Connection design results
The summary results of the steel connections design are as follows. More detailed reports can also be produced.
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Left Baseplate
Left Knee
Ridge
Right Knee
Right Baseplate |
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STEEL CONNECTION DESIGN DATA ----------------------------
CONNECTION 1 - LEFT BASEPLATE -----------------------------
Member: 1 Strength Grade: Normal
Dimensions (LxWxT): 575x250x20 mm Plate Strength Grade: Normal Fy: 350 MPa Full Contact: YES
Welds: 6 mm Weld Category: SP Weld Strength Grade: Normal Weld Inside Flange: NO
Bolts: M24 Bolt Procedure: Snug Bolt Threads: Include Bolt Strength Grade: Normal Bolts: 4 Embedded Length: 195 mm Pitch: 360 mm Gauge: 140 mm Prying Factor: 0.71
Concrete: Concrete: CONCRETE-20 Type: Rectangular Dimensions (LxWxD): 775x450x395 mm
Grout: Thickness: 20 mm Fc: 25 MPa
CONNECTION 3 - LEFT KNEE ------------------------
Connection Type: Bolted End Plate
Supporting Member: 2 Strength Grade: Normal Supported Member: 3 Strength Grade: Normal
Haunch (D/Bb/Tb/Tw): 333.1/171/11.5/7.3 mm Haunch Length: 3000 mm Use Stitch Bolt: NO
Stiffen web if necessary Stiffen flange if necessary
Dimensions (LxWxT): 885x195x25 mm Plate Strength Grade: Normal Fy: 250 MPa
Flange Weld Type: Butt
Web Weld Type: Butt
End Plate Stiffened: NO
Bolts: M20 Bolt Procedure: Bearing Bolt Threads: Include Bolt Strength Grade: High Top Bolts (out/in): 2/4 Bot Bolts (out/in): 2/4 Pitch outside: 0 mm Pitch inside: 80 mm Gauge: 120 mm Vert Edge Dist: 30 mm Dist to Flange out: 65 mm Dist to Flange in: 65 mm Bolt Head Side: Default
Top Web Stiffener: Dimensions (WxT): 84x12 mm Plate Length: Full Length: 0 mm Plate Strength Grade: Normal Fy: 260 MPa
Welds: 8 mm Weld Category: GP Weld Strength Grade: Normal Weld Length: Full Length: 0 mm
Bottom Web Stiffener: Dimensions (WxT): 84x12 mm Plate Length: Full Length: 0 mm Plate Strength Grade: Normal Fy: 260 MPa
Welds: 8 mm Weld Category: GP Weld Strength Grade: Normal Weld Length: Full Length: 0 mm
Flange Doubler: Position: Both Dimensions (LxWxT): 361.52x70x16 mm Plate Strength Grade: Normal Fy: 250 MPa
Welds: 8 mm Weld Category: GP Weld Strength Grade: Normal
CONNECTION 7 - RIDGE --------------------
Supported Member 1: 6 Strength Grade: Normal Supported Member 2: 7 Strength Grade: Normal
Dimensions (LxWxT): 550x200x25 mm Plate Strength Grade: Normal Fy: 250 MPa
Flange Weld Type: Butt
Web Weld Type: Fillet Web Welds: 6 mm Weld Category: SP Weld Strength Grade: Normal
End Plate Stiffened: NO
Bolts: M20 Bolt Procedure: Bearing Bolt Threads: Include Bolt Strength Grade: High Top Bolts (out/in): 2/2 Bot Bolts (out/in): 2/2 Pitch outside: 0 mm Pitch inside: 0 mm Gauge: 120 mm Vert Edge Dist: 30 mm Dist to Flange out: 65 mm Dist to Flange in: 65 mm Bolt Head Side: Default
CONNECTION 11 - RIGHT KNEE --------------------------
Connection Type: Bolted End Plate
Supporting Member: 11 Strength Grade: Normal Supported Member: 10 Strength Grade: Normal
