1000mm桥架抗震支架计算书

1000mm桥架抗震支架计算书说明：以下计算采用以概率理论为基础的极限状态设计方法，用分项系数设计表达式进行计算。Note:Thefollowingcalculationbasedondesignvalueofloadandresistance.1支架图纸/Rackdrawing2荷载设计值/DesignLoad2.1风管及桥架/airductandcabletraySepc.Weight(kg/m)*1000*2001502.2地震荷载/seismloadFrameDist(mm)Value(kN)Direction2100.024X00.024-X00.024Y00.024-Y1041.30.007X1041.30.007-X1041.30.007Y1041.30.007-Y2300.023X00.023-X00.023Y00.023-Y1041.30.007X1041.30.007-X1041.30.007Y1041.30.007-Y2500.024X00.024-X00.024Y00.024-Y127.5231.141X127.5231.141-X127.5231.141Y127.5231.141-Y1127.521.140X1127.521.140-X1127.521.140Y1127.521.140-Y1241.30.023X1241.30.023-X1241.30.023Y1241.30.023-Y2700.024X00.024-X00.024Y00.024-Y12000.009X12000.009-X12000.009Y12000.009-Y2900.023X00.023-X00.023Y00.023-Y12000.009X12000.009-X12000.009Y12000.009-Y3100.024X00.024-X00.024Y00.024-Y1414.210.011X1414.210.011-X1414.210.011Y1414.210.011-Y3200.023X00.023-X00.023Y00.023-Y1414.210.011X1414.210.011-X1414.210.011Y1414.210.011-Y3结构计算模型/structuremodel4材料数据/Materialdata4.1槽钢/strutSpec.A[cm2]E[N/mm2]I3[cm4]W3[cm3]Materailf[N/mm2]FUS413.412060007.533.3Q235235FUS41D6.8220600038.339.28Q2352355槽钢验算/strutproof5.1内力图/Diagramofinternalforceandmomentanddeflection1.4D+1.4L+1.4T轴力/Axialforce(kN)1.4D+1.4L+1.4T局部3轴剪力/Shearforce(kN)1.4D+1.4L+1.4T局部2轴剪力/Shearforce(kN)1.4D+1.4L+1.4T局部3轴弯矩/Bendingmoment(kN.m)1.4D+1.4L+1.4T局部2轴弯矩/Bendingmoment(kN.m)1.4D+1.4L+1.3Ev+1.3Ey轴力/Axialforce(kN)1.4D+1.4L+1.3Ev+1.3Ey局部3轴剪力/Shearforce(kN)1.4D+1.4L+1.3Ev+1.3Ey局部2轴剪力/Shearforce(kN)1.4D+1.4L+1.3Ev+1.3Ey局部3轴弯矩/Bendingmoment(kN.m)1.4D+1.4L+1.3Ev+1.3Ey局部2轴弯矩/Bendingmoment(kN.m)1.4D+1.4L+1.3Ev+1.3Ey-轴力/Axialforce(kN)1.4D+1.4L+1.3Ev+1.3Ey-局部3轴剪力/Shearforce(kN)1.4D+1.4L+1.3Ev+1.3Ey-局部2轴剪力/Shearforce(kN)1.4D+1.4L+1.3Ev+1.3Ey-局部3轴弯矩/Bendingmoment(kN.m)1.4D+1.4L+1.3Ev+1.3Ey-局部2轴弯矩/Bendingmoment(kN.m)1.4D+1.4L+1.3Ev+1.3Ex轴力/Axialforce(kN)1.4D+1.4L+1.3Ev+1.3Ex局部3轴剪力/Shearforce(kN)1.4D+1.4L+1.3Ev+1.3Ex局部2轴剪力/Shearforce(kN)1.4D+1.4L+1.3Ev+1.3Ex局部3轴弯矩/Bendingmoment(kN.m)1.4D+1.4L+1.3Ev+1.3Ex局部2轴弯矩/Bendingmoment(kN.m)1.4D+1.4L+1.3Ev+1.3Ex-轴力/Axialforce(kN)1.4D+1.4L+1.3Ev+1.3Ex-局部3轴剪力/Shearforce(kN)1.4D+1.4L+1.3Ev+1.3Ex-局部2轴剪力/Shearforce(kN)1.4D+1.4L+1.3Ev+1.3Ex-局部3轴弯矩/Bendingmoment(kN.m)1.4D+1.4L+1.3Ev+1.3Ex-局部2轴弯矩/Bendingmoment(kN.m)D+L+T变形图/deflection(mm)5.2杆件验算/MemberproofFrameCheckItemLoadCaseValueRatioProof21NormalStress1.4D+1.4L+1.3Ev+1.3Ey16.81N/mm28%OK2ShearStress1.4D+1.4L+1.3Ev+1.3Ey0.06N/mm20%OK3ShearStress1.4D+1.4L+1.3Ev+1.3Ey0.49N/mm20%OKGlobalStable1.4D+1.4L+1.3Ev+1.3Ey-4.49N/mm22%OKSlendernessRatioD+L+T142.341%OKDeflectionD+L+T0mm0%OK23NormalStress1.4