杭州某仓库设计计算书

一、工程概况：工程处于XXXXXX大桥旁。总建筑面积达6000m2。本设计书为仓库设计计算书。二、设计主要依据:2.1国家现行设计规范、规程：《建筑结构荷载规范》（GB50009-2001）；2006版《建筑抗震设计规范》（GB50011-2001）；《中国地震动参数区划图》（GB18306-2001）；《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）；《冷弯薄壁型钢结构技术规范》（GB50018-2002）；《建筑钢结构焊接技术规程》（JGJ81-2002）；2.2建设单位提供的工程勘察报告暂缺三．设计要求四、荷载工况及组合4.1风荷载：风荷载（W）：现行《门式刚架轻型房屋钢结构技术规程》(CECS102：2002)对于风荷载的取值是以GB50009-2001为基础。本工程处于XX，XXX大桥旁，使用寿命为25年，基本风压为0.45KN/㎡，地面粗糙度为B类，而建筑物最高处相对地面高度为11m，所以取风压高度变化系数为1，风振系数取1.2。体型系数根据规范选取。4.2屋面活荷载：活载：包括屋面均布活载、检修集中荷载(M)，积灰荷载(D)，雪荷载等。其中《门式刚架轻型房屋钢结构技术规程》规定均布活载的标准值（按投影面积计算）取0.5KN/m；检修集中荷载标准值取1.0KN/m或实际值；积灰荷载与雪荷载按现行《建筑结构荷载规范》的规定采用。均布活荷载与雪荷载不同时考虑，取其中较大值（记为L））计算，积灰荷载与雪荷载、均布活载中的较大值同时考虑，检修荷载只与结构自重荷载同时考虑。4.3恒载：根据荷载规范取为0.3KN/㎡，梁柱自重程序自动计算。4.4地震作用：按GB5009-2001的规定取用，不与风荷载作用同时考虑。4.5荷载组合：根据《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)中的相关规定，考虑如下荷载组合：恒荷载组合+活荷载永久荷载效应起控制作用：1.35(活荷载)+0.7×1.4（恒荷载）可变荷载效应起控制作用：1.2(恒荷载)+1.4（活荷载）永久荷载对结构有利：1.0(恒荷载)+1.4（活荷载）（2）恒荷载+风荷载左风：1.2(恒荷载)+1.4（左风荷载）1.0(恒荷载)+1.4（左风荷载）右风：1.2(恒荷载)+1.4（右风荷载）1.0(恒荷载)+1.4（右风荷载）（3）恒荷载+活荷载+风荷载（4）恒荷载+水平地震作用（5）恒荷载+水平地震作用+风荷载（6）恒荷载+竖向地震作用（7）重力荷载+水平地震作用+竖向地震作用（8）重力荷载+水平地震作用+竖向地震作用+风荷载五．计算软件厂房部分初步设计采用PKPM-STS（2006.3版本）计算六．结构设计6.1结构形式和计算概况本仓库为单层轻型全钢结构仓库，跨30米，长96米，柱距为8米，檐口高9米，屋面坡度1/15仓库主体部分上部结构采用门式刚架结构体系，全钢结构，H形钢柱，实腹式工字形钢屋面梁，高强轻钢C型墙梁，轻型压型钢板墙面。屋面采用高强轻钢C形檩条，轻型夹芯板屋面。主体刚架钢材采用Q235钢材。屋面支撑及柱间支撑钢材采用Q235。图1模型节点、截面编号图2弯矩包络图（KN.m）图3轴力包络图（KN）图4剪力力包络图（KN）图5截面验算应力比图应力比说明：柱左：作用弯矩与考虑屈曲后强度抗弯承载力比值右上：平面内稳定应力比（对应长细比）右下：平面外稳定应力比（对应长细比）梁上：作用弯矩与考虑屈曲后强度抗弯承载力比值左下：平面内稳定应力比右下：平面外稳定应力比图6梁挠度图挠度输出说明：梁下：最大挠度值梁中：挠跨比=梁最大挠度/跨度6.2详细计算过程结构类型: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:13柱数:3梁数:9支座约束数:3标准截面总数:17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:Q235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:不验算钢结构受拉柱容许长细比:400钢结构受压柱容许长细比:500钢梁(恒+活)容许挠跨比:l/180柱顶容许水平位移/柱高:l/60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：6.00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)10.009.70(2)70.009.70(3)17.5010.20(4)62.5010.20(5)0.0010.30(6)25.0010.70(7)55.0010.70(8)32.5011.20(9)47.5011.20(10)40.0011.70(11)10.000.00(12)70.000.00(13)40.000.00----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)111(2)1310(3)122----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)51(5)68(6)74(7)810(8)97(9)109----支座约束信息----(1)11111(2)13111(3)12111----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(10)0.00(11)0.00(12)0.00(13)0.00----标准截面信息----1、标准截面类型(1)27,400,400,300,650,8.0,14.0,14.0,5(2)27,400,400,300,800,12.0,14