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BalconySTRUCTURAL CALCULATIONSEND PLATE CONNECTION DESIGNJob Name :Calcs by :Revision No.Filename :SAMALSADIEnd Plate Connection - Moment Connection Design -4 Boltsc. Design Nominal Reactions0.00CompressionFx=0.00 KN; Check Staad Output23.00TensionFx=23.00 KN; Check Staad Output20.00Shear ForceFy=20.00 KN; Check Staad Output2.00Shear ForceFz=2.00 KN; Check Staad Output20.00Bending momentMz=20.00 K-m; Check Staad Output3.00Bending momentMy=3.00 K-m; Check Staad OutputSupporting Member :Beam PropertiesBeam Section :=UC 203X203Depth of column or plateD=203.2mmWidth of column flange or plateBp=203.60mmWeb thickness of column or stiffenertc=7.20mmFlange thickness of column or platetf=11.00mmRoot radius of column or weld to plater=10.20mmand stiffenerSupported MemberColumn Section=UC 203X203Depth of column or plateD=203.2mmWidth of column flange or plateBp=203.60mmWeb thickness of column or stiffenertc=7.20mmFlange thickness of column or platetf=11.00mmRoot radius of column or weld to plater=10.20mmand stiffenerDimensions of the End Plate :Length of the End Plate=300.00mmWidth of the End Plate=204.00mmThickness Provided, tp=20.00mmConnection DetailsAssumed bolt configurationGrade of Bolts (8.8 / HSFG) =HSFGPart - 1BoltsNo. of bolt rowsnr=2.00No. of bolt columnsnc=2.00Total no. of boltsn=4.00Diameter of Bolt dd=24.00mmDiameter of Bolt hole DhDh=26.00mmGross Area of Bolt , AgAg=452.16mm2Tensile Stress area of Bolt AsAs=352.91mm2Pitch ( Spacing between rows )P=80mmGuage ( Spacing between columns )g=90mmEdge Distance ( Top )etop=40.00mmEnd Distance ( Bottom )e2bottom=40mmEnd Distance ( Side )e'=40.00mmSlip factor for untreated=0.50For clearance holesKs=1.00T1Least thick of platet=11.00mma 1 =136.10Forces in BoltsTension per bolt due to Moment MzT2For Row 1T1 =Mz*a1/(nc(a1+a2)62.80T1 =62.80KNa2=56.10For Row 2T2 =Mz*a2/(nc(a1+a2)25.89T2 =25.89KNAssumed Rotation PointTension per bolt due to Moment MyFor Column 1T1 =My/(nr*g)16.67T 1 =16.67KNg =90.00Tension per bolt due to Axial= Fx/n5.75tension Fx5.75KNAssumed Rotation PointMaximum forces Transfer to Each Bolt85.22Maximum Tension in bolt row 1=85.22KN48.30Maximum Tension in bolt row 2=48.30KNCheck for Bolts :Yield strength of boltYf=882.00N/mm2Ult. Tensile strength of boltUf=981.00N/mm2Shear stress of boltPs=400.00N/mm2Tension stress of boltPt=700.00N/mm2Bearing stress of boltPbb=1,300.00N/mm2Minimum proof stressP0=776.00N/mm2of boltMinimum shank tensionP0=232.70KNin HSFG boltsCapacity of one bolt141.16Shear capacity of boltPs=141.16KN346.67Bearing capacity of boltPb=346.67KN209.43Tension capacity of boltPt'=209.43KN0.9*P0Slip resistance of one boltPsL =0.9 * Ks * * P0104.72=104.72KNDesign strength of steelpy=345.00N/mm2Bearing strength of steelpb=825.00N/mm2Design strength of weldpw=220.00N/mm2Connection GeometryColumn Sidem1 = g/2 - tc/2 - 0.8rcm2 =(dc-P)/240.40mm=33.24mme = B/2-g/2=56.80mmFor n smallest of n =41.55mme for the column flange =56.80mme for the end plate =56.80mm1.25 m for column flange=41.55mmBeamm = g/2 - tc/2 - 0.8rc=36.60mmLeg length of fillet weld to beam web, Sww =e = B/2-g/26.00mm=56.80mmFor n smallest of n =45.75mme for the column flange =56.80mme for the end plate =56.80mm1.25 m for column flange=45.75mmPotential Resistance of Bolts in Tension ZoneBolt Row 1 & 3Bolt Row 1 & 3 aloneColumn Flange BendingCalculate