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HomeMy WebLinkAbout05120 -Steel Calculations-reviewed by ME 2020-01-22 MAGGIORE CONSTRUCTION CORP. 13 Wheeling Avenue, Woburn, MA 01801 Phone 781.935.6100 FAX 781.933.8044 SUBMITTAL ACTION SHEET Oxoboxo Lofts 40 Pink Row Uncasville, CT General Contractor:Architect: Maggiore Construction Corp.Paul B Bailey Architects 13 Wheeling Ave.110 Audubon Street Woburn, MA 01801 New Haven, CT 06510 Job No.: 1529 Job No.: 16-063 Prepared By:Maggiore Construction Corp. Form of Submittal: Samples Cut Sheets Schedule Shop Drawings Other Description:Structural steel calculations Manufacturer:QSR Steel Corp. Other/Notes:W Shapes Shapes & Plates Square Tubes Round Tubes Connection bolts Weld Electrodes Pipes Received By MCC:1/13/2020 Received By Owner: Spec. section: 05120 Reviewed:Comments: Approved Approved as Noted Rejected Revise and Re-submit Compliance Equal Submitted For Approval By: Gifford Perry - Senior Project Manager Approved By: Date:1/13/2020 Date: OXOBOXO LOFTS UNCASVILLE, CT STRUCTURAL CALCULATIONS PREPARED FOR QSR STEEL CORPORATION BY REXCONN D E S I G N STRUCTURAL ENGINEERING RXCD JOB NO. 20200002 01/10/2020 REXCONN D E S I G N STRUCTURAL ENGINEERING CHECKED BY DATE DESCRIPTION PURPOSE: DESIGN SHEAR CONNECTIONS PER SPECIFICATION REQUIREMENTS. COMPONENTS AND CONNECTIONS THAT ARE CALLED OUT ON STRUCTURAL DRAWINGS ARE NOT DESIGNED BY RXCD. MATERIALS: STRUCTURAL STEEL: W SHAPES – ASTM A992 (FY=50ksi) SHAPES & PLATES - ASTM A36 (FY=36 ksi) SQUARE TUBES – ASTM A500B ROUND TUBES – ASTM A500B CONNECTION BOLTS - ASTM A325N (UNO) WELD ELECTRODES - E70XX PIPES – A53 - Fy=35 ksi CODES, SPECS, REFERENCES, ETC.: BUILDING CODE- PER LOCAL MUNICIPALITY STEEL DESIGN – AISC-ASD 14th EDITION STRUCTURAL LOADS: SHEAR: REACTIONS FRAMING PLAN NOTES NO. 20200002 OF CR DATE 01/10/2020 JOB OXOBOXO LOFTS SHEET NO. 1 CALCULATED BY CG Mark Size Span [ft]# LEFT Type Shear[k]Cap[k]Conn Status RIGHT StatusConnCap[k]Shear[k]Type SUMMARY SHEAR Structural Engineering D e s i g nRexConn 1/10/2020 SUMMARY 20200002 CG 1 Oxoboxo Lofts DATE OF NO. CALCULATED BY SHEET NO. JOB 6B6 W10X39 10.001 NC 15.00 BRG 16 OK NC 15.00 D2 25.97 OK 6B7 W8X15 10.001 NC 15.00 S2 17.99 OK NC 15.00 S2 17.99 OK 8B1 W8X10 10.001 NC 5.00 Q2S 18.16 OK NC 5.00 Q2S 18.16 OK 8B2 W8X10 10.001 NC 5.00 