.0,14.0,5(3)27,350,350,300,700,10.0,14.0,14.0,5(4)27,300,300,400,1200,10.0,12.0,12.0,5(5)27,300,300,400,1200,10.0,14.0,14.0,5(6)27,280,280,650,1100,6.0,10.0,10.0,5(7)27,280,280,1100,400,12.0,14.0,14.0,5(8)16,240,240,950,6.0,8.0,8.0,5(9)27,280,280,400,1200,12.0,14.0,14.0,5(10)27,280,280,1200,450,12.0,14.0,14.0,5(11)27,280,280,450,850,10.0,12.0,12.0,5(12)16,280,280,450,8.0,12.0,12.0,5(13)27,220,220,1350,650,8.0,10.0,10.0,5(14)27,240,240,950,1200,6.0,10.0,10.0,5(15)27,240,240,1200,950,10.0,14.0,14.0,5(16)27,240,240,950,1400,8.0,14.0,14.0,5(17)27,240,240,1400,950,8.0,14.0,14.0,5----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)510(2)430(3)510----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)1500(2)800(3)1400(4)600(5)800(6)800(7)1600(8)800(9)17002、标准截面特性截面号XcYcIxIyA10.000000.000000.00000E+000.00000E+000.00000E+0020.000000.000000.00000E+000.00000E+000.00000E+0030.000000.000000.00000E+000.00000E+000.00000E+0040.150000.400000.15072E-020.54065E-040.14960E-0150.150000.400000.16809E-020.63064E-040.16120E-0160.140000.437500.13601E-020.36602E-040.10730E-0170.000000.000000.00000E+000.00000E+000.00000E+0080.120000.475000.12593E-020.18449E-040.94440E-0290.000000.000000.00000E+000.00000E+000.00000E+00100.000000.000000.00000E+000.00000E+000.00000E+00110.000000.000000.00000E+000.00000E+000.00000E+00120.000000.000000.00000E+000.00000E+000.00000E+00130.000000.000000.00000E+000.00000E+000.00000E+00140.120000.537500.19482E-020.23059E-040.11130E-01150.120000.537500.28478E-020.32343E-040.17190E-01160.120000.587500.32706E-020.32305E-040.15896E-01170.120000.587500.32706E-020.32305E-040.15896E-01截面号ixiyW1xW2xW1yW2y10.00000E+000.00000E+000.00000E+000.00000E+000.00000E+000.00000E+0020.00000E+000.00000E+000.00000E+000.00000E+000.00000E+000.00000E+0030.00000E+000.00000E+000.00000E+000.00000E+000.00000E+000.00000E+0040.31741E+000.60116E-010.37680E-020.37680E-020.36043E-030.36043E-0350.32292E+000.62547E-010.42023E-020.42023E-020.42043E-030.42043E-0360.35603E+000.58405E-010.31087E-020.31087E-020.26144E-030.26144E-0370.00000E+000.00000E+000.00000E+000.00000E+000.00000E+000.00000E+0080.36516E+000.44198E-010.26511E-020.26511E-020.15374E-030.15374E-0390.00000E+000.00000E+000.00000E+000.00000E+000.00000E+000.00000E+00100.00000E+000.00000E+000.00000E+000.00000E+000.00000E+000.00000E+00110.00000E+000.00000E+000.00000E+000.00000E+000.00000E+000.00000E+00120.00000E+000.00000E+000.00000E+000.00000E+000.00000E+000.00000E+00130.00000E+000.00000E+000.00000E+