J122-Hotel & Service Apartments

BalconySTRUCTURAL CALCULATIONSEND PLATE CONNECTION DESIGN TO -EC3Job Name :Job No. :Calcs by :Revision No.SAM SADI0.00Design of End PlateForce Data0.00Ultimate Axial Compressive Load, Pu=0.00 KN; Check Staad Output150.00Ultimate Axial Tension Load, Pt ==150.00 KN; Check Staad OutputWasher dimensions175.00Vertical Shear Fy ==175.00 K N; Check Staad Output12240.00Horizontal Shear FX=0.00 K-m; Check Staad Output16372044Supporting Beam Properties:24563066Column Properties:Beam Properties:Column Used=Rolled sectionBeam Used=Rolled sectionColumn Profile=UC305x305x97Beam Profile=UC 152x152x23Overall depth Dc=307.9mmOverall depth Dc=152.4mmWidth of Flange=305.3mmWidth of Flange=152.2mmThickness of Flange=15.4mmThickness of Flange=6.8mmThickness of Web=9.9mmThickness of Web=5.8mmRoot Radius=15.2mmRoot Radius=7.6mmDepth between Fillets=246.7mmDepth between Fillets=123.6mmMaterial Specification:Grade of Structural Steel=S355Ultimate Strength of plate, Fup=470N/mm2Minimum yield Strength of plate Fyp=355N/mm2BS EN 1993-1-8-2005 Table 7Ultimate Strength of beam, Fu=470N/mm2Minimum yield Strength of beam Fy=355N/mm2BS EN 1993-1-8-2005 Table 7Dimensions of the End Plate :Width, Bbp=200mmLength, Lbp ( hp )=170mmThickness Provided, tp=20mmBolt DetailsGrade=8.8BoltsDiameter of Bolt d=16mmDiameter of Bolt hole Dh=18mmGross Area of Bolt , Ag=201mm2Tensile Stress area of Bolt As=157mm2No. of bolt rows n1=2No. of bolt columns n2=2Total no. of bolts=4Pitch ( P3)=100mmGuage ( P1)=70mmEdge Distance - e1=40mmEnd Distance - e2=65mmYield Strength, fyb=640N/mm2Ultimate Tensile Strength, fub=800N/mm2Diameter of washer dw ==44mmPartial factorsFor resistance of cross sectionm0=1BS EN 1993-1-1-2001For Concretec=1.5BS EN 1993-1-1-1992 Page 24For Bolts/Weldsm2=1.25BS EN 1993-1-8-2005 Table 2.1For tying resistance verificationmu=1.1BS EN 1993-1-8-2005 Table 4.1Fillet Weld Leg lengthw=6mmThroat thicknessa=4.2Correlation Factorw=0.80From EN1993-1-8, Table 4.1Shim Plates=RequiredIf Required , Thickness of Shim Platestpa=10.00mmCHECK FOR BOLTS:For bolts Grade8.80=v=0.60BS EN 1993-1-8-2005 Table 3.4k2=0.90p=1.00iftpa d/310.00>5.33Thereforep=0.91Shear resistance of boltFv.Rd= p* v*fub*As/ M2=54.77KNTension resistance of boltFT.Rd= k2*fub*As/ M2=90.29KNHorizontal shear per boltFh.Ed=Fx/n=0.00Horizontal shear per boltFh.Ed=Fy/n=43.75Resultant Shear per boltFR.Ed=43.75if ( FR.Ed< FV.Rd, SAFE, FAIL ) =SAFESAFE IN SHEARTension per boltFt.Ed=37.50if ( Ft.Ed hp/1.36, then the effect of in planebending moment in central section of the end plate became predominant and reduce itsshear resistanceIf hp > 1.36 P3 the effect of bending will not be predominantNo need to check end plate BendingThe reduced shear resistance = VRd,7From EN1993-1-1, Section6.2.5 (2)=1,467.74KNWel =tp hp26.00=96.33Shear resistance of beam webShear resistance beam web = VRd,8From EN1993-1-1, Eq. 6.18Where, Shear area of the beam web, Av=hp*tw,bhp : height of the plate=986.00mmShear resistance of the beam web, VRd,8=202.09KNJoint tying resistance72.22984704Bolts in tension=A181Tension resistance of single bolts = Ft,Rd,uFrom