Q2S 18.16 OK NC 5.00 Q2S 18.16 OK 8B3 W12X16 10.001 NC 15.00 BRG 16 OK NC 15.00 S3 22.06 OK 8B4 W12X16 10.001 NC 15.00 BRG 16 OK NC 15.00 D3 24.44 OK EOR please verify connection capacities with boxed Status A Conn labeled 'EOR' indicates locations where the connection is responsibility of the EOR 1/10/2020 10:18:53 AM 1 HSS9X9X1/2 INDICATES A BEARING CONNECTION PER EOR, TYP CONNECTION DETAIL FORCES/MATERIALS BEAM Beam to Column: Double Angle Bolted-Bolted Angle: L4X3-1/2X5/16 #Rows: 2 Bolts(OSL): 0.75 A325N Bolts(ISL): 0.75 A325N Top cope depth: 1 in Top cope width: 2 in Bottom cope depth: 2.5 in Bottom cope width: 2 in Fy (angle): 36 ksi Fu (angle): 58 ksi Fy (beam): 50 ksi Fu (beam): 65 ksi Node #: Mark: 6B6 End: RIGHT Size: W10X39 Shear: 15 kips Axial: 0 kips CONNECTION CALCULATIONS IC/STATUS Shear Yielding: .6*A*fy*factor = .6*3.44*36*0.67 = 49.5 kips 0.3 / OK Shear Rupture: .6*A*fu*factor = .6*2.34*58*0.5 = 40.78 kips 0.37 / OK Angle Bending ISL: [.25*t*h^2*fy*factor]*#/e = [.25*0.31*5.5^2*36*0.6]*2/2.25 = 45.28 kips 0.33 / OK Angle Bending OSL: [.25*t*h^2*fy*factor]*#/e = [.25*0.31*5.5^2*36*0.6]*2/2.28 = 44.69 kips 0.34 / OK Block Shear Rupture: (.6*Agv*fy+Ant*fu)*factor = (.6*1.33*36+0.25*58)*0.5 = 43.41 kips 0.35 / OK Bolt Shear IS: Ab*Fv*C*factor = 0.44*54*2*0.5*2 = 47.71 kips 0.31 / OK Bolt Shear OS: Ab*Fv*factor*#bolts = 0.44*54*0.5*4 = 47.71 kips 0.31 / OK Bolt Bearing: min[(1.2*0.81*0.31*65*0.5),(2.4*0.75*0.31*65*0.5)]*4= 56.37 kips 0.27 / OK Web Shear Yielding: .6*A*fy*factor = .6*2.02*50*0.67 = 40.45 kips 0.37 / OK Web Shear Rupture: .6*A*fu*factor = .6*1.47*65*0.5 = 28.69 kips 0.52 / OK Beam Block Shear Rupture: (.6*Anv*fu+U*Ant*fu)*factor = (.6*1*65 + 1*0.26*65)*0.50.31 = 27.9 kips 0.54 / OK Web Bolt Bearing: min[(1.2*1.06*0.31*65*0.5),(2.4*0.75*0.31*65*0.5)]*2= 31.48 kips 0.48 / OK Cope: = 25.97 kips 0.58 / OK JOB SHEET NO. CALC. BY NO. OF DATE Oxoboxo Lofts 1 CG 20200002 CONN 1/10/2020RexConn D e s i g n Structural Engineering 1/10/2020 10:15:06 AM 1 CONNECTION DETAIL FORCES/MATERIALS BEAM Beam to Column: Single Plate Plate Thickness: 0.375 Number of Rows: 2 Number of Columns: 1 Bolt type (IS): 0.75 A325N Weld size (OS): 0.25 Top cope depth: 0 in Top cope width: 0 in Bottom cope depth: 0 in Bottom cope width: 0 in Fy (plate): 36 ksi Fu (plate): 58 ksi Fy (beam): 