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8 fw

8 fw

6 fw

65

75

75

75

100

40

25

305

100

End-Plate 430 x 210 x 20 mm (14 kg)10 No. M20 Grade 8.8 Bolts in 22 mm holes

100

10 tk 6 fw

10 tk 6 fw

Welds grd 35 Plates S 275Beam 305x165 UB 40 [S275]Column 356x171 UB 67 [S275]Top 25 above top flange

80 80

5 deg

DETAIL-1 UB305X165X40 MOMENT CONNECTIONBeam to Column Flange End-Plated Connection to BS 5950

Loading Case 001Basic Data

Applied Forces at Column/Left Rafter InterfaceLeft Rafter Forces M, Fvr, Fr 100.0 kNm, 51.0 kN, 16.0 kNResultant Forces M, Fv, F 100.0 kNm, 49.4 kN, 20.4 kNLoad directions Top of Joint in Tension, Rafter moving Down and in Compression.Design to BS 5950-1: 2000 and the SCI Green Book:

Joints in Steel Construction : Moment Connections: SCI-P-207/95

Basic DimensionsColumn-356x171UB67 [28] D=363.4, B=173.2, T=15.7, t=9.1, r=10.2, py=275Rafter-305x165UB40 [28] D=303.4, B=165.0, T=10.2, t=6.0, r=8.9, py=275Rafter Capacities Mc, Fvc, Fc 172.2 kN.m, 301.5 kN, 1413.0 kN Mc = 172.2 kN.m OK

Summary of Results (Unity Ratios)Moment Capacity 107.6 kNm (for 3 rows of bolts) (Modified Applied Moment Mm=97.0 kNm) 0.90 OKShear Capacity 0.08 OKColumn Tension Stiffener at row 0 0.00, 0.36, 0.03, 0.13, 0.54 0.54 OKFlange Welds 0.88 0.88 OKWeb Welds 0.66, 0.66, 0.13 0.66 OKColumn Compression stiff Web Weld 0.44 0.44 OK

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Step 1: Tension ZoneBasics

Beam bp, g, t, Sww, m, e, n 210.0, 100, 6.0, 6, 42.2, 55.0, 36.6Column B, g, t, r, m, e, n 173.2, 100, 9.1, 10.2, 37.3, 36.6, 36.6Bolt Capacity Pt' Table 2.1 and Appendix IV 137.2 kNPrmode3=NbPt' 2137.2 274.4 kN Eq 2.3

Plastic distribution LimitTc< /1.9(Uf/Pyc) 15.7 < 20/1.9(785.0/275) 15.7 18.3 ElasticClassification Plastic Deformation occurs. Use Plastic distribution Eq 2.5; 2.6

BOLT ROW 1Column Flange row 1 only

m, e, m2U, m2L, 37.3, 36.6, 25.1, 0.0, 6.2Le modes i, ii, iii 234.3, 194.9, 231.6 213.2 mm T2.5: 4Mp=Lefftktk py/4 213.215.715.7275.0/4 3613.5 kN.mmPrmode1=4Mp/m 43613.5/37.29 387.6 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (23613.5 + 36.602137.2)/(37.29 + 36.60) 233.7 kN Eq 2.2Pr=min(Prmode1,2,3) min(387.6, 233.7, 274.4) 233.7 kN

Column Web Tension row 1 onlyLt=min(0.87g,L1)+min(0.87g,L2) min(0.87100, 29.9) + min(0.87100, 86.6) 116.5 mm fig 2.17Ltenhanced=(LtLt+LsLs) (116.5116.5 + 332.0332.0) 351.8 mm fig 2.33Pt=LttcPyc 351.89.1275 880.5 kN Eq 2.4

End Plate row 1 onlym, e, m2U, m2L, 42.2, 55.0, 23.4, 0.0, 6.3Le modes i, ii, iii 265.2, 237.6, 265.2 251.4 mm T2.5: 3Mp=Lefftktk py/4 251.420.020.0265.0/4 6660.8 kN.mmPrmode1=4Mp/m 46660.8/42.20 631.4 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (26660.8 + 36.602137.2)/(42.20 + 36.60) 296.5 kN Eq 2.2Pr=min(Prmode1,2,3) min(631.4, 296.5, 274.4) 274.4 kN

Beam Web Tension row 1 onlyLt=min(0.87g,L1)+min(0.87g,L2) min(0.87100, 29.8) + min(0.87100, 86.6) 116.4 mm fig 2.17Ltenhanced=(LtLt+LsLs) (116.4116.4 + 247.0247.0) 273.0 mm fig 2.33Pt=LttbPyb 273.06.0275 450.5 kN Eq 2.4Potential resistance of Bolt Row 1 Pr1 233.7 kN Mode 2

BOLT ROW 2Column Flange row 2 only

m, e 37.3, 36.6Le modes i, ii 234.3, 194.9 194.9 mm T2.5: 1Mp=Lefftktk py/4 194.915.715.7275.0/4 3303.0 kN.mmPrmode1=4Mp/m 43303.0/37.29 354.3 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (23303.0 + 36.602137.2)/(37.29 + 36.60) 225.3 kN Eq 2.2Pr=min(Prmode1,2,3) min(354.3, 225.3, 274.4) 225.3 kN

Column Web Tension row 2 onlyLt=20.87 g 2 0.87100 173.2 mm fig 2.17Pt=LttcPyc 173.29.1275 433.4 kN Eq 2.4