D+1.4L+1.4T6.93N/mm23%OK2ShearStress1.4D+1.4L+1.3Ev+1.3Ey0.06N/mm20%OK3ShearStress1.4D+1.4L+1.3Ev+1.3Ey0.48N/mm20%OKGlobalStable1.4D+1.4L+1.3Ev+1.3Ey-4.24N/mm22%OKSlendernessRatioD+L+T142.341%OKDeflectionD+L+T0mm0%OK25NormalStress1.4D+1.4L+1.3Ev+1.3Ey102.72N/mm248%OKGlobalStable1.4D+1.4L+1.3Ev+1.3Ey-138.72N/mm265%OKSlendernessRatioD+L+T74.6521%OKDeflectionD+L+T1.72mm28%OK27NormalStress1.4D+1.4L+1.4T5.53N/mm23%OK2ShearStress1.4D+1.4L+1.3Ev+1.3Ex-0.14N/mm20%OK3ShearStress1.4D+1.4L+1.3Ev+1.3Ey-0.7N/mm21%OKGlobalStable1.4D+1.4L+1.3Ev+1.3Ey7.73N/mm24%OKSlendernessRatioD+L+T80.7823%OKDeflectionD+L+T0.01mm0%OK29NormalStress1.4D+1.4L+1.4T5.53N/mm23%OK2ShearStress1.4D+1.4L+1.3Ev+1.3Ex0.14N/mm20%OK3ShearStress1.4D+1.4L+1.3Ev+1.3Ey-0.68N/mm21%OKGlobalStable1.4D+1.4L+1.3Ev+1.3Ey7.26N/mm23%OKSlendernessRatioD+L+T80.7823%OKDeflectionD+L+T0.01mm0%OK31NormalStress1.4D+1.4L+1.3Ev+1.3Ey6.32N/mm23%OK2ShearStress1.4D+1.4L+1.3Ev+1.3Ey0.15N/mm20%OK3ShearStress1.4D+1.4L+1.3Ev+1.3Ex-0.02N/mm20%OKGlobalStable1.4D+1.4L+1.3Ev+1.3Ey10.77N/mm25%OKSlendernessRatioD+L+T95.263%OKDeflectionD+L+T0.01mm0%OK32NormalStress1.4D+1.4L+1.3Ev+1.3Ey6.43N/mm23%OK2ShearStress1.4D+1.4L+1.3Ev+1.3Ey0.16N/mm20%OK3ShearStress1.4D+1.4L+1.3Ev+1.3Ex0.02N/mm20%OKGlobalStable1.4D+1.4L+1.3Ev+1.3Ey13.28N/mm26%OKSlendernessRatioD+L+T95.263%OKDeflectionD+L+T0.01mm0%OK6连接件验算/fittingproofFrame-FittingCheckItemValueRatioProof7支座反力/Reactionforceatsupport作用于支架支座处的荷载如下表所示，如果支架采用锚栓与主体结构连接，请采用慧鱼锚栓计算软件Compufix进行锚栓承载力验算。Theloadactingonracksupportareshowninthefollowingtable.Iftherackisconnectedtomainbuildingstructurewithanchors,pleaseusefischersoftwareCompufix8forproofofanchorcapacity.NodeIDLoadCaseFx(kN)Fy(kN)Fz(kN)Mx(kN*m)My(kN*m)Mz(kN*m)21.4D+1.4L+1.4T00-2.330001.4D+1.4L+1.3Ev+1.3Ey-0.010.04-3.420.0200.021.4D+1.4L+1.3Ev+1.3Ey-0.01-0.04-1.24-0.020-0.021.4D+1.4L+1.3Ev+1.3Ex00-0.840001.4D+1.4L+1.3Ev+1.3Ex-00-3.8300041.4D+1.4L+1.4T00-2.40001.4D+1.4L+1.3Ev+1.3Ey0.010.04-3.520.020-0.021.4D+1.4L+1.3Ev+1.3Ey--0.01-0.04-1.28-0.0100.021.4D+1.4L+1.3Ev+1.3Ex00-3.90001.4D+1.4L+1.3Ev+1.3Ex-00-0.900071.4D+1.4L+1.4T0.90-0.9300.0101.4D+1.4L+1.3Ev+1.3Ey1.33-0.06-1.36-0.020.0101.4D+1.4L+1.3Ev+1.3Ey-0.470.06-0.50.030.010.011.4D+1.4L+1.3Ev+1.3Ex2.410-2.430001.4D+1.4L+1.3Ev+1.3Ex--0.6100.5800.01081.4D+1.4L+1.4T-0.90-0.930-0.0101.4D+1.4L+1.3Ev+1.3Ey-1.32-0.06-1.35-0.02-0.0101.4D+1.4L+1.3Ev+1.3Ey--0.480.06-0.50.03-0.01-0.011.4D+1.4L+1.3Ev+1.3Ex0.6100.580-0.0101.4D+1.4L+1.3Ev+1.3Ex--2.410-2.4400091.4D+1.4L+1.4T00-0.040.01001.4D+1.4L+1.3Ev+1.3Ey01.511.480.010.010.011.4D+1.4L+1.3Ev+1.3Ey-0-1.52-1.550.01-0.01-0.011.4D+1.