Haunch (D/Bb/Tb/Tw): 333.1/171/11.5/7.3 mm Haunch Length: 3000 mm Use Stitch Bolt: NO
Stiffen web if necessary Stiffen flange if necessary
Dimensions (LxWxT): 885x195x25 mm Plate Strength Grade: Normal Fy: 250 MPa
Flange Weld Type: Butt
Web Weld Type: Fillet Web Welds: 6 mm Weld Category: SP Weld Strength Grade: Normal
End Plate Stiffened: NO
Bolts: M20 Bolt Procedure: Bearing Bolt Threads: Include Bolt Strength Grade: High Top Bolts (out/in): 2/2 Bot Bolts (out/in): 2/2 Pitch outside: 0 mm Pitch inside: 0 mm Gauge: 120 mm Vert Edge Dist: 30 mm Dist to Flange out: 65 mm Dist to Flange in: 65 mm Bolt Head Side: Default
Top Web Stiffener: Dimensions (WxT): 86x6 mm Plate Length: Full Length: 0 mm Plate Strength Grade: Normal Fy: 280 MPa
Welds: 6 mm Weld Category: GP Weld Strength Grade: Normal Weld Length: Full Length: 0 mm
Bottom Web Stiffener: Dimensions (WxT): 86x6 mm Plate Length: Full Length: 0 mm Plate Strength Grade: Normal Fy: 280 MPa
Welds: 6 mm Weld Category: GP Weld Strength Grade: Normal Weld Length: Full Length: 0 mm
Flange Doubler: Position: Both Dimensions (LxWxT): 275x72x12 mm Plate Strength Grade: Normal Fy: 260 MPa
Welds: 6 mm Weld Category: GP Weld Strength Grade: Normal
CONNECTION 13 - RIGHT BASEPLATE -------------------------------
Member: 12 Strength Grade: Normal
Dimensions (LxWxT): 575x250x20 mm Plate Strength Grade: Normal Fy: 350 MPa Full Contact: YES
Welds: 6 mm Weld Category: SP Weld Strength Grade: Normal Weld Inside Flange: NO
Bolts: M20 Bolt Procedure: Snug Bolt Threads: Include Bolt Strength Grade: Normal Bolts: 4 Embedded Length: 195 mm Pitch: 360 mm Gauge: 120 mm Prying Factor: 0.71
Concrete: Concrete: CONCRETE-20 Type: Rectangular Dimensions (LxWxD): 775x450x395 mm
Grout: Thickness: 20 mm Fc: 25 MPa
AS4100 STEEL CONNECTION DESIGN SUMMARY (*=Failure, #=Warning) -------------------------------------- ($=Min design action non-compliance) (D=Design, C=Check)
Plate or Crit Stress Conn Title/Type Seat/Cleat Bolts Welds Case Ratio
1 D Left baseplate Base Plate 4M24 6 mm CFW SP 11 0.76 575x250x20 mm 4.6N/S
3 D# Left knee Plate 12M20 Web welds 11 0.92 885x195x25 mm 8.8N/TB FSBW SP Stiffener Top Flange welds 84x12 mm FSBW SP Stiffener Bot 84x12 mm Flange Doublers 70x16 mm
7 D Ridge 550x200x25 mm 8M20 Web weld 10 0.88 8.8N/TB 6 mm CFW SP Flange weld FSBW SP
11 D Right knee Plate 8M20 Web welds 14 0.96 885x195x25 mm 8.8N/TB 6 mm CFW SP Stiffener Top Flange welds 86x6 mm FSBW SP Stiffener Bot 86x6 mm Flange Doublers 72x12 mm
13 D Right baseplate Base Plate 4M20 6 mm CFW SP 10 0.57 575x250x20 mm 4.6N/S
AS4100 CALCULATIONS FOR CONNECTION 1 - LEFT BASEPLATE ----------------------------------------------------- Design/Check: Design Critical load case: 11 out of 10-14 Utilization ratio: 0.76 Pass
Supported = 530 UB 92.4 d = 533 mm bf = 209 mm tf = 15.6 mm tw = 10.2 mm r = 14 mm fyf = 300 MPa fyw = 320 MPa
Base plate = 575x250x20 mm (Fy = 250 MPa, Fu = 410 MPa)
Weld: = 6 mm CFW SP (Fu = 410 MPa)
Bolt: = 4M24 4.6N/S sp = 360 mm sg = 140 mm lec = 195 mm