End Plate row 2 onlym, e 42.2, 55.0Le modes i, ii 265.2, 237.6 237.6 mm T2.5: 1Mp=Lefftktk py/4 237.620.020.0265.0/4 6295.1 kN.mmPrmode1=4Mp/m 46295.1/42.20 596.7 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (26295.1 + 36.602137.2)/(42.20 + 36.60) 287.2 kN Eq 2.2Pr=min(Prmode1,2,3) min(596.7, 287.2, 274.4) 274.4 kN

Beam Web Tension row 2 onlyLt=20.87 g 2 0.87100 173.2 mm fig 2.17Pt=LttbPyb 173.26.0275 285.8 kN Eq 2.4

Column Flange rows 1 to 2 combined

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Leff(Row 1)=Max(ii/2, iii/2) Max(194.9/2, 231.6/2) 115.8 mmLeff(Row 2)=(ii / 2) 194.9/2 97.5 mmLeff=Leff(Row 1)+P+Leff(Row 2) 115.8 + 75.0 + 97.5 288.2 mmMp=Lefftktk py/4 288.215.715.7275.0/4 4884.4 kN.mm T2.6: 6 & 1Prmode1=4Mp/m 44884.4/37.29 523.9 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (24884.4 + 36.604137.2)/(37.29 + 36.60) 404.0 kN Eq 2.2Pr=min(Prmode1,2,3) min(523.9, 404.0, 548.8) 404.0 kNPr net=Pr-Pr1,1 404.0 - 233.7 170.3 kN

Column Web Tension rows 1 to 2 combinedLt=min(.87g,l1)+min(.87g,l2)+P min(0.87100, 29.9) + min(0.87100, 86.6) + 75 191.5 mmLtenhanced=(LtLt+LsLs) (191.5191.5 + 332.0332.0) 383.3 mm fig 2.33Pt=LttcPyc 383.39.1275 959.1 kN Eq 2.4Pt net=Pt-Pr1,1 959.1 - 233.7 725.4 kN

End-Plate rows 1 to 2 combinedLeff(Row 1)=Max(ii/2, iii/2) Max(237.6/2, 265.2/2) 132.6 mmLeff(Row 2)=(ii / 2) 237.6/2 118.8 mmLeff=Leff(Row 1)+P+Leff(Row 2) 132.6 + 75.0 + 118.8 326.4 mmMp=Lefftktk py/4 326.420.020.0265.0/4 8648.3 kN.mm T2.6: 3 & 1Prmode1=4Mp/m 48648.3/42.20 819.7 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (28648.3 + 36.604137.2)/(42.20 + 36.60) 474.4 kN Eq 2.2Pr=min(Prmode1,2,3) min(819.7, 474.4, 548.8) 474.4 kNPr net=Pr-Pr1,1 474.4 - 233.7 240.7 kN

Beam Web Tension rows 1 to 2 combinedLt=min(.87g,l1)+min(.87g,l2)+P min(0.87100, 29.8) + min(0.87100, 86.6) + 75 191.4 mmLtenhanced=(LtLt+LsLs) (191.4191.4 + 247.0247.0) 312.5 mm fig 2.33Pt=LttbPyb 312.56.0275 515.6 kN Eq 2.4Pt net=Pt-Pr1,1 515.6 - 233.7 281.8 kNPotential resistance of Bolt Row 2 Pr2 170.3 kN Mode 2

BOLT ROW 3Column Flange row 3 only

m, e 37.3, 36.6Le modes i, ii 234.3, 194.9 194.9 mm T2.5: 1Mp=Lefftktk py/4 194.915.715.7275.0/4 3303.0 kN.mmPrmode1=4Mp/m 43303.0/37.29 354.3 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (23303.0 + 36.602137.2)/(37.29 + 36.60) 225.3 kN Eq 2.2Pr=min(Prmode1,2,3) min(354.3, 225.3, 274.4) 225.3 kN

Column Web Tension row 3 onlyLt=20.87 g 2 0.87100 173.2 mm fig 2.17Pt=LttcPyc 173.29.1275 433.4 kN Eq 2.4

End Plate row 3 onlym, e 42.2, 55.0Le modes i, ii 265.2, 237.6 237.6 mm T2.5: 1Mp=Lefftktk py/4 237.620.020.0265.0/4 6295.1 kN.mmPrmode1=4Mp/m 46295.1/42.20 596.7 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (26295.1 + 36.602137.2)/(42.20 + 36.60) 287.2 kN Eq 2.2Pr=min(Prmode1,2,3) min(596.7, 287.2, 274.4) 274.4 kN

Beam Web Tension row 3 onlyLt=20.87 g 2 0.87100 173.2 mm fig 2.17Pt=LttbPyb 173.26.0275 285.8 kN Eq 2.4

Column Flange rows 2 to 3 combinedLeff(Row 2)=(ii / 2) 194.9/2 97.5 mmLeff(Row 3)=(ii / 2) 194.9/2 97.5 mmLeff=Leff(Row 2)+P+Leff(Row 3) 97.5 + 75.0 + 97.5 269.9 mmMp=Lefftktk py/4 269.915.715.7275.0/4 4573.9 kN.mm T2.6: 1 & 1Prmode1=4Mp/m 44573.9/37.29 490.6 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (24573.9 + 36.604137.2)/(37.29 + 36.60) 395.6 kN Eq 2.2Pr=min(Prmode1,2,3) min(490.6, 395.6, 548.8) 395.6 kNPr net=Pr-Pr2,2 395.6 - 170.3 225.3 kN

