1600mm风管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: The following calculation based on design value of load and resistance.1 支架图纸 / Rack drawing2 荷载设计值 / Design Load2.1 风管及桥架 / air duct and cable tray Sepc. Weight(kg/m) *1600*400 44 2.2 地震荷载 / seism load Frame Dist(mm) Value(kN) Direction 10 0 0.004 X 0 0.004 -X 0 0.004 Y 0 0.004 -Y 441.3 0.038 X 441.3 0.038 -X 441.3 0.038 Y 441.3 0.038 -Y 1461.95 0.007 X 1461.95 0.007 -X 1461.95 0.007 Y 1461.95 0.007 -Y 12 0 0.004 X 0 0.004 -X 0 0.004 Y 0 0.004 -Y 441.3 0.031 X 441.3 0.031 -X 441.3 0.031 Y 441.3 0.031 -Y 1461.95 0.007 X 1461.95 0.007 -X 1461.95 0.007 Y 1461.95 0.007 -Y 14 0 0.038 X 0 0.038 -X 0 0.038 Y 0 0.038 -Y 1941.3 0.031 X 1941.3 0.031 -X 1941.3 0.031 Y 1941.3 0.031 -Y 15 0 0.004 X 0 0.004 -X 0 0.004 Y 0 0.004 -Y 171.895 0.287 X 171.895 0.287 -X 171.895 0.287 Y 171.895 0.287 -Y 1771.89 0.287 X 1771.89 0.287 -X 1771.89 0.287 Y 1771.89 0.287 -Y 1941.3 0.004 X 1941.3 0.004 -X 1941.3 0.004 Y 1941.3 0.004 -Y 17 0 0.038 X 0 0.038 -X 0 0.038 Y 0 0.038 -Y 1200 0.009 X 1200 0.009 -X 1200 0.009 Y 1200 0.009 -Y 19 0 0.038 X 0 0.038 -X 0 0.038 Y 0 0.038 -Y 1413.29 0.011 X 1413.29 0.011 -X 1413.29 0.011 Y 1413.29 0.011 -Y 20 0 0.031 X 0 0.031 -X 0 0.031 Y 0 0.031 -Y 1413.3 0.011 X 1413.3 0.011 -X 1413.3 0.011 Y 1413.3 0.011 -Y 3 结构计算模型 / structure model4 材料数据 / Material data4.1 槽钢 / strut Spec. A[cm2] E[N/mm2] I3[cm4] W3[cm3] Materail f[N/mm2] FUS41 3.41 206000 7.53 3.3 Q235 235 5 槽钢验算 / strut proof5.1 内力图 / Diagram of internal force and moment and deflection1.4D+1.4L+1.4T 轴力 / Axial force (kN)1.4D+1.4L+1.4T 局部2轴剪力 / Shear force (kN)1.4D+1.4L+1.4T 局部3轴弯矩/ Bending moment (kN.m)1.4D+1.4L+1.3Ev+1.3Ey 轴力 / Axial force (kN)1.4D+1.4L+1.3Ev+1.3Ey 局部3轴剪力 / Shear force (kN)1.4D+1.4L+1.3Ev+1.3Ey 局部2轴剪力 / Shear force (kN)1.4D+1.4L+1.3Ev+1.3Ey 局部3轴弯矩/ Bending moment (kN.m)1.4D+1.4L+1.3Ev+1.3Ey 局部2轴弯矩 / Bending moment (kN.m)1.4D+1.4L+1.3Ev+1.3Ey- 轴力 / Axial force (kN)1.4D+1.4L+1.3Ev+1.3Ey- 局部3轴剪力 / Shear force (kN)1.4D+1.4L+1.3Ev+1.3Ey- 局部2轴剪力 / Shear force (kN)1.4D+1.4L+1.3Ev+1.3Ey- 局部3轴弯矩/ Bending moment (kN.m)1.4D+1.4L+1.3Ev+1.3Ey- 局部2轴弯矩 / Bending moment (kN.m)1.4D+1.4L+1.3Ev+1.3Ex 轴力 / Axial force (kN)1.4D+1.4L+1.3Ev+1.3Ex 局部3轴剪力 / Shear force (kN)1.4D+1.4L+1.3Ev+1.3Ex 局部2轴剪力 / Shear force (kN)1.4D+1.4L+1.3Ev+1.3Ex 局部3轴弯矩/ Bending moment (kN.m)1.4D+1.4L+1.3Ev+1.3Ex 局部2轴弯矩 / Bending moment (kN.m)1.4D+1.4L+1.3Ev+1.3Ex- 轴力 / Axial force (kN)1.4D+1.4L+1.3Ev+1.3Ex- 局部3轴剪力 / Shear force (kN)1.4D+1.4L+1.3Ev+1.3Ex- 局部2轴剪力 / Shear force (kN)1.4D+1.4L+1.3Ev+1.3Ex- 局部3轴弯矩/ Bending moment (kN.m)1.4D+1.4L+1.3Ev+1.3Ex- 局部2轴弯矩 / Bending moment (kN.m)D+L+T 变形图 / deflection (mm)5.2 杆件验算 / Member proof Frame Check Item Load Case Value Ratio Proof 10 Normal Stress 1.4D+1.4L+1.3Ev+1.3Ey 29.61 N/mm2 14% OK 2 Shear Stress 1.4D+1.4L+1.3Ev+1.3Ex 2.33 N/mm2 2% OK 3 Shear Stress 1.4D+1.4L+1.3Ev+1.3Ey 4.38 N/mm2 4% OK Global Stable 1.4D+1.4L+1.3Ev+1.3Ex 50.54 N/mm2 24% OK Slenderness Ratio D+L+T 139.48 40% OK Deflection D+L+T 0 mm 0% OK 12 Normal Stress 1.4D+1.4L+1.3Ev+1.3Ey 36.34 N/mm2 17% OK 2 Shear Stress 1.4D+1.4L+1.3Ev+1.3Ex 2.29 N/mm2 2% OK 3 Shear Stress 1.4D+1.4L+1.3Ev+1.3Ey 4.24 N/mm2 3% OK Global Stable 1.4D+1.4L+1.3Ev+1.3Ey 38.57 N/mm2 18% OK Slenderness Ratio D+L+T 139.48 40% OK Deflection D+L+T 0 mm 0% OK 14 Normal Stress 1.4D+1.4L+1.3Ev+1.3Ey 5.59 N/mm2 3% OK 2 Shear Stress 1.4D+1.4L+1.3Ev+1.3Ex 0.23 N/mm2 0% OK 3 Shear Stress 1.4D+1.4L+1.3Ev+1.3Ey 0.14 N/mm2 0% OK Global Stable 1.4D+1.4L+1.3Ev+1.3Ey 8.09 N/mm2 4% OK Slenderness Ratio D+L+T 130.68 37% OK Deflection D+L+T 0.06 mm 1% OK 15 Normal Stress 1.4D+1.4L+1.4T 115.52 N/mm2 54% OK 2 Shear Stress 1.4D+1.4L+1.4T 4.94 N/mm2 4% OK 3 Shear Stress 1.4D+1.4L+1.3Ev+1.3Ey 4.32 N/mm2 3% OK Global Stable 1.4D+1.4L+1.4T 138.63 N/mm2 64% OK Deflection D+L+T 8.23 mm 85% OK 17 Normal Stress 1.4D+1.4L+1.4T 0.58 N/mm2 0% OK 2 Shear Stress 1.4D+1.4L+1.3Ev+1.3Ex- 0.。