EN1993-1-8, Table 3.4Where for tying resisistanceK2 =0.9Tension resistance of bolts NRd,u,1 = n Ft,Rd,u =288.92KNEnd plate in bendingResistance of the end plate in bending, NRd,u,2 is taken as the minimum value of resistance tomode 1 or mode 2 failure.Mode 1 failure: complete failure of the T-stub flange.From EN1993-1-8, Table 6.2Where,ew = dw/4=11.00mmmp =42.35mm=7.26KN.mnp is the least value of e2, e2,c and 1.25mpnp = Min ( e2 ; 1.25mp )52.94mm848.8951546681FT,1,Rd =848.90KN312.9743750242Mode 2 failure: Bolt failure with yielding of the T-stub flange.From EN1993-1-8, Table 6.2FT,2,Rd=312.97KNThe design tying resistanceof the end plate connection is :NRd,u,2 = Min ( FT,1,Rd and FT,2,Rd ) =312.97KNSupporting member in bendingThickness of flange is less than End plate, column flange is required to check for bendingFor Mode 1From EN1993-1-8, Table 6.2=903.89KNFor Mode 2From EN1993-1-8, Table 6.2=322.85KNWhere np = Min ( e2 ; 1.25mp )=52.94mm=42.35mmew = dw / 4 =11.00mm7.73KN.mTherefore NRd,u,2 = Min ( FT,1,Rd and FT,2,Rd )=322.85KNSupporting column/beam web in bendingThe tying resistance ==176.44KNWhere=10,469.25N1= P3/dc ==0.361= do/dc ==0.06=0.19The tying resistance =NRd,u,3=176.44KNBeam web in tensionThe tying resistance of beam web =From EN1993-1-8, Eq. 6.22=421.29KNCheck for StiffenerThickness of stiffenerts =6.00mmWidth of the stiffener(Wb-tw)/2-2*rb117.30wb : column widthtw : column web thkrb : column root radiusDepth of stiffenerDs =246.70mmFull column depthShear capacity of the stiffenerVRd,SArea of the stiffenerAv =1,480.20mmVRd,S=303.38KNShear acting in the stiffener=175.00KNSAFESUMMERY OF THE CONNECTION DESIGN RESULT1. Joint Shear ResistanceMode of failureCheckShear Resistance204.65123328VRd,1Bolt in shearSAFE204.65 KN891.2592592593VRd,2End plate in bearingSAFE891.26 KN926.464VRd,3Supporting member in bearingSAFE926.46 KN1097.4201179715VRd,4End plate in shear (gross section )SAFE1097.42 KN878.8656737712VRd,5End plate in shear (net section )SAFE878.87 KN1686.6725037168VRd,6End plate in shear (block shear )SAFE1686.67 KN1467.7396280401VRd,7End plate in bendingSAFE1467.74 KN202.1VRd,8Beam web in shearSAFE202.09 KN2. Joint Tying ResistanceMode of failureCheckTying Resistance288.91938816NRd,u,1Bolt in tensionSAFE288.92 KN312.97NRd,u,2End plate in bendingSAFE312.97 KN176.4393719292NRd,u,3Supporting member in bendingSAFE176.44 KN421.2909090909NRd,u,4Beam web in tensionSAFE421.29 KNCheck for weld between beam web and end plateWeld LengthLw =340.00mmll = Shear stress parallel to axis of weld=VRd,min / ( 0.707 x a x Lw )=200.17N/mm2^= Normal stress ^ to throat due to tension=[ NRd,u,min / ( 0.707 x a x Lw ) ]/sqrt(2)=123.58N/mm2t^ = Shear stress ^ to axis of weld=[ NRd,u,min / ( 0.707 x a x Lw ) ]/sqrt(2)=123.58The Design Resistance of the Fillet Weld will be Sufficient if the following are both Satisfied:i)[ ^2 + 3 ( ^ + ll ) ]0.5 fu / ( bw * gm2)From EN1993-1-8, Eq. 4.1425.78< 470 N/mm2Fillet Weld is Sufficient for Resistanceii)^ 0.9 * fu / gm2)From EN1993-1-8, Eq. 4.1123.58< 338.4 N/mm2Fillet Weld is Sufficient for Resistance

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