Column Web Tension rows 2 to 3 combined

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Lt=1.73g+P 1.73100 + 75 248.2 mmPt=LttcPyc 248.29.1275 621.1 kN Eq 2.4Pt net=Pt-Pr2,2 621.1 - 170.3 450.8 kN

Column Flange rows 1 to 3 combinedLeff(Row 1)=Max(ii/2, iii/2) Max(194.9/2, 231.6/2) 115.8 mmLeff(Row 3)=(ii / 2) 194.9/2 97.5 mmLeff=Leff(Row 1)+P+Leff(Row 3) 115.8 + 150.0 + 97.5 363.2 mmMp=Lefftktk py/4 363.215.715.7275.0/4 6155.4 kN.mm T2.6: 6 & 1Prmode1=4Mp/m 46155.4/37.29 660.3 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (26155.4 + 36.606137.2)/(37.29 + 36.60) 574.4 kN Eq 2.2Pr=min(Prmode1,2,3) min(660.3, 574.4, 823.2) 574.4 kNPr net=Pr-Pr2,1 574.4 - 404.0 170.3 kN

Column Web Tension rows 1 to 3 combinedLt=min(.87g,l1)+min(.87g,l2)+P min(0.87100, 29.9) + min(0.87100, 86.6) + 150 266.5 mmLtenhanced=(LtLt+LsLs) (266.5266.5 + 332.0332.0) 425.7 mm fig 2.33Pt=LttcPyc 425.79.1275 1065.4 kN Eq 2.4Pt net=Pt-Pr2,1 1065.4 - 404.0 661.3 kN

End-Plate rows 2 to 3 combinedLeff(Row 2)=(ii / 2) 237.6/2 118.8 mmLeff(Row 3)=(ii / 2) 237.6/2 118.8 mmLeff=Leff(Row 2)+P+Leff(Row 3) 118.8 + 75.0 + 118.8 312.6 mmMp=Lefftktk py/4 312.620.020.0265.0/4 8282.6 kN.mm T2.6: 1 & 1Prmode1=4Mp/m 48282.6/42.20 785.1 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (28282.6 + 36.604137.2)/(42.20 + 36.60) 465.1 kN Eq 2.2Pr=min(Prmode1,2,3) min(785.1, 465.1, 548.8) 465.1 kNPr net=Pr-Pr2,2 465.1 - 170.3 294.8 kN

Beam Web Tension rows 2 to 3 combinedLt=1.73g+P 1.73100 + 75 248.2 mmPt=LttbPyb 248.26.0275 409.5 kN Eq 2.4Pt net=Pt-Pr2,2 409.5 - 170.3 239.2 kN

End-Plate rows 1 to 3 combinedLeff(Row 1)=Max(ii/2, iii/2) Max(237.6/2, 265.2/2) 132.6 mmLeff(Row 3)=(ii / 2) 237.6/2 118.8 mmLeff=Leff(Row 1)+P+Leff(Row 3) 132.6 + 150.0 + 118.8 401.4 mmMp=Lefftktk py/4 401.420.020.0265.0/4 10635.8 kN.mm T2.6: 3 & 1Prmode1=4Mp/m 410635.8/42.20 1008.1 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (210635.8 + 36.606137.2)/(42.20 + 36.60) 652.3 kN Eq 2.2Pr=min(Prmode1,2,3) min(1008.1, 652.3, 823.2) 652.3 kNPr net=Pr-Pr2,1 652.3 - 404.0 248.2 kN

Beam Web Tension rows 1 to 3 combinedLt=min(.87g,l1)+min(.87g,l2)+P min(0.87100, 29.8) + min(0.87100, 86.6) + 150 266.4 mmLtenhanced=(LtLt+LsLs) (266.4266.4 + 247.0247.0) 363.3 mm fig 2.33Pt=LttbPyb 363.36.0275 599.4 kN Eq 2.4Pt net=Pt-Pr2,1 599.4 - 404.0 195.4 kNPotential resistance of Bolt Row 3 Pr3 170.3 kN Mode 2

Potential Tension Capacity Sigma Pri 233.7 + 170.3 + 170.3 kN 574.4 kN

Step 2 & 6A: Compression ZoneWeb Bearing

n =min(5,2+0.6Be/K) min(5, 2 + 0.6363.4/25.9) 5.000Web Bearing Pbw =(b1+nk)tPyb (63.0 + 5.025.9)9.1275 481.7 kNStiff Bearing Ps =2(L-snipe)tsPyb 2(80.0 - 10)10275 385.0 kNBearing Cap=Pbw+Ps 481.7 + 385.0 866.7 kN

Web BucklingPx mod=min(1,(ae+0.7d)/(1.4d)) min(1,(363.4 + 0.7332.0)/(1.4332.0)) 1.000Px =Pbwmod25t/((b1+nk)d) 481.71.00x25x1.009.1/((63.0+525.9)x332.0) 433.5 kNAs =2Lsts+Lwtw 28010 + 2739.1 4084 mmIyyweb =((Lw-ts)tw)/12 (273 - 10)9.13)/12 16516 mm4Iyy=Iyyweb+(ts(2Ls+ts))/12 16516 + 10(280 + 10)/12 4046001 mm4