Concrete: CONCRETE-20 (Length = 775 mm, Width = 450 mm, Depth = 395 mm)
Grout: Strength = 25 MPa, Thickness = 20 mm
Design actions: N* = 111.21 kN Tension (Not used) Vy* = 77.73 kN Vz* = 0 kN My* = 0 kNm (Not used) Mz* = 0 kNm (Not used)
Check 8: Base plate tension yielding Yield line factor alpha = 8.86 mm fNtp = 797.77 kN fNtp > 111.21 kN Pass
Check 9: Capacity of weld at column base fVw = 0.83 kN/mm Resultant stress = 0.14 kN/mm fVw > Resultant Stress Pass
Check 10: Capacity of anchor bolts in tension fNtb = 320.81 kN Nt = 111.21 kN fNtb > Nt Pass fNct = 258.05 kN fNtf = 112.96 kN fNct > fNtf Pass
Check 7: Shear transfered by anchor bolts nbv = 2 nbt = 4 fVfb = 51.43 kN fVcex = 29.16 kN fVcey = 60.8 kN fVcp = 580.33 kN Vres = 77.73 kN fVfb > Vres / nbv Pass fVcex > Vx / nbt Pass fVcey > Vy / nbt Pass fVcpx > Vx / nbt Pass fVcpy > Vy / nbt Pass
Check 11: Anchor bolts for horizontal shear and tension Check 10 must be satisfied: Pass Check 7 must be satisfied: Pass (A)^2 + (B)^2 < 1 Pass A = Vres / (nbv x fVfb) B = Nt / (fNtb)
AS4100 CALCULATIONS FOR CONNECTION 3 - LEFT KNEE ------------------------------------------------ Design/Check: Design Critical load case: 11 out of 10-14 Utilization ratio: 0.92 Pass
Supported = 360 UB 50.7-A Supporting = 530 UB 92.4 d = 689.1 mm d = 533 mm bf = 171 mm bf = 209 mm tf = 11.5 mm tf = 15.6 mm tw = 7.3 mm tw = 10.2 mm r = 11.4 mm r = 14 mm fyf = 300 MPa fyf = 300 MPa fyw = 320 MPa fyw = 320 MPa
Angle = 2.99°
End plate = 885x195x25 mm (Fy = 250 MPa, Fu = 410 MPa)
Transverse stiffeners Top = 84x12 mm Bottom = 84x12 mm
Web welds = FSBW SP (Fu = 410 MPa) Flange welds = FSBW SP (Fu = 410 MPa) Top stfr. welds = 8 mm CFW GP (Fu = 410 MPa) Bot stfr. welds = 8 mm CFW GP (Fu = 410 MPa)
Bolts = 12M20 8.8N/TB (Fu = 830 MPa)
sg = 120 mm sp1 = 0 mm sp2 = 141.52 mm sp3 = 80 mm spo = 65 mm spi = 65 mm ae = 30 mm
Column flange doubler plate Size = 70x16 mm
Design actions: N* = 71.58 kN Tension Vy* = -116.66 kN (Actual = -116.66 kN, Minimum = 40 kN) Vz* = 0 kN (Not used) My* = 0 kNm (Not used) Mz* = -514.77 kNm (Actual = -514.77 kNm, Minimum = 268.2 kNm)
Design moment > Member section capacity Warning
Check 1: Detailing requirement Plate depth Pass End plate width bi >= bfb + 20 mm Pass bi <= bfc + 20 mm Pass Bolt gauge sg <= bfb Pass sg <= bfc - 2.5 * df Pass sg >= 120 mm Pass Bolt pitches sp1, sp2, sp3 >= 70 mm Pass Edge distance aev >= 1.5 * df Pass aev <= 2.5 * df Pass aeh >= 1.25 * df Pass Check limits Table 3 - ASI Connection Design Guide 12 Pass
Check 2: Flange welds to beam Full penetration butt weld - No design check neccessary
Check 3: Web welds to beam Full penetration butt weld - No design check neccessary
Check 4: Bolts at tension flange Design requirement: ratio fMbt > M* + Maxial* 0.88 Pass Tension bolt moment capacity, fMbt = 613.24 kNm End plate design moment, M* = -514.77 kNm Maxial* = 22.22 kNm Single bolt tension capacity = 162.68 kN Sum of bolt lever arms = 1884.8 mm
