMINAL HSS COLUMN WALL TABULATED THICKNESS. THE EFFECTIVE THROAT OF FLARE BEVEL GROOVE WELDS IS BASED ON OUTSIDE RADIUS OF HSS, AND IS TAKEN AS 5/8 TIMES THE HSS WALL THICKNESS BASED ON AWS D1.1, TABLE 2.1. WHEN 3/4" A325-N BOLTS ARE USED, A 3/16" HSS COLUMN WALL THICKNESS IS PERMITTED WITH A 20% REDUCTION OF THE WT CONNECTION CAPACITY. 11. NR = NOT RECOMMENDED. DOUBLE COPES FOR THESE BEAMS ARE RESTRICTED BY CONNECTION GEOMETRY AND/OR LARGE REDUCTIONS IN SHEAR CAPACITY. DOUBLE COPES ARE POSSIBLE, BUT CAPACITIES MUST BE CALCULATED FOR SPECIFIC BEAM AND GIRDER GEOMETRIES AND MUST BE DETAILED SEPARATELY. BOLTED SINGLE ROW SHEAR PLATE CONNECTION NOTES: C8,C9,C10 W8 W10 C12,C15 W12 W14 W16 W18 W21 W24 W27 W30 W33 W36 2 2 2 3 3 3 4 5 6 7 8 8 9 10 1/4" 1/4" 1/4" 1/4" 1/4" 5/16" 5/16" 5/16" 3/8" 3/8" 3/8" 7/16" 7/16" 7/16" 1/4" 1/4" 1/4" 1/4" 1/4" 1/4" 1/4" 5/16" 5/16" 5/16" 3/8" 3/8" 3/8" 3/8" 3/16" 3/16" 3/16" 3/16" 3/16" 1/4" 1/4" 1/4" 5/16" 5/16" 5/16" 5/16" 5/16" 5/16" 1 1/4" 1 1/4" 2 1/2" 2" 2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" NR (11) NR (11) 1 1/4" 1 1/4" 1 1/4" 1 1/2" 1 1/2" 1 1/2" 1 1/2" 1 1/2" NR (11) NR (11) NR (11) NR (11) 13.2 13.2 13.2 25.6 25.6 27.8 42.4 53.0 63.6 74.2 84.8 84.8 95.4 103.2 7.6 7.6 11.0 17.5 18.3 EQUAL TO UNCOPED CAPACITY EQUAL TO UNCOPED CAPACITY NR (11) NR (11) NR (11) NR (11) NR (11) NR (11) 11.0 17.5 18.3 23.9 36.6 DOUBLE SINGLE COPED UNCOPED CONNECTION CAPACITY - ASD (3) (KIPS) MAX DOUBLE COPE DEPTH (9) MAX SINGLE COPE DEPTH (9) WELD SIZE t(7) MIN HSS COLUMN WALL THICKNESS(10) MIN SHEAR PLATE OR WT STEM THICKNESS "N" BOLTS REQUIRED (1) BEAM SIZE 3/4"Ø - A325-N SINGLE ROW BEAM Fy=50KSI - CONNECTION PLATE Fy=36KSI BOLTED SINGLE SHEAR PLATE CONNECTION - SCHEDULE "A" TABLE 1 MINIMUM WELD SIZE TABLE PLATE OR FLANGE THICKNESS (T) * MINIMUM FILLET SIZE T < 1/2" 3/16" 1/4" 5/16" 1/2" < T < 3/4" 3/4" < T *MINIMUM WELD SIZE TO BE BASED ON THICKNESS OF THE THICKER PART. t t tSCHED "A" TYP (NOTE 10) SCHED 'A' (NOTE 7) FIELD WELDS (NOTE 8) 2 1/2" AT KNIFE PL, TYP 3 1/2" AT WT, TYP (NOTE 4) CL C O L & G I R D E R S C H E D "A " "N " B O L T S @ 3 " O C P E R F/SUPPORT (EMBED PL, BEAM WEB, COL FLANGE OR RETROFIT PL) CL C O L & G I R D E R CL C O L & G I R D E R BOLT Ø 2x (N O T E 5 ) 1 1 / 2 " T Y P SC H E D " A " , T Y P MA X C O P E D E P T H PE R ( N O T E 9 ) & 3 1/2" MAX (NOTE 4) 2 1/2" MIN T/STL PER PLAN T/STL PER PLAN T/STL PER PLAN "t" PER SCHED "A" TYP t+1/16" t+1/16" "t" PER SCHED "A" TYP t+1/16" t+1/16" (NOTE 6) 1/2" GAP TYP PER (NOTE 9), TYP MAX COPE LENGTH SECTION NOTE: ADDITIONAL INFORMATION PER TYPICAL SECTION. CL C O L CL COL TYP COL PER PLAN BEAM TO COL CONN PER , TYP BEAM PER PLAN, TYP L3x3x1/4 SLAB SUPPORT TYP AT ALL SIDES OF COL WHERE DECK SUPPORT INTERRUPTED DECK SPAN DIRECTION 1. SLAB SUPPORT ANGLES REQUIRED AT ALL COLUMN LOCATIONS WHERE THERE IS NO BEAM OR OTHER SUPPORT FOR DECK AT PENETRATION. 