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生育室钢架计算书工程名:榕高集团生育室************PK11.EXE*****************日期:10/25/2009时间:14:15:05设计主要依据:《建筑结构荷载规范》(GB50009-2001);《建筑抗震设计规范》(GB50011-2001);《钢结构设计规范》(GB50017-2003);《门式刚架轻型房屋钢结构技术规程》(CECS102:2002);结果输出----总信息----结构类型:门式刚架轻型房屋钢结构设计规范:按《门式刚架轻型房屋钢结构技术规程》计算结构重要性系数:1.00节点总数:9柱数:3梁数:5支座约束数:3标准截面总数:9活荷载计算信息:考虑活荷载不利布置风荷载计算信息:计算风荷载钢材:Q345梁柱自重计算信息:柱梁自重都计算恒载作用下柱的轴向变形:考虑梁柱自重计算增大系数:1.20 基础计算信息:不计算基础梁刚度增大系数:1.00钢结构净截面面积与毛截面面积比:0.85门式刚架梁平面内的整体稳定性:按压弯构件验算钢结构受拉柱容许长细比:300钢结构受压柱容许长细比:180钢梁(恒+活)容许挠跨比:l/240柱顶容许水平位移/柱高:l/100抗震等级:3(钢结构为考虑地震作用)计算震型数：3地震烈度：7.00场地土类别：Ⅱ类附加重量节点数：0设计地震分组：第一组周期折减系数:0.80地震力计算方法：振型分解法结构阻尼比：0.050按GB50011-2001地震效应增大系数1.000窄行输出全部内容----节点坐标----节点号XY节点号XY节点号XY(1)0.005.65(2)37.135.65(3)11.146.21(4)25.996.21(5)20.676.47(6)18.576.58(7)0.000.00(8)37.130.00(9)20.670.00 ----柱关联号--------柱号节点Ⅰ节点Ⅱ柱号节点Ⅰ节点Ⅱ柱号节点Ⅰ节点Ⅱ(1)71(2)95(3)82----梁关联号----梁号节点Ⅰ节点Ⅱ梁号节点Ⅰ节点Ⅱ梁号节点Ⅰ节点Ⅱ(1)13(2)36(3)42(4)54(5)65----支座约束信息----(1)7111(2)9111(3)8111----柱上下节点偏心----节点号柱偏心值节点号柱偏心值节点号柱偏心值节点号柱偏心值(1)0.00(2)0.00(3)0.00(4)0.00(5)0.00(6)0.00(7)0.00(8)0.00 (9)0.00----标准截面信息----1、标准截面类型(1)27,200,200,350,600,6.0,8.0,8.0,5(2)16,200,200,300,6.0,10.0,10.0,5(3)16,200,200,350,6.0,10.0,10.0,5(4)16,200,200,350,6.0,8.0,8.0,5(5)27,200,200,650,450,8.0,10.0,10.0,5(6)27,200,200,450,650,6.0,10.0,10.0,5(7)16,200,200,650,6.0,10.0,10.0,5(8)27,200,200,650,400,8.0,8.0,8.0,5(9)27,200,200,400,650,6.0,8.0,8.0,5----柱布置截面号,铰接信息,截面布置角度-----柱号标准截铰接截面布柱号标准截铰接截面布面号信息置角度面号信息置角度(1)310(2)210 (3)410----梁布置截面号,铰接信息,截面布置角度-----梁号标准截铰接截面布梁号标准截铰接截面布面号信息置角度面号信息置角度(1)500(2)600(3)900(4)800(5)7002、标准截面特性截面号XcYcIxIyA10.100000.175000.11222E-030.10673E-040.52040E-0220.100000.150000.95109E-040.13338E-040.56800E-0230.100000.175000.13360E-030.13339E-040.59800E-0240.100000.175000.11222E-030.10673E-040.52040E-0250.100000.275000.39088E-030.13356E-040.82400E-0260.100000.275000.36607E-030.13343E-040.71800E-0270.100000.325000.53466E-030.13345E-04 