Check 5: Bolts in shear Design requirement: ratio fVfb = 555.77 kN > Vv = -116.66 kN 0.21 Pass Total shear resisted by bolts, Vv* = -116.66 kN Single bolt shear capacity, fVdf = 92.63 kN End plate bearing capacity, fVbi = 276.75 kN No. bolts effective in shear = 6
Check 6: End plate at tension flange Design requirement: ratio fMpt > 1.11 * Min [fMbt and fMs] 0.82 Pass End plate yield capacity, fMpt = 679.84 kNm Bolt moment capacity, fMbt = 613.24 kNm Section moment capacity, fMs = 502.87 kNm
Check 7: End plate in shear Design requirement: ratio fVpe > Nft / nbp 0.48 Pass fVpu > Nft / nbp 0.32 Pass Horizontal shear yielding capacity, fVpe = 548.44 kN Horizontal shear rupture capacity, fVpu = 835.79 kN Total design tension force, Nft = 791.46 kN Total of bolt rows resisting tension force, nbp = 3
Check 8: Stiffener for end plate N/A - No end plate stiffener
Check 9: Design capacity of stiffener welds to end plate N/A - No end plate stiffener
Check 10: Local bending of column flange at beam tension flange Design requirement: ratio fMct > 1.11 * Min [fMbt and fMs] 1.54 Stiffener Column flange capacity, fMct = 362.3 kNm Section moment capacity, fMs = 502.87 kNm Bolt group moment capacity, fMbt = 613.24 kNm Yield line parameter, Yc = 5513.85 mm
Check 11: Local yielding of column flange at beam tension flange Design requirement: ratio fRwt > Nft 2.15 Stiffener Unstiffened column web yield capacity, fRwt = 368.08 kN Total design tension force, N*ft = 791.46 kN Top flange to end of column = 97.95 mm
Check 12: Local yielding of column flange at beam compression flange Design requirement: ratio fRwy > N*fc 1.75 Stiffener Unstiffened column web yield capacity, fRwy = 414.94 kN Total design compression force, N*fc = 725.87 kN
Check 13: Column web cripping at beam compression flange Design requirement: ratio fRwc > N*fc 2.35 Stiffener Unstiffened column web crippling capacity, fRwc = 309.22 kN Total design compression force, N*fc = 725.87 kN
Check 14: Column web compression buckling Design requirement: ratio fRwb > N*fc 1.03 Stiffener Unstiffened column web compression buckling capacity, fRwb = 705.48 kN Total design compression force, N*fc = 725.87 kN
Check 15: Unstiffened column web panel in shear Design requirement: ratio fVc > Vc* 0.77 Pass Design capacity of column web in shear, fVc = 939.44 kN Column web pannel shear force, Vc* = 725.87 kN Column axial capacity, fNs = 3398.4 kN
Check 16: Local bending of column flange with flange doubler plates at beam tension flange Design requirement: ratio fMctd > 1.11 * Min [fMbt and fMs] 0.82 Pass Column (flange+doubler) capacity, fMctd = 679.9 kNm Bolt group design capacity, fMbt = 613.24 kNm Section moment capacity, fMs = 502.87 kNm Yield line parameter, Yc = 5513.85 mm Flange doubler plate requirements: bsd > [bfb - (twc + 2 * rc)] / 2 Pass bsd < [bfc - (twc + 2 * rc) - 2 * fillet rad.] / 2 Pass dsd > tfb + 5.0 * (ti + tfc + td) Pass
Check 17: Local yielding of column web with plates at beam tension flange N/A - no web with doubler plate at beam tension flange