000.00000E+000.00000E+000.00000E+00140.41838E+000.45517E-010.36246E-020.36246E-020.19216E-030.19216E-03150.40702E+000.43376E-010.52982E-020.52982E-020.26953E-030.26953E-03160.45360E+000.45081E-010.55670E-020.55670E-020.26921E-030.26921E-03170.45360E+000.45081E-010.55670E-020.55670E-020.26921E-030.26921E-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21112.400.001112.400.001112.400.001122.4010.001112.400.001112.400.001112.400.001112.400.001112.400.00----恒荷载标准值作用计算结果-------柱内力---柱号MNVMNV10.00102.69-10.85-105.25-87.9610.852-25.15131.46-7.06-57.45-114.977.0630.0059.9117.91173.73-45.18-17.91---梁内力---梁号MNVMNV1276.1314.4052.958.42-12.39-22.762-8.4212.3922.7686.67-10.751.943-58.7919.15-17.98-173.73-20.8843.8840.000.000.00-170.88-2.0534.115-86.6710.75-1.94-20.81-9.1026.656-101.1017.506.7358.79-19.1517.98720.819.10-26.65-331.17-7.1555.92842.3215.8531.44101.10-17.50-6.739388.6113.9060.70-42.32-15.85-31.44---恒荷载作用下的节点位移(mm)---节点号.X向位移Y向位移1-3.40.32-3.70.23-2.89.44-4.716.05-3.98.46-2.416.37-5.021.98-3.07.79-4.19.210-3.50.5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21114.000.001114.000.001114.000.001114.000.001114.000.001114.000.001114.000.001114.000.001114.000.00---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1-4.30.32-4.70.23-3.721.24-5.923.85-4.930.66-3.233.17-6.335.38-3.918.59-5.219.110-4.50.5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2113.460.00312.160.000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2111-3.900.00111-3.900.00111-2.160.00111-6.060.00111-3.900.00111-2.160.00111-3.900.00111-2.160.00111-2.160.00---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)18.3(2)18.4(3)17.8(4)19.2(5)19.9(6)17.0(7)19.0(8)17.3(9)18.2(10)18.2(11)0.0(12)0.0(13)0.0---柱内力---柱号MNVMNV10.00-124.9029.80126.24124.903.77282.18-94.7916.73113.5694.79-16.7330.00-22.318.16-22.4922.3112.79---梁内力---梁号MNVMNV1-429.833.10-64.7453.06-3.1035.512-53.063.10-35.51-103.92-3.106.27377.44-14.255.1822.4914.25-21.4140.000.000.00303.590.00-60.615103.923.10-6.27-41.13-3.10-22.97655.32-14.25-11.06-77.4414.25-5.18741.133.1022.97241.46-3.10-52.218-88.83-14.25-27.30-55.3214.2511.069-355.02-14.25-43.5388.8314.2527.30----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211-2.160.0031-3.460.000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2111-2.600.00111-2.600.00111-2.600.00111-1.300.00111-2.600.00111-2.600.00111-2.600.00111-2.600.00111-2.600.00---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)-10.6(2)-10.3(3)-11.3(4)-9.7(5)-11