0.77800E-0280.100000.262500.30176E-030.10688E-040.72720E-0290.100000.262500.27978E-030.10676E-040.62540E-02截面号ixiyW1xW2xW1yW2y10.14685E+000.45286E-010.64125E-030.64125E-030.10673E-030.10673E-0320.12940E+000.48459E-010.63406E-030.63406E-030.13338E-030.13338E-0330.14947E+000.47230E-010.76344E-030.76344E-030.13339E-030.13339E-0340.14685E+000.45286E-010.64125E-030.64125E-030.10673E-030.10673E-0350.21780E+000.40260E-010.14214E-020.14214E-020.13356E-030.13356E-0360.22580E+000.43108E-010.13312E-020.13312E-020.13343E-030.13343E-0370.26215E+000.41416E-010.16451E-020.16451E-020.13345E-030.13345E-0380.20371E+000.38338E-010.11496E-020.11496E-020.10688E-030.10688E-0390.21151E+000.41316E-010.10658E-020.10658E-020.10676E-030.10676E-03恒荷载计算...节点荷载:节点号弯矩垂直力水平力 0柱荷载:柱号荷载类型荷载值荷载参数1荷载参数20梁荷载:连续数荷载个数荷载类型荷载值1荷载参数1荷载值2荷载参数21113.600.001113.600.001113.600.001113.600.001113.600.00----恒荷载标准值作用计算结果-------柱内力---柱号MNVMNV10.0042.88-13.20-74.61-39.7013.2020.0095.175.1833.54-91.71-5.1830.0030.658.0245.34-27.88-8.02---梁内力---梁号MNVMNV174.6115.1738.9988.39 -12.739.762-88.3912.73-9.76-102.22-11.1441.513-0.567.0719.22-45.34-9.4127.454162.765.9342.040.56-7.07-19.225102.2215.23-40.19-196.30-15.6949.29---恒荷载作用下的节点位移(mm)---节点号.X向位移Y向位移18.50.229.00.2310.849.548.85.759.10.568.78.6活荷载计算...节点荷载:节点号弯矩垂直力水平力0柱荷载:柱号荷载类型荷载值荷载参数1荷载参数20梁荷载:连续数荷载个数荷载类型荷载值1荷载参数1 荷载值2荷载参数21112.160.001112.160.001112.160.001112.160.001112.160.00---活荷载标准值作用下的节点位移(mm)---节点号.X向位移Y向位移14.00.124.30.135.233.944.214.654.30.364.17.9风荷载计算...----左风荷载标准值作用----节点荷载:节点号水平力垂直力0柱荷载:柱号荷载类型荷载值荷载参数1荷载参数2110.570.00311.250.000 梁荷载:连续数荷载个数荷载类型荷载值1荷载参数1荷载值2荷载参数2111-2.270.00111-2.270.00111-1.480.00111-1.480.00111-1.480.00---节点侧向（水平向）位移(mm)---节点号δx节点号δx节点号δx节点号δx(1)1.0(2)0.7(3)-0.3(4)0.5(5)0.6(6)0.9(7)0.0(8)0.0(9)0.0---柱内力---柱号MNVMNV10.00-21.7910.2148.6521.79-7.0120.00-38.98-2.52-16.2938.982.5230.00-8.701.82-9.648.705.23---梁内力--- 梁号MNVMNV1-48.65-8.09-21.42-49.148.09-3.88249.14-8.093.8842.398.09-20.743-7.34-5.66-8.029.645.66-8.434-71.05-5.66-15.887.345.668.025-42.39-10.1219.8387.3410.12-22.93----右风荷载标准值作用----节点荷载:节点号水平力垂直力0柱荷载:柱号荷载类型荷载值荷载参数1荷载参数211-1.250.0031-0.570.000梁荷载:连续数荷载个数荷载类型荷载值1荷载参数1荷载值2荷载参数2111-1.480.00111-1.480.00111-2.270.00111-2.270.00111-2.270.00 ---节点侧向（水平向）位移(mm)---节点号δx节点号δx节点号δx节点号δx(1)-8.0(2)-8.0(3)-8.7(4)-7.7(5)-8.0(6)-8.0(7)0.0(8)0.0(9)0.0---柱内力---柱号MNVMNV10.00-12.45-0.5117.0412.45-6.5420.00-40.47-1.71-11.0840.471.7130.00-16.56-7.30-32.1716.564.09---梁内力---梁号MNVMNV1-17.04-7.15-12.11-26.297.15-4.34226.29-7.154.3446.697.15-15.3038.92-4.91-8.9632.174.91-16.334-71.13-4.91-21.06-8.92 4.918.965-46.69-8.6514.5182.208.65-19.27地震计算...