Check 18: Local yielding of column web with plates at beam compression flange N/A - no web with doubler plate at beam compression flange
Check 19: Crippling of column web with doubler plate at beam compression flange N/A - no web with doubler plate at beam compression flange
Check 20: Compression buckling of column web with doubler plates N/A - no web with doubler plate
Check 21: Column web panel with doubler plates in shear N/A - no web with doubler plate
Check 22: Column with transverse stiffeners at tension flange Design requirement: ratio fMcts > 1.11 * Min [fMbt and fMs] 0.61 Pass fRfts > N*ts 0.9 Pass fRftw > N*ts 0.92 Pass Geometry check for trans. stiffeners: bs >= (bfb-twb) / 2 Pass bs >= (bfb / 3 - twc / 2) Pass bs <= (bfc-twc) / 2 Pass ds >= 1.8 * bs Pass ts >= 0.5 * tfb Pass fMcts = 908.99 kNm fMbt = 613.24 kNm, fMs = 502.87 kNm Nts = 423.38 kN fRfts = 471.74 kN, fRftw = 460.89 kN Yield line parameter, Ycs = 7371.78 mm
Check 23: Column with transverse stiffeners at compression flange Design requirement: ratio Stiffener: fRfcy > N*cs 0.81 Pass fRfcb > N*cs 0.59 Pass Welds to stiffeners: fRfcw > N*cs - fRwy 0.2 Pass Geometry check for trans. stiffeners: bs >= (bfb-twb) / 2 Pass bs >= (bfb / 3 - twc / 2) Pass bs <= (bfc-twc) / 2 Pass ds >= 1.8 * bs Pass ts >= 0.5 * tfb Pass fRfcy = 894.54 kN, fRfcb = 1223.95 kN Ncs = 725.87 kN fRfcw = 1575.72 kN, fRwy = 414.94 kN
Check 24: Column with transverse diagonal shear stiffeners N/A - no web with transverse plate
AS4100 CALCULATIONS FOR CONNECTION 7 - RIDGE -------------------------------------------- Design/Check: Design Critical load case: 10 out of 10-14 Utilization ratio: 0.88 Pass
Supported = 360 UB 50.7 d = 356 mm bf = 171 mm tf = 11.5 mm tw = 7.3 mm r = 11.4 mm fyf = 300 MPa fyw = 320 MPa
Angle = 5.99°
End plate = 550x200x25 mm (Fy = 250 MPa, Fu = 410 MPa)
Flange welds = FSBW SP (Fu = 410 MPa)
Web welds = 6 mm CFW SP (Fu = 410 MPa)
Bolts = 8M20 8.8N/TB (Fu = 830 MPa)
sg = 120 mm sp1 = 0 mm sp2 = 141.52 mm sp3 = 0 mm spo = 65 mm spi = 65 mm ae = 30 mm
Design actions: N* = -40.77 kN Compression Vy* = 67.36 kN (Actual = -1.24 kN, Minimum = 67.36 kN) Vz* = 0 kN (Not used) My* = 0 kNm (Not used) Mz* = -118.63 kNm (Actual = -118.63 kNm, Minimum = 114.88 kNm)
Check 1: Detailing limitations End plate: bi >= bf + 20 Pass Bolt gauge: sg <= bf Pass sg >= 120 mm Pass sp2 >= 70 mm Pass Edge dist.: ae >= 30 mm Pass ae <= 2.5 bolt diameter Pass 40 mm <= spo <= 75 mm Pass Spacing for bolt at haunch is not sufficient Pass Plate depth Pass
Check 2: Capacity of welds to beam flanges Check not required for butt weld
Check 3: Capacity of welds to beam web Web axial force, Nw = -15.98 kN Web bending moment, Mw = -18.77 kNm Web shear force, Vy = 0.11 kN/mm Web shear force, Vz = -0.61 kN/mm Web resultant shear force = 0.62 kN/mm Weld capacity = 0.83 kN/mm Weld capacity > Resultant shear force Pass
Check 4: Capacity of bolts at tension flange Single bolt tension capacity = 162.68 kN Number of tension bolts = 4 Sum of bolt lever arms = 689.94 mm fMbt = 224.48 kNm Mdesign = -118.63 kNm Maxial = -6.77 kNm fMbt > |MDesign| + Maxial Pass