.1(6)-11.4(7)-9.2(8)-10.7(9)-9.8(10)-10.4(11)0.0(12)0.0(13)0.0---柱内力---柱号MNVMNV10.00-46.08-5.0952.2646.08-15.862-53.80-84.65-12.39-91.2284.6512.3930.00-37.67-36.25-188.8537.672.69---梁内力---梁号MNVMNV1-117.49-17.25-32.00-49.8817.2512.53249.88-17.25-12.53-70.9217.25-6.94319.17-5.1917.94188.855.19-37.4140.000.000.0065.230.00-13.02570.92-17.256.9454.3817.25-26.40680.85-5.19-1.53-19.175.19-17.947-54.38-17.2526.40326.0217.25-45.878-3.80-5.19-21.00-80.855.191.539-234.79-5.19-40.463.805.1921.00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:5质点重量:411.383***第1振型结构自振周期(已乘周期折减系数，单位：秒):0.685特征向量：1.000各质点的水平地震力(kN)：8.989---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)3.6(2)3.6(3)3.6(4)3.6(5)3.7(6)3.6(7)3.6(8)3.5(9)3.5(10)3.6(11)0.0(12)0.0(13)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)3.6(2)3.6(3)3.6(4)3.6(5)3.7(6)3.6(7)3.6(8)3.5(9)3.5(10)3.6(11)0.0(12)0.0(13)0.0---柱内力---柱号MNVMNV10.00-1.302.1020.351.30-2.10220.400.125.0638.81-0.12-5.0630.001.181.8317.76-1.18-1.83---梁内力---梁号MNVMNV1-20.89-0.39-1.2811.280.391.282-11.280.51-1.341.23-0.511.3439.351.01-1.12-17.76-1.011.1240.000.900.050.54-0.90-0.055-1.231.41-1.40-9.28-1.411.4060.490.11-1.18-9.35-0.111.1879.282.30-1.46-20.23-2.301.468-8.82-0.79-1.24-0.490.791.249-18.58-1.68-1.308.821.681.30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:411.383***第1振型结构自振周期(已乘周期折减系数，单位：秒):0.653特征向量：1.000各质点的水平地震力(kN)：9.382---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)-3.7(2)-3.7(3)-3.8(4)-3.8(5)-3.9(6)-3.8(7)-3.7(8)-3.7(9)-3.7(10)-3.7(11)0.0(12)0.0(13)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)-3.7(2)-3.7(3)-3.8(4)-3.8(5)-3.9(6)-3.8(7)-3.7(8)-3.7(9)-3.7(10)-3.7(11)0.0(12)0.0(13)0.0---柱内力---柱号MNVMNV10.001.36-2.19-21.24-1.362.192-21.29-0.12-5.28-40.500.125.2830.00-1.24-1.91-18.531.241.91---梁内力---梁号MNVMNV121.800.401.33-11.78-0.40-1.33211.78-0.531.40-1.280.53-1.403-9.76-1.051.1718.531.05-1.1740.00-0.94-0.06-0.560.940.0651.28-1.471.469.681.47-1.466-0.51-0.121.239.760.12-1.237-9.68-2.411.5221.122.41-1.5289.200.821.290.51-0.82-1.29919.391.761.35-9.20-1.76-1.35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=27;布置角度=0;计算长度：Lx=7.98,Ly=9.70;长细比：λx=46.6,λy=134.5构件长度=9.70;计算长度系数:Ux=0.82Uy=1.00变截面H形截面H:B1=300,B2=300,H1=400,H2=1200T1=10T2=14T3=14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MNVMNV10.00-51.6228.6950.4469.3018.2920.00-72.1630.8671.4986.8916.1230.0058.72-20.14-53.14-41.05-9.1940.0038.18-17.97-32.09-23.46-11.3650.00178.369.8495.46-160.69-9.8460.00157.8212