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Ryy=(Iyy/As) (4046001/4084) 31.47 mm=0.7(D-2T)/Ryy 0.7(363.4 - 215.7)/31.47 7.38Px =PcAs 2754084.3(table 24 c) 1123.2 kN

Beam CompressionBeam Compression Zone Flange in Compression Utilising 40% OverStressingTotal Area Flange 165.010.2 16.8 cmPcbeam 16.82751.40 648.0 kN Eq 2.9

Step 3: Column Web ShearPvweb=0.6pycAv 0.6275(9.1363.4) 545.6 kN Eq 2.10

Potential Compression Capacity Pcmin Min(866.7, 1123.2, 648.0) 648.0 kN OK

Step 4: Moment CapacityFc=Min(Pri+N, Pc) min(574.4 + 20.4,648.0) 594.8 kNFri=Fc-Axial 594.8 - 20.4 574.4 kNShear Limit Fri=Min(Fri, Fq) min(574.4,545.6) 545.6 kNP=Pri -Fri 574.4 - 545.6 28.7 kN

Final Bolt Forces and Moment CapacitiesBolt row 3: Mc3 =(Pr3-P ) h3 170.3 - 28.7 = 141.6109.5 15.5 kN.mBolt row 2 Mc2=Pr2h2 170.3184.5 31.4 kN.mBolt row 1 Mc1=Pr1h1 233.7259.5 60.6 kN.mMc 107.6 kN.mMm=M-NHn 100.0 - 20.4147.2 97.0 kN.m OKFt for 3 rows 233.7, 170.3, 141.6 545.6 kNFtdesign=Ft Mapp/Mc' 545.697.0/107.6 492.1 kN

Step 5: Shear BoltsBolt Shear Capacity BSC=91.875, tg=35.7 91.9 kNBearing Capacity-End Plate pb=460, edge=40.0, =20, tk=20, kbs=1.00 184.0 kNBearing Capacity-Column Flange pb=460, edge=64.0, =20, tk=15.7, kbs=1.00 144.4 kNBearing Capacity-Bolts pb=1000, =20, tk=15.7 314.0 kNPss=Min(bearing...,shear) Min(184.0, 144.4, 314.0, 91.9) 91.9 kNPts Min(bearing...,0.4shear) Min(184.0, 144.4, 314.0, 36.8) 36.8 kNV=NsPss+NtPts 491.9 + 636.8 588 kN OK

Step 6C: Column Tension StiffenersStiffener at Bolt Row 0

Asn=2Bsnts 2(80 - 10)10 1400 mmLt=Lu+P+Ll 0.0 + 65 + 37.5 102.5 mmTension Asnreq =(Fu+Fl)/pyt-Ltt (0.0 + 233.7)/275 - 102.59 0.0 mm OKF1=Fum1/(m1+m2u) 0.037.3/(37.3 + 0.0) 0.0 kNF2=Flm1/(m1+m2l) 233.737.3/(37.3 + 25.1) 139.7 kNBending Asnreq =(F1+F2)/py (0.0 + 139.7)/275 508.0 mm OKBending fm=3F/2la/(LsLsts) 3139.7/245.5/(33233210) 8.6 N/mm OKShear fv=F/2/(Ls-snipe)/ts 139.7/2/(332 - 10)/10 21.7 N/mmpv=0.6py 0.6275.0 165.0 N/mm OKWeld Tension fs=F/2/l t /( 20.7leg) 139.7/2/(80 - 10)/( 20.76) 118.8 N/mm OK

Step 7: WeldsFlange Tension Weld

Fapp=min(BTPy, Fr1+Fr2) Min(165.010.2275, 233.7 + 170.3) 404.0 kNFwCap=20.7tsLPyw 20.78(165.0 - 28)275 458.9 kN OK

Flange Compression WeldDirect Bearing assumed. No check required

Web Welds in Tension ZoneLwt=L-proj-T-root+1.73g/2 215 - 25 - 10.2 - 8.9 + 1.73 100/2 257.4 mmLoad per rowRow1=K1Fr1 (23/(42 + 23))234 83.3 kNRow2=K2Fr2 1170 170.3 kNRow3=K3Fr3 1142 141.6 kNTotal Load Ft 83.3, 170.3, 141.6 395.2 kN

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FwCap=20.7tsLwtPyw 20.76257.4275 594.6 kN OKWeb Welds in Shear Zone

Lws=D-(Tt+Tb )-rt-rb-Lwt 304.6 - 20.4 - 8.9 - 8.9 - 257 9.0 mmFwCap=20.7tsLwsPyw 20.769.0220 16.6 kNRequire More Shear Capacity Determining Residual Shear Capacity of Tension Zone Weld.Load per rowRow1=K1Fr1 (23/(42 + 23))234 83.3 kNRow2=K2Fr2 1170 170.3 kNRow3=K3Fr3 1142 141.6 kNTotal Load Ft 83.3, 170.3, 141.6 395.2 kNFwCap=20.7tsLwtPyw 20.76257.4275 594.6 kN OKTension Utilisation 395.2/594.6 0.66Shear Utilisation Available Vut (1 - 0.66) 0.75Residual Vt=pw(Vut20.7tw)Lwt 220(0.7520.76)257 355.37 kNTotal Shear Capacity=Vt+V 355.37 + 16.56 371.9 kN OK

Compression Stiffener Web WeldFapp=Ft+N 492.1 + 20.4 512.5 kNFwCap=220.7ts(D-2(T+r))Pyw 220.76(363.4 - 2(15.7 + 10.2))220 1151.7 kN OK