2. IN ADDITION TO PERMANENT SLAB SUPPORT ANGLES, THE CONTRACTOR SHALL PROVIDE END CLOSURES AND MISCELLANEOUS DECK SUPPORTS AT OTHER LOCATIONS. NOTES: 5/S5.01 (4) 3/4"Ø BOLTS AT BEAM GAGE STIFF PL3/8 EA SIDE PER NOTES 1, TYP CL COL & STIFF PL BEAM PER PLAN, TYP COL PER PLAN, TYP BRG PL TO MATCH FLANGE NOMINAL THICKNESS LESS 1/8", 1/2" MIN THICKNESS, BRG PL WIDTH PER NOTE 2, TYP "F" "F" PER TABLE 1, TYP WHERE BEAM CONTINUOUS WHERE BEAM ENDS BEAM OVER COLUMN NOTES: 1. CHAMFER CORNERS AS REQUIRED AT BEAM "K" REGION. 2. BEARING PLATE WIDTH = [BEAM WIDTH OR IF COLUMN IS WIDER THAN BEAM, COLUMN WIDTH +1"] MINIMUM. BEAM BELOW COLUMN WHERE BEAM CONTINUOUS WHERE BEAM ENDS 3/16 3/16 TYP BEAM PER PLAN, TYP "F" "F" PER TABLE 1, TYP 3/16 3/16 (2) 3/4"Ø BOLTS AT BEAM GAGE (4) 3/4"Ø BOLTS AT BEAM GAGE, TYP STIFF PL3/8 EA SIDE PER NOTES 1, TYP COL PER PLAN, TYP 1 1/2" 3" TYP 1 1/2" CL COL & STIFF PL CL COL & STIFF PL CL COL & STIFF PL 1 1/2" TYP 1 1/2" 1 1/2" BRG PL TO MATCH FLANGE NOMINAL THICKNESS LESS 1/8", 1/2" MIN THICKNESS, BRG PL WIDTH PER NOTE 2, TYP TABLE 1 BRG/BASE PLATE THICKNESS 3/8" , 1/2" 5/8" , 3/4" > = 7/8" "F" FILLET SIZE 3/16" 1/4" 5/16" 1 1 / 2 " 1 1 / 2 " 1 1/2" 1/2" TYP 1 1/2" 1 1 / 2 " TYP 1 1/2" 1 1 / 2 " T/STL PER PLAN T/STL PER PLAN T/STL PER PLAN T/STL PER PLAN BEAM PER PLAN END CLOSURE PER DECK SUPPLIER CONT BENT PL1/4 OR EQUIVALENT ANGLE TO MATCH SLAB THICKNESS W/ 1/2"Ø x 4" WHS @ 18"OC #4 CONT AT EDGE CONC OVER METAL DECK & REINF PER PLAN 3/16 2-12 PER PLAN DECK PERPENDICULAR TO EDGE BEAM BEAM PER PLAN CONT BENT PL1/4 OR EQUIVALENT ANGLE TO MATCH SLAB THICKNESS W/ 1/2"Ø x 4" WHS @ 18"OC #4 CONT AT EDGE CONC OVER METAL DECK & REINF PER PLAN 3/16 2-12 PER PLAN DECK PARALLEL TO EDGE BEAM BEAM PER PLAN ON PLAN 6" UNO EQ EQ CL BEAM ON PLAN 6" UNO EQ EQ CL BEAM MIN 2" MIN 2" BRG MIN 2" BRG MIN 2" BRG T/STL PER PLAN T/STL PER PLAN DECK PERPENDICULAR TO EDGE BEAM C L R 1" BEAM PER PLAN CONT BENT PL3/8, TYP CL BEAM 3/16 3-12 #4 DOWELS x 36 @ 24" OC (WELDABLE GRADE) CONC OVER METAL DECK & REINF PER PLAN PER PLAN MIN 3" (0'-6" TO 2'-0") PER PLAN MIN 2" BRG T/STL PER PLAN ©Copyright D'Amato Conversano Inc. 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REVISIONS: KEYMAP: HELENA 920 Front Street | Suite 101 Helena | MT | 59601 P| 406/442.4933 www.architects-sma.com ARCHITECT SEAL: PROJECT: PROJECT LOCATION: PREPARED FOR: CONSULTANT: PROJECT NUMBER: DRAWN BY: CHECKED BY: TEAM: PHASE: DATE: PROJECT NUMBER: Plo t D a t e : BOZEMAN 109 East Oak Street | Suite 2E Bozeman | MT | 59715 P| 406/219.2216 www.architects-sma.com LOGO: C:\Users\jlovgren\Desktop\Local Revit\STRUCT_20151-0023_Gibson Guitar_R20 JAL.rvt 12 / 8 / 2 0 2 0 1 1 : 2 5 : 5 3 A M S5.01 1620 10/9/2020 STRUCTURAL -DETAILS JGM JAL GIBSON ACOUSTIC 1620 1894 ORVILLE WAY BOZEMAN, MT 59715 PERMIT SET -SHELL PACKAGE SCALE: 1" = 1'-0" 5 SINGLE SHEAR PLATE (SINGLE ROW) CONNECTIONS (05201) SCALE: 1" = 1'-0" 4 PLAN - TYPICAL DECK SUPPORT AT INTERIOR COLUMN (05109) SCALE: 1" = 1'-0" 9 BEAM TO HSS COLUMN CONNECTIONS (05050) SCALE: 1" = 1'-0" 11 TYPICAL SLAB EDGE AT STEEL BEAM (05104) SCALE: 1" = 1'-0" 8 TYPICAL PERIMETER SLAB EDGE (UNSHORED EDGE FORM) (05107A) NO. DATE REVISION DESCRIPTION