Sheet1DensityViscosityTemperature0.4573.555000.5253.254000.6162.933000.6752.752500.7462.572000.8352.381500.9462.171001.091.95501.291.710FormulaDescription (Result)2.17100001.71

Sheet2STRUCTURAL CALCULATIONSJob Name :Job No. :Date :Al-Khwaneej Villa005 April. 2011Khwaneej, Dubai, UAECalcs by :Revision No.Filename :Sheet No. :BOK MORTEGA0-ABase Plate BS5950-20001.) DESIGN DATAColumn Data48.30Depthdc=48.30 mm; Refer to CAD drawings48.30BaseWidthbf=48.30 mm; Refer to CAD drawings3.00Thickness of FlangeTf=3.00 mm; Refer to CAD drawings3.00Thickness of WebTw=3.00 mm; Refer to CAD drawingsBaseplate Data100.00LengthLp=100.00 mm; Refer to CAD drawings100.00WidthWp=100.00 mm; Refer to CAD drawings6.00Thicknesstp=6.00 mm; Refer to CAD drawingsAnchor Bolt Data8Diameter of Bolt=8.00 mm; Refer to CAD drawings4No. of Boltsn=4.00; Refer to CAD drawings2No. of Bolts in tension sident=2.0015Edge Distancek=15.00 mm; Refer to CAD drawings25Distance from Flange to End PlateL1=25.00 mm; Refer to CAD drawings75Edge Opposite Distanceh=75.00 mmWeld Data3Sw=3.00 mm; Refer to CAD drawingsMaterial Strength275Yield Stress of PlatePyp=275.00 N/mm2; BS 5950-1-2000460Bearing Stress of PlatePbp=460.00 N/mm2; BS 5950-1-200030.000Concrete Cube Strengthfcu=30.00 N/mm2; BS 5950-1-2000275.000Yield Stress of ColumnPy=275.00 N/mm2; BS 5950-1-2000220.000Weld StrengthPyw=220.00 N/mm2; BS 5950-1-200020.000Bolt Tensile CapacityPbt=20.00 kN20.000Bolt Shear CapacityPbv=20.00 kNLoad Data0.223Maximum Axial ForceFy=0.22 kN; Refer to STAAD output1.009Moment About - XMx=1.01 kN-m; Refer to STAAD output0.000Moment About - ZMz=0.00 kN-m; Refer to STAAD output0.000Shear along - XVx=0.00 kN; Refer to STAAD output0.000Shear along - ZVz=0.00 kN; Refer to STAAD output0.000Resultant ShearVR=0.00 kN; Refer to STAAD output2.) CALCULATIONSSTEP 1: Check for Tension in Bolts4524.66b=4524.66 mm; b = M/N-4474.66X/2=-4474.66 mm; X/2 = L/2 - b-16108.79C=-16108.79 kN; C = 0.6 fcu bp XPROCEED TO STEP 2STEP 2: No bolt tension0.0004928543Required Design Stress=0.00 N/mm2; C/(Wpb)22.6Eccentricitye=22.60 mm; L1-0.8sw0.125865134Moment by Bolt Tensionmc=0.13 N-mm per mm widthSTEP 3: Bolt tension and conrete compressionBy Quadratic Equation900Quadratic coefficienta=1-135000L:inear coefficientb=-1501014575Constant termc=1127.3055555556142.0648525268x1=142.06; x1 = -b+[(b2-4ac)/2a]0.57.9351474732x2=7.94; x2 = -b-[(b2-4ac)/2a]0.57.9351474732x=7.9414283.2654517196Concrete CompressionC=14.28 kN; C = 0.6 fcu bp X14060.265Bolt TensionT=14.06 kN; C = C - N3004.1172741402Moment by Concrete Compressionmc=3004.12 N-mm per mm width; mc = 0.6 fcu bp (L1 - X/2)STEP 4: Base Plate ThicknessCompression Side Bending3004.1172741402Moment @ Plate due to compressionmc=3004.12 N per mm width; maximum moment6.6103140062Thicknesstp=6.61 mm; sqrt(4mc/pyp)Tension Side Bending106858.017433069Moment @ Plate due to tensionmt=106858.02 N per mm width; T (L1 - k - 0.8sw)3.9424591759Thicknesstp=3.94 mm; tp=sqrt( 4mt/pypbp)STEP 5: Shear Transfer to Concrete0.067Concrete Shear Resistance0.3Cmin=0.07 kN; BS 5950-1: 2000OKSTEP 6: AnchorageTension in Bolts7030.1327258598Tension Force per boltTb=7.03 kN20000.000Tension Bolt CapacityPbt=20.00 kNShear in Bolts0Shear Force per boltVb=0.00 kN20000.000Shear Bolt CapacityPbv=20.00 kNSTEP 7: Weld Design39847.5Tension Capacity of Flange=39.85 kN; bf Tf Py22196.1864078688Force in Tension Flange=22.20 kN; Tfla = M/(dc-tf) - N x Af/Ac237.1387436738Weld Force per mm=0.24 kN/mm; wf = Tfla /(2bf-tw)1.0779033803Weld Throat reqired=1.08 mm; wf/pywSAFE

Sheet3