effective length of T-stub as per Table2.2 of SCIFor bolt row below the flange of a flush end plateLeff = Min of [ Max{ii,iii}, i ]Ref. Table 2.2 of moment connection by BCSALeff for i = 2 m208.75mmLeff for ii = 4m+1.25e203.96mmLeff iii = m11 =m1/(m1+e)1 =0.392 =m2/(m1+e)2 =0.45where from Fig 2.16 =6.00Leff iii =199.44mmLedd = min of ( max(i,iii),ii)203.96mmPlastic moment capacity of theMp = Leff x tf x py/4equivalent T-stub=2.13KN.mPotential resistance is the minimum of the followingMode 1 Complete flange yieldingPr = 4 Mp / m256.15KNMode 2 Bolt failure with flangePr = (2 Mp + n( Pt'))/(m+n)yielding=289.62KNMode 3 Bolt failurePr = Pt'418.86KNPotential resistance for column flange bending Pr =256.15KNColumn Web TensionAs row 1 & 3 is near the flange, web tension can be discountedEnd Plate BendingCalculate effective length of T-stub as per Table2.5 of SCIFor bolt row below the flange of a flush end plateLeff = Min of [ Max{ii,iii}, i ]Ref. Table 2.4 of moment connection by BCSALeff for i = 2 m229.85mmLeff for ii = 4 m + 1.25 e217.40mmLeff iii = m11 =m1/(m1+e)1 =0.392 =m2/(m1+e)2 =0.43where from Fig 2.16 =6.00Leff iii =219.60mmPlastic moment capacity of theMp = Leff x tf x py/4equivalent T-stub=7.58KN.mPotential resistance is the minimum of the followingMode 1 Complete flange yieldingPr = 4 Mp / m828.00KNMode 2 Bolt failure with flangePr = (2 Mp + n( Pt'))/(m+n)yielding=416.70KNMode 3 Bolt failurePr = Pt'418.86KNPotential resistance for column flange bending Pr =416.70KNBeam Web TensionAs row 1 & 3 is near the flange, web tension can be discountedBolt Row 2Row 2 and 1 as groupColumn Flange BendingCalculate effective length of T-stub as per Table2.6 of SCILeff = { Max of [ ii/2,(iii-ii/2)] }x2 + p283.96mmPlastic moment capacity of theMp = Leff x tf x py/4equivalent T-stub=2.96KN.mPotential resistance is the minimum of the followingMode 1 Complete flange yieldingPr = 4 Mp / m356.62KNMode 2 Bolt failure with flangePr = (2 Mp + n( Pt'))/(m+n)yielding=544.65KNMode 3 Bolt failurePr = Pt'837.72KNPotential resistance for column flange bending Pr =356.62KNColumn Web TensionWeb tension can be discounted due to effective tensile length of web assuming a max. spread at60deg from bolts to the centre of web is crossing the flange.End Plate BendingCalculate effective length of T-stub as per Table2.5 of SCILeff = { Max of [ ii/2,(iii-ii/2)] }x2 + p301.80mmPlastic moment capacity of theMp = Leff x tp x py/4equivalent T-stub=10.41KN.mPotential resistance is the minimum of the followingMode 1 Complete flange yieldingPr = 4 Mp / m1,137.93KNMode 2 Bolt failure with flangePr = (2 Mp + n( Pt'))/(m+n)yielding=718.27KNMode 3 Bolt failurePr = Pt'837.72KNPotential resistance for column flange bending Pr =718.27KNBeam Web TensionWeb tension can be discounted due to effective tensile length of web assuming a max. spread at60deg from bolts to the centre of web is crossing the flangePotential Resistance of Bolts in Tension ZoneWORK SHEET: TENSION ZONEStep 1Column SideBeam SideRowFlange BendingWeb TensionFlange BendingWeb TensionPotential Resistance1.00Resistance of Row 1256.15256.15N.A416.70N.A2.00Resistance of Row 2 only100.47256.15N.A416.70N.AResistance of Row 2+1 as group356.62N.A718.27N.A100.47301.57Pr1 = Capacity of row 1 alonePr2 = Min. of { Capacity of row 2 alone,( Capacity of row 2+1 ) - Pr1 }

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