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Beam to Column Flange End-Plated Connection to BS 5950Loading Case 002

Basic DataApplied Forces at Column/Left Rafter Interface

Left Rafter Forces M, Fvr, Fr 100.0 kNm, 51.0 kN, -16.0 kNResultant Forces M, Fv, F 100.0 kNm, 52.2 kN, -11.5 kNLoad directions Top of Joint in Tension, Rafter moving Down and in Tension.Design to BS 5950-1: 2000 and the SCI Green Book:

Joints in Steel Construction : Moment Connections: SCI-P-207/95Rafter Capacities Mc, Fvc, Fc 172.2 kN.m, 301.5 kN, 1413.0 kN Mc = 172.2 kN.m OK

Summary of Results (Unity Ratios)Tensile Capacity 0.02 OKMoment Capacity 107.6 kNm (for 3 rows of bolts) (Modified Applied Moment Mm=101.7 kNm) 0.95 OKShear Capacity 0.09 OKShear Capacity (Fv & T) 0.06 OKColumn Tension Stiffener at row 0 0.00, 0.36, 0.03, 0.13, 0.54 0.54 OKFlange Welds 0.88 0.88 OKWeb Welds 0.66, 0.66, 0.14 0.66 OKColumn Compression stiff Web Weld 0.44 0.44 OK

Step 1: Tension ZoneBasics

Beam bp, g, t, Sww, m, e, n 210.0, 100, 6.0, 6, 42.2, 55.0, 36.6Column B, g, t, r, m, e, n 173.2, 100, 9.1, 10.2, 37.3, 36.6, 36.6Bolt Capacity Pt' Table 2.1 and Appendix IV 137.2 kNPrmode3=NbPt' 2137.2 274.4 kN Eq 2.3

Plastic distribution LimitTc< /1.9(Uf/Pyc) 15.7 < 20/1.9(785.0/275) 15.7 18.3 ElasticClassification Plastic Deformation occurs. Use Plastic distribution Eq 2.5; 2.6

BOLT ROW 1Column Flange row 1 only

m, e, m2U, m2L, 37.3, 36.6, 25.1, 0.0, 6.2Le modes i, ii, iii 234.3, 194.9, 231.6 213.2 mm T2.5: 4Mp=Lefftktk py/4 213.215.715.7275.0/4 3613.5 kN.mmPrmode1=4Mp/m 43613.5/37.29 387.6 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (23613.5 + 36.602137.2)/(37.29 + 36.60) 233.7 kN Eq 2.2Pr=min(Prmode1,2,3) min(387.6, 233.7, 274.4) 233.7 kN

Column Web Tension row 1 onlyLt=min(0.87g,L1)+min(0.87g,L2) min(0.87100, 29.9) + min(0.87100, 86.6) 116.5 mm fig 2.17Ltenhanced=(LtLt+LsLs) (116.5116.5 + 332.0332.0) 351.8 mm fig 2.33Pt=LttcPyc 351.89.1275 880.5 kN Eq 2.4

End Plate row 1 onlym, e, m2U, m2L, 42.2, 55.0, 23.4, 0.0, 6.3Le modes i, ii, iii 265.2, 237.6, 265.2 251.4 mm T2.5: 3Mp=Lefftktk py/4 251.420.020.0265.0/4 6660.8 kN.mmPrmode1=4Mp/m 46660.8/42.20 631.4 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (26660.8 + 36.602137.2)/(42.20 + 36.60) 296.5 kN Eq 2.2Pr=min(Prmode1,2,3) min(631.4, 296.5, 274.4) 274.4 kN

Beam Web Tension row 1 onlyLt=min(0.87g,L1)+min(0.87g,L2) min(0.87100, 29.8) + min(0.87100, 86.6) 116.4 mm fig 2.17Ltenhanced=(LtLt+LsLs) (116.4116.4 + 247.0247.0) 273.0 mm fig 2.33Pt=LttbPyb 273.06.0275 450.5 kN Eq 2.4Potential resistance of Bolt Row 1 Pr1 233.7 kN Mode 2

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BOLT ROW 2Column Flange row 2 only

m, e 37.3, 36.6Le modes i, ii 234.3, 194.9 194.9 mm T2.5: 1Mp=Lefftktk py/4 194.915.715.7275.0/4 3303.0 kN.mmPrmode1=4Mp/m 43303.0/37.29 354.3 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (23303.0 + 36.602137.2)/(37.29 + 36.60) 225.3 kN Eq 2.2Pr=min(Prmode1,2,3) min(354.3, 225.3, 274.4) 225.3 kN

Column Web Tension row 2 onlyLt=20.87 g 2 0.87100 173.2 mm fig 2.17Pt=LttcPyc 173.29.1275 433.4 kN Eq 2.4

End Plate row 2 onlym, e 42.2, 55.0Le modes i, ii 265.2, 237.6 237.6 mm T2.5: 1Mp=Lefftktk py/4 237.620.020.0265.0/4 6295.1 kN.mmPrmode1=4Mp/m 46295.1/42.20 596.7 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (26295.1 + 36.602137.2)/(42.20 + 36.60) 287.2 kN Eq 2.2Pr=min(Prmode1,2,3) min(596.7, 287.2, 274.4) 274.4 kN

Beam Web Tension row 2 onlyLt=20.87 g 2 0.87100 173.2 mm fig 2.17Pt=LttbPyb 173.26.0275 285.8 kN Eq 2.4