.01116.51-143.09-12.0170.00177.231.3613.14-157.34-1.3680.00206.69-52.91-513.24-189.0252.9190.00186.16-50.74-492.19-171.4350.74100.00197.06-42.57-412.95-177.1842.57110.00268.41-36.34-352.54-250.7436.34120.00247.87-34.17-331.49-233.1434.17130.00240.26-30.98-300.46-220.3830.98140.00116.64-6.73-65.24-98.976.73150.0096.11-4.56-44.19-81.384.56160.00134.02-10.24-99.34-114.1410.24170.0073.4534.87201.51-55.77-6.68180.0052.9137.04222.56-38.18-8.85190.00139.665.57139.36-121.98-23.17200.00119.127.74160.41-104.39-25.34210.00101.78-27.88-407.20-84.1156.07220.0081.24-25.71-386.15-66.5153.90230.00167.99-57.19-469.34-150.3139.59240.00147.45-55.02-448.29-132.7237.42250.00163.50-11.32-246.50-145.8239.51260.00142.96-9.15-225.45-128.2337.34270.00229.71-40.62-308.64-212.0323.02280.00209.17-38.45-287.59-194.4420.85290.0011.7318.3040.815.949.89300.00-8.8120.4761.8623.547.72310.0077.94-11.00-21.34-60.26-6.60320.0057.40-8.83-0.29-42.67-8.77330.00-13.0344.70205.6730.712.29340.00-33.5746.87226.7248.300.12350.0097.31-4.14102.10-79.64-25.19360.0076.77-1.97123.15-62.05-27.36370.006.800.77-220.4210.8746.22380.00-13.742.94-199.3728.4744.05390.00117.15-48.07-324.00-99.4718.74400.0096.61-45.90-302.95-81.8816.57410.0050.0012.37-107.93-32.3334.62420.0029.4714.54-86.88-14.7432.45430.00160.35-36.47-211.51-142.677.14440.00139.81-34.30-190.46-125.084.97450.00-56.2333.1093.1973.9113.89460.00-76.7735.27114.2491.5011.72470.0054.11-15.74-10.39-36.44-13.59480.0033.57-13.5710.66-18.84-15.77490.00145.09-0.38-3.65-127.420.38500.00120.620.161.56-105.89-0.16510.00160.77-32.96-319.74-143.0932.96520.00134.27-27.94-271.06-119.5427.94530.00187.22-25.86-250.87-169.5425.86540.00156.31-22.03-213.66-141.5822.03550.00118.64-7.48-72.52-100.977.48560.0098.58-5.76-55.83-83.855.76考虑腹板屈曲后强度，强度计算控制组合号:8,M=0.00,N=206.69,M=-513.24,N=-189.02考虑屈曲后强度强度计算应力比=0.410抗剪强度计算控制组合号:23,V=-57.19抗剪强度计算应力比=0.123平面内稳定计算最大应力(N/mm*mm)=92.53平面内稳定计算最大应力比=0.430平面外稳定计算最大应力(N/mm*mm)=158.90平面外稳定计算最大应力比=0.739门规CECS102:2002腹板容许高厚比[H0/TW]=68.40(注：腹板高度变化=82.5mm/m>60mm/m,按不考虑受剪板幅屈曲后强度控制)翼缘容许宽厚比[B/T]=15.00考虑屈曲后强度强度计算应力比=0.410<1.0抗剪强度计算应力比=0.123<1.0平面内稳定计算最大应力<f=215.00平面外稳定计算最大应力<f=215.00腹板高厚比H0/TW=77.20>[H0/TW]=68.40*****翼缘宽厚比B/T=10.36<[B/T]=15.00压杆,平面内长细比λ=47.<[λ]=500压杆,平面外长细比λ=135.<[λ]=500构件重量(Kg)=1227.46--------------------------------------------------------------------------------钢柱2截面类型=27;布置角度=0;计算长度：Lx=11.70,Ly=11.70;长细比：λx=69.0,λy=166.6构件长度=11.70;计算长度系数:Ux=1.00Uy=1.00变截面H形截面H:B1=300,B2=300,H1=400,H2=1200T1=10T2=12