50 ksi Fu (beam): 65 ksi Node #: Mark: 6B7 End: LEFT Size: W8X15 Shear: 15 kips Axial: 0 kips CONNECTION CALCULATIONS IC/STATUS Shear Yielding: .6*A*fy*factor = .6*2.25*36*0.67 = 32.4 kips 0.46 / OK Shear Rupture: .6*A*fu*factor = .6*1.59*58*0.5 = 27.73 kips 0.54 / OK Plate Bending ISL: [.25*t*h^2*fy*factor]/e = [.25*0.38*6^2*36*0.6]/2.5 = 29.1 kips 0.52 / OK Block Shear Rupture: (.6*Agv*fy+Ubs*Ant*fu)*factor = (.6*1.69*36 + 1*0.4*58)*0.5 = 29.78 kips 0.5 / OK Weld Shear: 2*D*L*1.856*factor = 2*4*6*1.856*0.88*0.5 = 39.13 kips 0.38 / OK Bolt Shear IS: Ab*Fv*factor*C = 0.44*54*0.5*1.508 = 17.99 kips 0.83 / OK Bolt Bearing: min[(1.2*1.06*0.38*58*0.5),(2.4*0.75*0.38*58*0.5)]*1.51= 25.21 kips 0.59 / OK Web Shear Yielding: .6*A*fy*factor = .6*1.99*50*0.67 = 39.74 kips 0.38 / OK Web Shear Rupture: .6*A*fu*factor = .6*1.56*65*0.5 = 30.38 kips 0.49 / OK Web Bolt Bearing: min[(1.2*2.56*0.25*65*0.5),(2.4*0.75*0.25*65*0.5)]*1.51= 21.61 kips 0.69 / OK JOB SHEET NO. CALC. BY NO. OF DATE Oxoboxo Lofts 2 CG 20200002 CONN 1/10/2020RexConn D e s i g n Structural Engineering 1/10/2020 10:15:06 AM 2 CONNECTION DETAIL FORCES/MATERIALS BEAM Beam to Column: Single Plate Plate Thickness: 0.375 Number of Rows: 2 Number of Columns: 1 Bolt type (IS): 0.75 A325N Weld size (OS): 0.25 Top cope depth: 0 in Top cope width: 0 in Bottom cope depth: 0 in Bottom cope width: 0 in Fy (plate): 36 ksi Fu (plate): 58 ksi Fy (beam): 50 ksi Fu (beam): 65 ksi Node #: Mark: 6B7 End: RIGHT Size: W8X15 Shear: 15 kips Axial: 0 kips CONNECTION CALCULATIONS IC/STATUS Shear Yielding: .6*A*fy*factor = .6*2.25*36*0.67 = 32.4 kips 0.46 / OK Shear Rupture: .6*A*fu*factor = .6*1.59*58*0.5 = 27.73 kips 0.54 / OK Plate Bending ISL: [.25*t*h^2*fy*factor]/e = [.25*0.38*6^2*36*0.6]/2.5 = 29.1 kips 0.52 / OK Block Shear Rupture: (.6*Agv*fy+Ubs*Ant*fu)*factor = (.6*1.69*36 + 1*0.4*58)*0.5 = 29.78 kips 0.5 / OK Weld Shear: 2*D*L*1.856*factor = 2*4*6*1.856*0.88*0.5 = 39.13 kips 0.38 / OK Bolt Shear IS: Ab*Fv*factor*C = 0.44*54*0.5*1.508 = 17.99 kips 0.83 / OK Bolt Bearing: min[(1.2*1.06*0.38*58*0.5),(2.4*0.75*0.38*58*0.5)]*1.51= 25.21 kips 0.59 / OK Web Shear Yielding: .6*A*fy*factor = .6*1.99*50*0.67 = 39.74 kips 0.38 / OK Web Shear Rupture: .6*A*fu*factor = .6*1.56*65*0.5 = 30.38 kips 0.49 / OK Web Bolt Bearing: min[(1.2*2.56*0.25*65*0.5),(2.4*0.75*0.25*65*0.5)]*1.51= 21.61 kips 0.69 / OK JOB SHEET NO. CALC. BY NO. OF DATE Oxoboxo Lofts 3 CG 20200002 CONN 1/10/2020RexConn D e s i g n Structural Engineering 1/10/2020 10:15:06 AM 3 CONNECTION DETAIL FORCES/MATERIALS BEAM Single Angle Bolted-Welded Angle: L4X4X1/2 #Rows: 2 Bolts(ISL): 0.75 A325N Weld size (OSL): 0.25 Top cope depth: 0 in Top cope width: 0 in Bottom cope depth: 0 in Bottom cope width: 0 in Fy (angle): 36 ksi Fu (angle): 58 ksi Fy (beam): 46 ksi Fu (beam): 58 ksi Node #: Mark: 8B1 End: LEFT Size: W8X10 Shear: 5 kips Axial: 0 kips CONNECTION CALCULATIONS IC/STATUS Shear Yielding: .6*A*fy*factor = .6*3*36*0.67 = 43.2 kips 0.12 / OK Shear Rupture: .6*A*fu*factor = .6*2.12*58*0.5 = 36.97 kips 0.14 / OK Angle Bending ISL: [.25*t*h^2*fy*factor]*#/e = [.25*0.5*6^2*36*0.6]*1/2.75 = 35.27 kips 0.14 / OK Angle Bending OSL: [.25*t*h^2*fy*factor]*#/e = [.25*0.5*6^2*36*0.6]*1/3.2 = 30.31 kips 0.16 / OK Block Shear Rupture: (.6*Agv*fy+Ant*fu)*factor = (.6*2.25*36+0.41*58)*0.5 = 36.08 kips 0.14 / OK OSL Weld Shear: num*C*D*L*factor = 1*2.04*4*6*1*0.5 = 24.47 kips 0.2 / OK Bolt Shear IS: Ab*Fv*C*factor = 0.44*54*2*0.5*1 = 23.86 kips 0.21 / OK Bolt Bearing: min[(1.2*1.06*0.5*58*0.5),(2.4*0.75*0.5*58*0.5)]*2= 44.59 kips 0.11 / OK Web Shear Yielding: .6*A*fy*factor = .6*1.34*46*0.67 = 24.68 kips 0.2 / OK Web Shear Rupture: .6*A*fu*factor = .6*1.04*58*0.5 = 18.16 kips 0.28 / OK JOB SHEET NO. CALC. BY NO. OF DATE Oxoboxo Lofts 4 CG 20200002 CONN 1/10/2020RexConn D e s i g n Structural Engineering 1/10/2020 10:15:06 AM 4 BEAM SIZE IS HSS9X9X1/2 LOAD PER FRAMING PLAN IS 5 kips HORIZONTAL, WHICH IS RESISTED BY SEAT ANGLE PER SHOP DRAWINGS CONNECTION DETAIL FORCES/MATERIALS BEAM Single Angle Bolted-Welded Angle: L4X4X1/2 #Rows: 2 Bolts(ISL): 0.75 A325N Weld size (OSL): 0.25 Top cope depth: 0 in Top cope width: 0 in Bottom cope depth: 0 in Bottom cope width: 0 in Fy (angle): 36 ksi Fu (angle): 58 ksi Fy (beam): 46 ksi Fu (beam): 58 ksi Node #: Mark: 8B1 End: RIGHT Size: W8X10 Shear: 5 kips Axial: 0 kips CONNECTION CALCULATIONS IC/STATUS Shear Yielding: .6*A*fy*factor = .6*3*36*0.67 = 43.2 kips 0.12 / OK Shear Rupture: .6*A*fu*factor = .6*2.12*58*0.5 = 36.97 kips 0.14 / OK Angle Bending ISL: [.25*t*h^2*fy*factor]*#/e = [.25*0.5*6^2*36*0.6]*1/2.75 = 35.27 kips 0.14 / OK Angle Bending