Check 5: Capacity of bolts in shear Total shear resisted (V*) = 67.36 kN Bolts resisting shear = 4 Bolt capacity (fVdf) = 92.63 kN Bolt group capacity (fVfb) = 370.51 kN fVfb > V* Pass
Check 6: Capacity of end plate at tension flange fMpt = 283.57 kNm fMbt = 224.48 kNm fMs = 229.75 kNm fMpt > 1.11 x Min[fMbt, fMs] Pass
Check 7: Capacity of end plate in shear Horiz. shear (Vh*) = 160.89 kN Horiz. shear yield capacity (fVpe) = 562.5 kN Horiz. shear rupture capacity (fVpu) = 863.46 kN Min of [fVpu, fVpe] > Vh* Pass
Check 8: Requirement for stiffener to end plate No stiffener - check not required
Check 9: Capacity of stiffener welds to end plate No stiffener - check not required
AS4100 CALCULATIONS FOR CONNECTION 11 - RIGHT KNEE -------------------------------------------------- Design/Check: Design Critical load case: 14 out of 10-14 Utilization ratio: 0.96 Pass
Supported = 360 UB 50.7-A Supporting = 530 UB 92.4 d = 689.1 mm d = 533 mm bf = 171 mm bf = 209 mm tf = 11.5 mm tf = 15.6 mm tw = 7.3 mm tw = 10.2 mm r = 11.4 mm r = 14 mm fyf = 300 MPa fyf = 300 MPa fyw = 320 MPa fyw = 320 MPa
Angle = 2.99°
End plate = 885x195x25 mm (Fy = 250 MPa, Fu = 410 MPa)
Transverse stiffeners Top = 86x6 mm Bottom = 86x6 mm
Web welds = 6 mm CFW SP (Fu = 410 MPa) Flange welds = FSBW SP (Fu = 410 MPa) Top stfr. welds = 6 mm CFW GP (Fu = 410 MPa) Bot stfr. welds = 6 mm CFW GP (Fu = 410 MPa)
Bolts = 8M20 8.8N/TB (Fu = 830 MPa)
sg = 120 mm sp1 = 0 mm sp2 = 141.52 mm sp3 = 0 mm spo = 65 mm spi = 65 mm ae = 30 mm
Column flange doubler plate Size = 72x12 mm
Design actions: N* = -65.33 kN Compression Vy* = 78.19 kN (Actual = 78.19 kN, Minimum = 40 kN) Vz* = 0 kN (Not used) My* = 0 kNm (Not used) Mz* = 325.84 kNm (Actual = 325.84 kNm, Minimum = 268.2 kNm)
Check 1: Detailing requirement Plate depth Pass End plate width bi >= bfb + 20 mm Pass bi <= bfc + 20 mm Pass Bolt gauge sg <= bfb Pass sg <= bfc - 2.5 * df Pass sg >= 120 mm Pass Bolt pitches sp1, sp2, sp3 >= 70 mm Pass Edge distance aev >= 1.5 * df Pass aev <= 2.5 * df Pass aeh >= 1.25 * df Pass Check limits Table 3 - ASI Connection Design Guide 12 Pass
Check 2: Flange welds to beam Full penetration butt weld - No design check neccessary
Check 3: Web welds to beam Design requirement: ratio SQRT(vz^2+vy^2) <= fVw 0.96 Pass Web shear force, Vv = 78.19 kN/mm vz = 0.8 kN/mm, vy = 0.06 kN/mm fVw = 0.83 kN/mm
Check 4: Bolts at tension flange Design requirement: ratio fMbt > M* + Maxial* 0.74 Pass Tension bolt moment capacity, fMbt = 441.53 kNm End plate design moment, M* = 325.84 kNm Maxial* = 0 kNm Single bolt tension capacity = 162.68 kN Sum of bolt lever arms = 1357.04 mm
Check 5: Bolts in shear Design requirement: ratio fVfb = 370.51 kN > Vv = 78.19 kN 0.21 Pass Total shear resisted by bolts, Vv* = 78.19 kN Single bolt shear capacity, fVdf = 92.63 kN End plate bearing capacity, fVbi = 276.75 kN No. bolts effective in shear = 4