Column Flange rows 1 to 2 combinedLeff(Row 1)=Max(ii/2, iii/2) Max(194.9/2, 231.6/2) 115.8 mmLeff(Row 2)=(ii / 2) 194.9/2 97.5 mmLeff=Leff(Row 1)+P+Leff(Row 2) 115.8 + 75.0 + 97.5 288.2 mmMp=Lefftktk py/4 288.215.715.7275.0/4 4884.4 kN.mm T2.6: 6 & 1Prmode1=4Mp/m 44884.4/37.29 523.9 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (24884.4 + 36.604137.2)/(37.29 + 36.60) 404.0 kN Eq 2.2Pr=min(Prmode1,2,3) min(523.9, 404.0, 548.8) 404.0 kNPr net=Pr-Pr1,1 404.0 - 233.7 170.3 kN

Column Web Tension rows 1 to 2 combinedLt=min(.87g,l1)+min(.87g,l2)+P min(0.87100, 29.9) + min(0.87100, 86.6) + 75 191.5 mmLtenhanced=(LtLt+LsLs) (191.5191.5 + 332.0332.0) 383.3 mm fig 2.33Pt=LttcPyc 383.39.1275 959.1 kN Eq 2.4Pt net=Pt-Pr1,1 959.1 - 233.7 725.4 kN

End-Plate rows 1 to 2 combinedLeff(Row 1)=Max(ii/2, iii/2) Max(237.6/2, 265.2/2) 132.6 mmLeff(Row 2)=(ii / 2) 237.6/2 118.8 mmLeff=Leff(Row 1)+P+Leff(Row 2) 132.6 + 75.0 + 118.8 326.4 mmMp=Lefftktk py/4 326.420.020.0265.0/4 8648.3 kN.mm T2.6: 3 & 1Prmode1=4Mp/m 48648.3/42.20 819.7 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (28648.3 + 36.604137.2)/(42.20 + 36.60) 474.4 kN Eq 2.2Pr=min(Prmode1,2,3) min(819.7, 474.4, 548.8) 474.4 kNPr net=Pr-Pr1,1 474.4 - 233.7 240.7 kN

Beam Web Tension rows 1 to 2 combinedLt=min(.87g,l1)+min(.87g,l2)+P min(0.87100, 29.8) + min(0.87100, 86.6) + 75 191.4 mmLtenhanced=(LtLt+LsLs) (191.4191.4 + 247.0247.0) 312.5 mm fig 2.33Pt=LttbPyb 312.56.0275 515.6 kN Eq 2.4Pt net=Pt-Pr1,1 515.6 - 233.7 281.8 kNPotential resistance of Bolt Row 2 Pr2 170.3 kN Mode 2

BOLT ROW 3Column Flange row 3 only

m, e 37.3, 36.6Le modes i, ii 234.3, 194.9 194.9 mm T2.5: 1Mp=Lefftktk py/4 194.915.715.7275.0/4 3303.0 kN.mmPrmode1=4Mp/m 43303.0/37.29 354.3 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (23303.0 + 36.602137.2)/(37.29 + 36.60) 225.3 kN Eq 2.2Pr=min(Prmode1,2,3) min(354.3, 225.3, 274.4) 225.3 kN

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Column Web Tension row 3 onlyLt=20.87 g 2 0.87100 173.2 mm fig 2.17Pt=LttcPyc 173.29.1275 433.4 kN Eq 2.4

End Plate row 3 onlym, e 42.2, 55.0Le modes i, ii 265.2, 237.6 237.6 mm T2.5: 1Mp=Lefftktk py/4 237.620.020.0265.0/4 6295.1 kN.mmPrmode1=4Mp/m 46295.1/42.20 596.7 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (26295.1 + 36.602137.2)/(42.20 + 36.60) 287.2 kN Eq 2.2Pr=min(Prmode1,2,3) min(596.7, 287.2, 274.4) 274.4 kN

Beam Web Tension row 3 onlyLt=20.87 g 2 0.87100 173.2 mm fig 2.17Pt=LttbPyb 173.26.0275 285.8 kN Eq 2.4

Column Flange rows 2 to 3 combinedLeff(Row 2)=(ii / 2) 194.9/2 97.5 mmLeff(Row 3)=(ii / 2) 194.9/2 97.5 mmLeff=Leff(Row 2)+P+Leff(Row 3) 97.5 + 75.0 + 97.5 269.9 mmMp=Lefftktk py/4 269.915.715.7275.0/4 4573.9 kN.mm T2.6: 1 & 1Prmode1=4Mp/m 44573.9/37.29 490.6 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (24573.9 + 36.604137.2)/(37.29 + 36.60) 395.6 kN Eq 2.2Pr=min(Prmode1,2,3) min(490.6, 395.6, 548.8) 395.6 kNPr net=Pr-Pr2,2 395.6 - 170.3 225.3 kN

Column Web Tension rows 2 to 3 combinedLt=1.73g+P 1.73100 + 75 248.2 mmPt=LttcPyc 248.29.1275 621.1 kN Eq 2.4Pt net=Pt-Pr2,2 621.1 - 170.3 450.8 kN