OSL: [.25*t*h^2*fy*factor]*#/e = [.25*0.5*6^2*36*0.6]*1/3.2 = 30.31 kips 0.16 / OK Block Shear Rupture: (.6*Agv*fy+Ant*fu)*factor = (.6*2.25*36+0.41*58)*0.5 = 36.08 kips 0.14 / OK OSL Weld Shear: num*C*D*L*factor = 1*2.04*4*6*1*0.5 = 24.47 kips 0.2 / OK Bolt Shear IS: Ab*Fv*C*factor = 0.44*54*2*0.5*1 = 23.86 kips 0.21 / OK Bolt Bearing: min[(1.2*1.06*0.5*58*0.5),(2.4*0.75*0.5*58*0.5)]*2= 44.59 kips 0.11 / OK Web Shear Yielding: .6*A*fy*factor = .6*1.34*46*0.67 = 24.68 kips 0.2 / OK Web Shear Rupture: .6*A*fu*factor = .6*1.04*58*0.5 = 18.16 kips 0.28 / OK JOB SHEET NO. CALC. BY NO. OF DATE Oxoboxo Lofts 5 CG 20200002 CONN 1/10/2020RexConn D e s i g n Structural Engineering 1/10/2020 10:15:06 AM 5 BEAM SIZE IS HSS9X9X1/2 LOAD PER FRAMING PLAN IS 5 kips HORIZONTAL, WHICH IS RESISTED BY SEAT ANGLE PER SHOP DRAWINGS CONNECTION DETAIL FORCES/MATERIALS BEAM Single Angle Bolted-Welded Angle: L4X4X1/2 #Rows: 2 Bolts(ISL): 0.75 A325N Weld size (OSL): 0.25 Top cope depth: 0 in Top cope width: 0 in Bottom cope depth: 0 in Bottom cope width: 0 in Fy (angle): 36 ksi Fu (angle): 58 ksi Fy (beam): 46 ksi Fu (beam): 58 ksi Node #: Mark: 8B2 End: LEFT Size: W8X10 Shear: 5 kips Axial: 0 kips CONNECTION CALCULATIONS IC/STATUS Shear Yielding: .6*A*fy*factor = .6*3*36*0.67 = 43.2 kips 0.12 / OK Shear Rupture: .6*A*fu*factor = .6*2.12*58*0.5 = 36.97 kips 0.14 / OK Angle Bending ISL: [.25*t*h^2*fy*factor]*#/e = [.25*0.5*6^2*36*0.6]*1/2.75 = 35.27 kips 0.14 / OK Angle Bending OSL: [.25*t*h^2*fy*factor]*#/e = [.25*0.5*6^2*36*0.6]*1/3.2 = 30.31 kips 0.16 / OK Block Shear Rupture: (.6*Agv*fy+Ant*fu)*factor = (.6*2.25*36+0.41*58)*0.5 = 36.08 kips 0.14 / OK OSL Weld Shear: num*C*D*L*factor = 1*2.04*4*6*1*0.5 = 24.47 kips 0.2 / OK Bolt Shear IS: Ab*Fv*C*factor = 0.44*54*2*0.5*1 = 23.86 kips 0.21 / OK Bolt Bearing: min[(1.2*1.06*0.5*58*0.5),(2.4*0.75*0.5*58*0.5)]*2= 44.59 kips 0.11 / OK Web Shear Yielding: .6*A*fy*factor = .6*1.34*46*0.67 = 24.68 kips 0.2 / OK Web Shear Rupture: .6*A*fu*factor = .6*1.04*58*0.5 = 18.16 kips 0.28 / OK JOB SHEET NO. CALC. BY NO. OF DATE Oxoboxo Lofts 6 CG 20200002 CONN 1/10/2020RexConn D e s i g n Structural Engineering 1/10/2020 10:15:06 AM 6 BEAM SIZE IS HSS9X9X1/2 LOAD PER FRAMING PLAN IS 5 kips HORIZONTAL, WHICH IS RESISTED BY SEAT ANGLE PER SHOP DRAWINGS CONNECTION DETAIL