Check 6: End plate at tension flange Design requirement: ratio fMpt > 1.11 * Min [fMbt and fMs] 0.83 Pass End plate yield capacity, fMpt = 589.88 kNm Bolt moment capacity, fMbt = 441.53 kNm Section moment capacity, fMs = 502.87 kNm
Check 7: End plate in shear Design requirement: ratio fVpe > Nft / nbp 0.41 Pass fVpu > Nft / nbp 0.27 Pass Horizontal shear yielding capacity, fVpe = 548.44 kN Horizontal shear rupture capacity, fVpu = 835.79 kN Total design tension force, Nft = 449.54 kN Total of bolt rows resisting tension force, nbp = 2
Check 8: Stiffener for end plate N/A - No end plate stiffener
Check 9: Design capacity of stiffener welds to end plate N/A - No end plate stiffener
Check 10: Local bending of column flange at beam tension flange Design requirement: ratio fMct > 1.11 * Min [fMbt and fMs] 1.4 Stiffener Column flange capacity, fMct = 349.93 kNm Section moment capacity, fMs = 502.87 kNm Bolt group moment capacity, fMbt = 441.53 kNm Yield line parameter, Yc = 5325.63 mm
Check 11: Local yielding of column flange at beam tension flange Design requirement: ratio fRwt > Nft 1.22 Stiffener Unstiffened column web yield capacity, fRwt = 368.08 kN Total design tension force, N*ft = 449.54 kN Top flange to end of column = 97.95 mm
Check 12: Local yielding of column flange at beam compression flange Design requirement: ratio fRwy > N*fc 0.65 Pass Unstiffened column web yield capacity, fRwy = 787.64 kN Total design compression force, N*fc = 510.89 kN
Check 13: Column web cripping at beam compression flange Design requirement: ratio fRwc > N*fc 0.8 Pass Unstiffened column web crippling capacity, fRwc = 638.73 kN Total design compression force, N*fc = 510.89 kN
Check 14: Column web compression buckling Design requirement: ratio fRwb > N*fc 0.72 Pass Unstiffened column web compression buckling capacity, fRwb = 705.48 kN Total design compression force, N*fc = 510.89 kN
Check 15: Unstiffened column web panel in shear Design requirement: ratio fVc > Vc* 0.54 Pass Design capacity of column web in shear, fVc = 939.44 kN Column web pannel shear force, Vc* = 510.89 kN Column axial capacity, fNs = 3398.4 kN
Check 16: Local bending of column flange with flange doubler plates at beam tension flange Design requirement: ratio fMctd > 1.11 * Min [fMbt and fMs] 0.93 Pass Column (flange+doubler) capacity, fMctd = 529.39 kNm Bolt group design capacity, fMbt = 441.53 kNm Section moment capacity, fMs = 502.87 kNm Yield line parameter, Yc = 5325.63 mm Flange doubler plate requirements: bsd > [bfb - (twc + 2 * rc)] / 2 Pass bsd < [bfc - (twc + 2 * rc) - 2 * fillet rad.] / 2 Pass dsd > tfb + 5.0 * (ti + tfc + td) Pass
Check 17: Local yielding of column web with plates at beam tension flange N/A - no web with doubler plate at beam tension flange
Check 18: Local yielding of column web with plates at beam compression flange N/A - no web with doubler plate at beam compression flange
Check 19: Crippling of column web with doubler plate at beam compression flange N/A - no web with doubler plate at beam compression flange