Column Flange rows 1 to 3 combinedLeff(Row 1)=Max(ii/2, iii/2) Max(194.9/2, 231.6/2) 115.8 mmLeff(Row 3)=(ii / 2) 194.9/2 97.5 mmLeff=Leff(Row 1)+P+Leff(Row 3) 115.8 + 150.0 + 97.5 363.2 mmMp=Lefftktk py/4 363.215.715.7275.0/4 6155.4 kN.mm T2.6: 6 & 1Prmode1=4Mp/m 46155.4/37.29 660.3 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (26155.4 + 36.606137.2)/(37.29 + 36.60) 574.4 kN Eq 2.2Pr=min(Prmode1,2,3) min(660.3, 574.4, 823.2) 574.4 kNPr net=Pr-Pr2,1 574.4 - 404.0 170.3 kN

Column Web Tension rows 1 to 3 combinedLt=min(.87g,l1)+min(.87g,l2)+P min(0.87100, 29.9) + min(0.87100, 86.6) + 150 266.5 mmLtenhanced=(LtLt+LsLs) (266.5266.5 + 332.0332.0) 425.7 mm fig 2.33Pt=LttcPyc 425.79.1275 1065.4 kN Eq 2.4Pt net=Pt-Pr2,1 1065.4 - 404.0 661.3 kN

End-Plate rows 2 to 3 combinedLeff(Row 2)=(ii / 2) 237.6/2 118.8 mmLeff(Row 3)=(ii / 2) 237.6/2 118.8 mmLeff=Leff(Row 2)+P+Leff(Row 3) 118.8 + 75.0 + 118.8 312.6 mmMp=Lefftktk py/4 312.620.020.0265.0/4 8282.6 kN.mm T2.6: 1 & 1Prmode1=4Mp/m 48282.6/42.20 785.1 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (28282.6 + 36.604137.2)/(42.20 + 36.60) 465.1 kN Eq 2.2Pr=min(Prmode1,2,3) min(785.1, 465.1, 548.8) 465.1 kNPr net=Pr-Pr2,2 465.1 - 170.3 294.8 kN

Beam Web Tension rows 2 to 3 combinedLt=1.73g+P 1.73100 + 75 248.2 mmPt=LttbPyb 248.26.0275 409.5 kN Eq 2.4Pt net=Pt-Pr2,2 409.5 - 170.3 239.2 kN

End-Plate rows 1 to 3 combinedLeff(Row 1)=Max(ii/2, iii/2) Max(237.6/2, 265.2/2) 132.6 mmLeff(Row 3)=(ii / 2) 237.6/2 118.8 mmLeff=Leff(Row 1)+P+Leff(Row 3) 132.6 + 150.0 + 118.8 401.4 mmMp=Lefftktk py/4 401.420.020.0265.0/4 10635.8 kN.mm T2.6: 3 & 1Prmode1=4Mp/m 410635.8/42.20 1008.1 kN Eq 2.1Prmode2=(2Mp+nNbPt')/(m+n) (210635.8 + 36.606137.2)/(42.20 + 36.60) 652.3 kN Eq 2.2

MasterKey Joints - NORTH & SOUTH PAVILIONS CONNECTIONS D:\Bhumir\TO BE DONE\FINAL\CONNECTION\DETAIL-1

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Pr=min(Prmode1,2,3) min(1008.1, 652.3, 823.2) 652.3 kNPr net=Pr-Pr2,1 652.3 - 404.0 248.2 kN

Beam Web Tension rows 1 to 3 combinedLt=min(.87g,l1)+min(.87g,l2)+P min(0.87100, 29.8) + min(0.87100, 86.6) + 150 266.4 mmLtenhanced=(LtLt+LsLs) (266.4266.4 + 247.0247.0) 363.3 mm fig 2.33Pt=LttbPyb 363.36.0275 599.4 kN Eq 2.4Pt net=Pt-Pr2,1 599.4 - 404.0 195.4 kNPotential resistance of Bolt Row 3 Pr3 170.3 kN Mode 2

Potential Tension Capacity Sigma Pri 233.7 + 170.3 + 170.3 kN 574.4 kN OK

Step 2 & 6A: Compression ZoneWeb Bearing

n =min(5,2+0.6Be/K) min(5, 2 + 0.6363.4/25.9) 5.000Web Bearing Pbw =(b1+nk)tPyb (63.0 + 5.025.9)9.1275 481.7 kNStiff Bearing Ps =2(L-snipe)tsPyb 2(80.0 - 10)10275 385.0 kNBearing Cap=Pbw+Ps 481.7 + 385.0 866.7 kN

Web BucklingPx mod=min(1,(ae+0.7d)/(1.4d)) min(1,(363.4 + 0.7332.0)/(1.4332.0)) 1.000Px =Pbwmod25t/((b1+nk)d) 481.71.00x25x1.009.1/((63.0+525.9)x332.0) 433.5 kNAs =2Lsts+Lwtw 28010 + 2739.1 4084 mmIyyweb =((Lw-ts)tw)/12 (273 - 10)9.13)/12 16516 mm4Iyy=Iyyweb+(ts(2Ls+ts))/12 16516 + 10(280 + 10)/12 4046001 mm4Ryy=(Iyy/As) (4046001/4084) 31.47 mm=0.7(D-2T)/Ryy 0.7(363.4 - 215.7)/31.47 7.38Px =PcAs 2754084.3(table 24 c) 1123.2 kN

Beam CompressionBeam Compression Zone Flange in Compression Utilising 40% OverStressingTotal Area Flange 165.010.2 16.8 cmPcbeam 16.82751.40 648.0 kN Eq 2.9