FORCES/MATERIALS BEAM Single Angle Bolted-Welded Angle: L4X4X1/2 #Rows: 2 Bolts(ISL): 0.75 A325N Weld size (OSL): 0.25 Top cope depth: 0 in Top cope width: 0 in Bottom cope depth: 0 in Bottom cope width: 0 in Fy (angle): 36 ksi Fu (angle): 58 ksi Fy (beam): 46 ksi Fu (beam): 58 ksi Node #: Mark: 8B2 End: RIGHT Size: W8X10 Shear: 5 kips Axial: 0 kips CONNECTION CALCULATIONS IC/STATUS Shear Yielding: .6*A*fy*factor = .6*3*36*0.67 = 43.2 kips 0.12 / OK Shear Rupture: .6*A*fu*factor = .6*2.12*58*0.5 = 36.97 kips 0.14 / OK Angle Bending ISL: [.25*t*h^2*fy*factor]*#/e = [.25*0.5*6^2*36*0.6]*1/2.75 = 35.27 kips 0.14 / OK Angle Bending OSL: [.25*t*h^2*fy*factor]*#/e = [.25*0.5*6^2*36*0.6]*1/3.2 = 30.31 kips 0.16 / OK Block Shear Rupture: (.6*Agv*fy+Ant*fu)*factor = (.6*2.25*36+0.41*58)*0.5 = 36.08 kips 0.14 / OK OSL Weld Shear: num*C*D*L*factor = 1*2.04*4*6*1*0.5 = 24.47 kips 0.2 / OK Bolt Shear IS: Ab*Fv*C*factor = 0.44*54*2*0.5*1 = 23.86 kips 0.21 / OK Bolt Bearing: min[(1.2*1.06*0.5*58*0.5),(2.4*0.75*0.5*58*0.5)]*2= 44.59 kips 0.11 / OK Web Shear Yielding: .6*A*fy*factor = .6*1.34*46*0.67 = 24.68 kips 0.2 / OK Web Shear Rupture: .6*A*fu*factor = .6*1.04*58*0.5 = 18.16 kips 0.28 / OK JOB SHEET NO. CALC. BY NO. OF DATE Oxoboxo Lofts 7 CG 20200002 CONN 1/10/2020RexConn D e s i g n Structural Engineering 1/10/2020 10:15:06 AM 7 BEAM SIZE IS HSS9X9X1/2 LOAD PER FRAMING PLAN IS 5 kips HORIZONTAL, WHICH IS RESISTED BY SEAT ANGLE PER SHOP DRAWINGS CONNECTION DETAIL FORCES/MATERIALS BEAM Beam to Column: Single Plate Plate Thickness: 0.375 Number of Rows: 3 Number of Columns: 1 Bolt type (IS): 0.75 A325N Weld size (OS): 0.25 Top cope depth: 1.25 in Top cope width: 4 in Bottom cope depth: 1.25 in Bottom cope width: 4 in Fy (plate): 36 ksi Fu (plate): 58 ksi Fy (beam): 50 ksi Fu (beam): 65 ksi Node #: Mark: 8B3 End: RIGHT Size: W12X16 Shear: 15 kips Axial: 0 kips CONNECTION CALCULATIONS IC/STATUS Shear Yielding: .6*A*fy*factor = .6*3.38*36*0.67 = 48.6 kips 0.31 / OK Shear Rupture: .6*A*fu*factor = .6*2.39*58*0.5 = 41.6 kips 0.36 / OK Plate Bending ISL: [.25*t*h^2*fy*factor]/e = [.25*0.38*9^2*36*0.6]/2.5 = 65.48 kips 0.23 / OK Block Shear Rupture: (.6*Agv*fy+Ubs*Ant*fu)*factor = (.6*2.81*36 + 1*0.4*58)*0.5 = 41.93 kips 0.36 / OK Weld Shear: 2*D*L*1.856*factor = 2*4*9*1.856*0.88*0.5 = 58.69 kips 0.26 / OK Bolt Shear IS: Ab*Fv*factor*C = 0.44*54*0.5*2.605 = 31.07 kips 0.48 / OK Bolt Bearing: min[(1.2*1.06*0.38*58*0.5),(2.4*0.75*0.38*58*0.5)]*2.6= 46.04 kips 0.33 / OK Web Shear Yielding: .6*A*fy*factor = .6*2.09*50*0.67 = 41.8 kips 0.36 / OK Web Shear Rupture: .6*A*fu*factor = .6*1.51*65*0.5 = 29.49 kips 0.51 / OK Web Bolt Bearing: min[(1.2*1.31*0.22*65*0.5),(2.4*0.75*0.22*65*0.5)]*2.6= 32.13 kips 0.47 / OK Beam Block Shear Rupture: (.6*Anv*fu+U*Ant*fu)*factor = (.6*1.22*65 + 1*0.23*65)*0.50.22 = 31.46 kips 0.48 / OK Cope: = 22.06 kips 0.68 / OK JOB SHEET NO. CALC. BY NO. OF DATE Oxoboxo Lofts 8 CG 20200002 CONN 1/10/2020RexConn D e s i g n Structural Engineering 1/10/2020 10:15:06 AM 8 CONNECTION DETAIL FORCES/MATERIALS BEAM Beam to Column: Double Angle Bolted-Bolted Angle: L4X3-1/2X5/16 #Rows: 3 Bolts(OSL): 0.75 A325N Bolts(ISL): 0.75 A325N Top cope depth: 1 in Top cope width: 4 in Bottom cope depth: 1 in Bottom cope width: 4 in Fy (angle): 36 ksi Fu (angle): 58 ksi Fy (beam): 50 ksi Fu (beam): 65 ksi Node #: Mark: 8B4 End: RIGHT Size: W12X16 Shear: 15 kips Axial: 0 kips CONNECTION CALCULATIONS IC/STATUS Shear Yielding: .6*A*fy*factor = .6*5.31*36*0.67 = 76.5 kips 0.2 / OK Shear Rupture: .6*A*fu*factor = .6*3.67*58*0.5 = 63.89 kips 0.23 / OK Angle Bending ISL: [.25*t*h^2*fy*factor]*#/e = [.25*0.31*8.5^2*36*0.6]*2/2.5 = 97.34 kips 0.15 / OK Angle Bending OSL: [.25*t*h^2*fy*factor]*#/e = [.25*0.31*8.5^2*36*0.6]*2/2.33 = 104.56 kips 0.14 / OK Block Shear Rupture: (.6*Agv*fy+Ant*fu)*factor = (.6*2.27*36+0.33*58)*0.5 = 68.2 kips 0.22 / OK Bolt Shear IS: Ab*Fv*C*factor = 0.44*54*3*0.5*2 = 71.57 kips 0.21 / OK Bolt Shear OS: Ab*Fv*factor*#bolts = 0.44*54*0.5*6 = 71.57 kips 0.21 / OK Bolt Bearing: min[(1.2*0.81*0.31*65*0.5),(2.4*0.75*0.31*65*0.5)]*6= 92.93 kips 0.16 / OK Web Shear Yielding: .6*A*fy*factor = .6*2.2*50*0.67 = 44 kips 0.34 / OK Web Shear Rupture: .6*A*fu*factor = .6*1.62*65*0.5 = 31.64 kips 0.47 / OK Beam Block Shear Rupture: (.6*Anv*fu+U*Ant*fu)*factor = (.6*1.28*65 + 1*0.23*65)*0.50.22 = 32.53 kips 0.46 / OK Web Bolt Bearing: min[(1.2*1.56*0.22*65*0.5),(2.4*0.75*0.22*65*0.5)]*3= 38.61 kips 0.39 / OK Cope: = 24.44 kips 0.61 / OK JOB SHEET NO. CALC. BY NO. OF DATE Oxoboxo Lofts 9 CG 20200002 CONN 1/10/2020RexConn D e s i g n Structural Engineering 1/10/2020 10:15:06 AM 9