Check 20: Compression buckling of column web with doubler plates N/A - no web with doubler plate
Check 21: Column web panel with doubler plates in shear N/A - no web with doubler plate
Check 22: Column with transverse stiffeners at tension flange Design requirement: ratio fMcts > 1.11 * Min [fMbt and fMs] 0.73 Pass fRfts > N*ts 0.31 Pass fRftw > N*ts 0.23 Pass Geometry check for trans. stiffeners: bs >= (bfb-twb) / 2 Pass bs >= (bfb / 3 - twc / 2) Pass bs <= (bfc-twc) / 2 Pass ds >= 1.8 * bs Pass ts >= 0.5 * tfb Pass fMcts = 669.9 kNm fMbt = 441.53 kNm, fMs = 502.87 kNm Nts = 81.46 kN fRfts = 260.06 kN, fRftw = 355.69 kN Yield line parameter, Ycs = 6739.25 mm
Check 23: Column with transverse stiffeners at compression flange Design requirement: ratio Stiffener: fRfcy > N*cs 0.49 Pass fRfcb > N*cs 0.5 Pass Welds to stiffeners: fRfcw > N*cs - fRwy -0.23 Pass Geometry check for trans. stiffeners: bs >= (bfb-twb) / 2 Pass bs >= (bfb / 3 - twc / 2) Pass bs <= (bfc-twc) / 2 Pass ds >= 1.8 * bs Pass ts >= 0.5 * tfb Pass fRfcy = 1044.81 kN, fRfcb = 1030.39 kN Ncs = 510.89 kN fRfcw = 1181.79 kN, fRwy = 787.64 kN
Check 24: Column with transverse diagonal shear stiffeners N/A - no web with transverse plate
AS4100 CALCULATIONS FOR CONNECTION 13 - RIGHT BASEPLATE ------------------------------------------------------- Design/Check: Design Critical load case: 10 out of 10-14 Utilization ratio: 0.57 Pass
Supported = 530 UB 92.4 d = 533 mm bf = 209 mm tf = 15.6 mm tw = 10.2 mm r = 14 mm fyf = 300 MPa fyw = 320 MPa
Base plate = 575x250x20 mm (Fy = 250 MPa, Fu = 410 MPa)
Weld: = 6 mm CFW SP (Fu = 410 MPa)
Bolt: = 4M20 4.6N/S sp = 360 mm sg = 120 mm lec = 195 mm
Concrete: CONCRETE-20 (Length = 775 mm, Width = 450 mm, Depth = 395 mm)
Grout: Strength = 25 MPa, Thickness = 20 mm
Design actions: N* = -77.15 kN Compression (Not used) Vy* = 40.64 kN Vz* = 0 kN My* = 0 kNm (Not used) Mz* = 0 kNm (Not used)
Check 1: Capacity for bearing on concrete support Base plate area = 143750 mm^2 Geometrically similar area A2 = 261141.3 mm^2 fNc = 2092.5 kN >= Nc* = 77.15 kN Pass
Check 2: Capacity of steel base plate fNs = 3774.15 kN >= Nc* = 77.15 kN Pass a1 = 34.33 mm a2 = 41.4 mm a4 = 83.44 mm a5 = 742 mm kx = 2.271942 X = 0.03850627 lambda = 0.2250999 ao = 41.4 mm
Check 3: Capacity of weld at column base Weld length: Lx = 418 mm Ly = 947.6 mm Weld stress: Vx = 0 kN/mm Vy = 0.04 kN/mm
Plate fully contacts with column SQRT(Vx^2 + Vy^2) = 0.04 kN/mm Weld strength: fVw = 0.83 kN/mm SQRT(Vx^2 + Vy^2) < fVw Pass
Check 4: Horizontal shear transfered by fiction Slip factor = 0.4 Compression force = 77.15 kN fVcf = 21.6 kN Vres = 40.64 kN fVcf > Vres is not satisfied - Anchor bolts check is required
Check 7: Shear transfered by anchor bolts nbv = 2 nbt = 4 fVfb = 35.71 kN fVcex = 27.1 kN fVcey = 55.5 kN fVcp = 548.54 kN Vres = 40.64 kN fVfb > Vres / nbv Pass fVcex > Vx / nbt Pass fVcey > Vy / nbt Pass fVcpx > Vx / nbt Pass fVcpy > Vy / nbt Pass
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