Step 3: Column Web ShearPvweb=0.6pycAv 0.6275(9.1363.4) 545.6 kN Eq 2.10

Potential Compression Capacity Pcmin Min(866.7, 1123.2, 648.0) 648.0 kN OK

Step 4: Moment CapacityFc=Min(Pri+N, Pc) min(574.4 + -11.5,648.0) 562.9 kNFri=Fc-Axial 562.9 - -11.5 574.4 kNShear Limit Fri=Min(Fri, Fq) min(574.4,545.6) 545.6 kNP=Pri -Fri 574.4 - 545.6 28.7 kN

Final Bolt Forces and Moment CapacitiesBolt row 3: Mc3 =(Pr3-P ) h3 170.3 - 28.7 = 141.6109.5 15.5 kN.mBolt row 2 Mc2=Pr2h2 170.3184.5 31.4 kN.mBolt row 1 Mc1=Pr1h1 233.7259.5 60.6 kN.mMc 107.6 kN.mMm=M-NHn 100.0 - -11.5147.2 101.7 kN.m OKFt for 3 rows 233.7, 170.3, 141.6 545.6 kNFtdesign=Ft Mapp/Mc' 545.6101.7/107.6 515.9 kN

Step 5: Shear BoltsBolt Shear Capacity BSC=91.875, tg=35.7 91.9 kNBearing Capacity-End Plate pb=460, edge=40.0, =20, tk=20, kbs=1.00 184.0 kNBearing Capacity-Column Flange pb=460, edge=64.0, =20, tk=15.7, kbs=1.00 144.4 kNBearing Capacity-Bolts pb=1000, =20, tk=15.7 314.0 kNPss=Min(bearing...,shear) Min(184.0, 144.4, 314.0, 91.9) 91.9 kNPts Min(bearing...,0.4shear) Min(184.0, 144.4, 314.0, 36.8) 36.8 kNV=NsPss+NtPts 491.9 + 636.8 588 kN OK

Combined Tension & ShearFtave=F/n 11/8 1.4 kNFs=Ps(1.4-Ft/Pt) 91.9 ( 1.4 - 1.4 / 137.2) 91.9 kN

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V=NsPss+NtPts 291.9 + 891.9 919 kN OK

Step 6C: Column Tension StiffenersStiffener at Bolt Row 0

Asn=2Bsnts 2(80 - 10)10 1400 mmLt=Lu+P+Ll 0.0 + 65 + 37.5 102.5 mmTension Asnreq =(Fu+Fl)/pyt-Ltt (0.0 + 233.7)/275 - 102.59 0.0 mm OKF1=Fum1/(m1+m2u) 0.037.3/(37.3 + 0.0) 0.0 kNF2=Flm1/(m1+m2l) 233.737.3/(37.3 + 25.1) 139.7 kNBending Asnreq =(F1+F2)/py (0.0 + 139.7)/275 508.0 mm OKBending fm=3F/2la/(LsLsts) 3139.7/245.5/(33233210) 8.6 N/mm OKShear fv=F/2/(Ls-snipe)/ts 139.7/2/(332 - 10)/10 21.7 N/mmpv=0.6py 0.6275.0 165.0 N/mm OKWeld Tension fs=F/2/l t /( 20.7leg) 139.7/2/(80 - 10)/( 20.76) 118.8 N/mm OK

Step 7: WeldsFlange Tension Weld

Fapp=min(BTPy, Fr1+Fr2) Min(165.010.2275, 233.7 + 170.3) 404.0 kNFwCap=20.7tsLPyw 20.78(165.0 - 28)275 458.9 kN OK

Flange Compression WeldDirect Bearing assumed. No check required

Web Welds in Tension ZoneLwt=L-proj-T-root+1.73g/2 215 - 25 - 10.2 - 8.9 + 1.73 100/2 257.4 mmLoad per rowRow1=K1Fr1 (23/(42 + 23))234 83.3 kNRow2=K2Fr2 1170 170.3 kNRow3=K3Fr3 1142 141.6 kNTotal Load Ft 83.3, 170.3, 141.6 395.2 kNFwCap=20.7tsLwtPyw 20.76257.4275 594.6 kN OK

Web Welds in Shear ZoneLws=D-(Tt+Tb )-rt-rb-Lwt 304.6 - 20.4 - 8.9 - 8.9 - 257 9.0 mmFwCap=20.7tsLwsPyw 20.769.0220 16.6 kNRequire More Shear Capacity Determining Residual Shear Capacity of Tension Zone Weld.Load per rowRow1=K1Fr1 (23/(42 + 23))234 83.3 kNRow2=K2Fr2 1170 170.3 kNRow3=K3Fr3 1142 141.6 kNTotal Load Ft 83.3, 170.3, 141.6 395.2 kNFwCap=20.7tsLwtPyw 20.76257.4275 594.6 kN OKTension Utilisation 395.2/594.6 0.66Shear Utilisation Available Vut (1 - 0.66) 0.75Residual Vt=pw(Vut20.7tw)Lwt 220(0.7520.76)257 355.37 kNTotal Shear Capacity=Vt+V 355.37 + 16.56 371.9 kN OK

Compression Stiffener Web WeldFapp=Ft+N 515.9 + -11.5 504.4 kNFwCap=220.7ts(D-2(T+r))Pyw 220.76(363.4 - 2(15.7 + 10.2))220 1151.7 kN OK