-----左震动标准值作用计算结果-----地震力计算质量集中信息:质量集中节点号:1质点重量:204.144水平地震标准值作用底层剪力：7.202底层最小地震剪力(抗震规范5.2.5条):3.266各质点地震力调整系数:1.000地震力调整后剪重比：0.035***第1振型结构自振周期(已乘周期折减系数，单位：秒):0.869特征向量：1.000各质点的水平地震力(kN)： 7.202---节点侧向（水平向）位移(mm)---节点号δx节点号δx节点号δx节点号δx(1)10.3(2)10.4(3)10.5(4)10.4(5)10.4(6)10.4(7)0.0(8)0.0(9)0.0***左地震各振型叠加(SRSS)水平地震作用效应输出:---节点侧向（水平向）位移(mm)---节点号δx节点号δx节点号δx节点号δx(1)10.3(2)10.4(3)10.5(4)10.4(5)10.4(6)10.4(7)0.0(8)0.0(9)0.0---柱内力---柱号MNVMNV10.00-1.142.5714.51 1.14-2.5720.00-0.122.3114.970.12-2.3130.001.262.3213.12-1.26-2.32---梁内力---梁号MNVMNV1-14.51-1.42-1.072.621.421.072-2.62-0.22-1.13-5.750.221.133-0.241.18-1.20-13.12-1.181.204-6.94-0.02-1.260.240.021.2655.751.09-1.08-8.03-1.091.08振型参与质量系数:100.00%-----右震动标准值作用计算结果-----地震力计算质量集中信息:质量集中节点号:2质点重量:204.144 水平地震标准值作用底层剪力：7.188底层最小地震剪力(抗震规范5.2.5条):3.266各质点地震力调整系数:1.000地震力调整后剪重比：0.035***第1振型结构自振周期(已乘周期折减系数，单位：秒):0.871特征向量：1.000各质点的水平地震力(kN)：7.188---节点侧向（水平向）位移(mm)---节点号δx节点号δx节点号δx节点号δx(1)-10.3(2)-10.3(3)-10.4(4)-10.4(5)-10.3(6)-10.3(7)0.0(8)0.0(9)0.0***右地震各振型叠加(SRSS)水平地震作用效应输出: ---节点侧向（水平向）位移(mm)---节点号δx节点号δx节点号δx节点号δx(1)-10.3(2)-10.3(3)-10.4(4)-10.4(5)-10.3(6)-10.3(7)0.0(8)0.0(9)0.0---柱内力---柱号MNVMNV10.001.13-2.56-14.48-1.132.5620.000.12-2.31-14.94-0.122.3130.00-1.25-2.32-13.091.252.32---梁内力---梁号MNVMNV114.481.421.06-2.62-1.42-1.0622.620.221.125.74-0.22-1.1230.24-1.181.2013.091.18-1.2046.930.021.25-0.24 -0.02-1.255-5.74-1.091.088.011.09-1.08振型参与质量系数:100.00%荷载效应组合计算...-----荷载效应组合及强度、稳定、配筋计算-------------------------------------------------------------------------------------钢柱1截面类型=16;布置角度=0;计算长度：Lx=14.83,Ly=3.00;长细比：λx=99.2,λy=63.5构件长度=5.65;计算长度系数:Ux=2.62Uy=0.53截面参数:B1=200,B2=200,H=350,Tw=6,T1=10,T2=10轴压截面分类:X轴:b类,Y轴:c类验算规范:门规CECS102:2002柱下端柱上端组合号MNVMNV10.0020.95-1.55-21.41-17.136.0320.0012.371.09-6.49-9.193.3930.0034.03-16.56-65.67 -30.216.6940.0025.45-13.92-50.75-22.274.0550.0050.67-15.30-86.42-46.8515.3060.0042.09-12.66-71.50-38.9112.6670.0057.34-17.44-98.54-53.0417.4480.0079.73-25.59-144.60-75.9125.5990.0071.15-22.95-129.68-67.9722.95100.0077.68-24.65-139.27-73.3824.65110.0080.75-25.40-143.49-76.9325.40120.0072.18-22.76-128.57-69.0022.76130.0078.40-24.51-138.49-74.1024.51140.0049.65-15.49-87.53-45.8315.49150.0041.07-12.85-72.61-37.8912.85160.0056.62-17.58-99.32-52.3217.58170.0032.36-6.72-45.55-28.559.41180.0023.79-4.08-30.63-20.616.77 190.0040.21-15.72-72.11-36.399.80200.0031.64-13.08-57.19-28.467.16210.0061.42-17.01-103.73-57.6019.70220.0052.85-14.37-88.81-49.6617.06230.0069.27-26.02-130.29-65.4520.10240.0060.70-23.38-115.36-57.5117.46250.0062.45-16.82-102.62-58.6319.51260.0053.87-14.18-87.70-50.6916.87270.0070.30-25.82-129.17-66.4819.90280.0061.72-23.18-114.25-58.5417.26290.0031.34-6.91-46.66-27.529.60300.0022.76-4.27-31.74-19.586.96310.0039.19-15.92-73.22-35.3710.00320.0030.61-13.28-58.30-27.437.36330.0020.40-1.16-19.24-16.585.65340.0011.821.48-4.32 -8.643.01350.0033.48-16.17-63.50-29.666.30360.0024.90-13.53-48.58-21.723.66370.0040.74-8.37-59.96-36.9212.86380.0032.16-5.73-45.04-28.9810.21390.0053.82-23.38-104.22-50.0013.51400.0045.24-20.74-89.30-42.0610.87410.0041.45-8.23-59.18-37.6312.72420.0032.88-5.59-44.26-29.6910.08430.0054.54-23.24-103.44-50.7213.38440.0045.96-20.60-88.52-42.7810.73450.0019.68-1.30-20.02-15.865.79460.0011.101.34-5.10-7.923.14470.0032.76-16.31-64.28-28.946.44480.0024.19-13.67-49.35-21.003.80490.0049.65-12.28-69.33-45.8212.27 500.0041.13-9.68-54.63-37.949.67510.0065.05-23.36-132.00-61.2323.36520.0054.45-20.02-113.14-51.2720.02530.0065.49-23.28-131.52-61.6723.28540.0054.82-19.95-112.74-51.6419.95550.0049.20-12.36-69.81-45.3812.36560.0040.76-9.74-55.03-37.579.74考虑腹板屈曲后强度，强度计算控制组合号:8,M=0.00,N=79.73,M=-144.60,N=-75.91考虑屈曲后强度强度计算应力比=0.749抗剪强度计算控制组合号:23,V=-26.02抗剪强度计算应力比=0.073平面内稳定计算最大应力(N/mm*mm)=224.28平面内稳定计算最大应力比=0.723平面外稳定计算最大应力(N/mm*mm)=207.24平面外稳定计算最大应力比=0.669门规CECS102:2002腹板容许高厚比[H0/TW]=206.33翼缘容许宽厚比[B/T]=12.38考虑屈曲后强度强度计算应力比=0.749<1.0抗剪强度计算应力比=0.073<1.0平面内稳定计算最大应力
