钢结构计算书

1、精选优质文档-倾情为你奉上框架内力与构件截面计算1设计依据的规范及规定1.1 毕业设计任务书。1.2 国家有关的设计规范及规程。2设计尺寸与标高设计图均以毫米为单位，标高均以米为单位。3钢结构材料3.1钢材：钢材选用Q-345BF，其屈服强度为310KN/mm2 钢材的化学成分和力学性质能符合GB-800-98及有关标准的求。3.2焊接材料:采用E43XX型焊条。3.3普通螺栓应按GB5780-98选购。3.4本工程选用的H型钢选HN500×200×10×16 HM600×300×12×20C型钢选C220×70×

2、20×2.54制作与安装4.1钢结构的制作与安装：施工及验收应符合GB50205-98(钢结构工程施工及验收规范)4.2焊缝质量的检验等级：钢梁，钢柱为二级，其于次要构件为三级。4.3所有需要拼接的构件一律要用等强拼接，上，下翼缘和腹板的拼接焊缝位置错开并避免与加劲肋重合。腹板拼接焊缝与它平行的加劲肋至少相距200mm,腹板拼接与上，下翼缘拼接焊缝至少相距200mm.4.4所有构件在制作过程中应力求尺寸及空洞位置的准确性，以利于现场的安装与焊接，设计中凡是未注明的焊缝均为满焊，焊缝高度6mm。结构计算书1、 确定梁柱尺寸 柱： hc =(1/18 1/25)H=(1/18 1/25)

3、 ×21.775×10³=870 1200mm, hc/bc=3 bc=1200/3=400mm 梁：hb=(1/8 1/15)L=(1/8 1/15) ×7.2×10³=900 480mm bb=(1/2.5 1/5)hb=200 100mm主梁：b×h=500×200 次 梁 ： b×h=400×150边柱：b×h=1000×400 中间柱 ： b×h=800×4002. 荷载汇集框架计算简图 图12.1均布荷载 屋面：1.308×7.2+0

4、.89=10.3 KN /m 楼面：10.24×7.2+0.89=74.61 KN /m 底层：74.61 KN /m2.2集中荷载 屋面：梁重6.408 KN /m 楼面：H轴：纵梁+墙重+檩条 =6.408+4.86+1.87=13.14 KN /m D轴：纵梁+幕墙+檩条=6.408+16.32+1.87=24.6KN /m 底层：H轴：13.14 KN /m D轴：24.6KN /m2.3水平荷载作用下结构内力与侧移W0: 0.5 KN/m2 s:0.74 z : 1.0风振高度系数：0.746层： F3 = 0.5×1.4×1.0×0.74&#

5、215;3.6×3.6/5=1.34KN6层： F3 = 0.5×1.4×1.0×0.74×3.6×3.6/4=1.68KN4层： F3 = 0.5×1.4×1.0×0.74×3.6×3.6/3=2.24KN3层： F3 = 0.5×1.4×1.0×0.74×3.6×3.6/2=3.36KN2层: F2 = 0.5×1.4×1.0×0.74×3.6×3.6=6.71 KN1层: F1 =

6、 0.5×1.4×1.0×0.74×3.6×(3.6+3.775)/2=6.87KN图2 框架楼面处集中风荷载值2.4 地震荷载作用下水平结点荷载梁 柱线刚度计算 Ec =2.06×105N/mm²2.4.1 承重梁线刚度 ic = Ec Ix /l=2.06×105 ××104 /7200=13.67×103 KN·m2.4.2 底层柱线刚度 id = Ec Ix /l=2.06×105 ××104 /5600=43.4×103 KN

7、·m 2.4.3 标准层柱线刚度 id = Ec Ix /l=2.06×105 ××104 /4500=54×103 KN·m 表1 2-6层D计算： 柱D中柱边柱K=il13.6×4= 0.50613.6×2= 0.2532ix54×254×2a = K0.506= 0.2530.253= 0.112 + K2.5062.253D =aiZ×R6460 KN/m3520 KN/mh2 D = 6460×3 + 3520×2 =26420 KN/m 表2 底层D值计

8、算： 柱D中柱边柱K=il13.6×2= 0.62913.67= 0.3142x43.443.4a =0.5 + K0.5 + 0.63= 0.4290.5 + 0.31= 0.3512 + K2 + 0.632 + 0.31D =aiZ×R7120 KN/m5820 KN/mh2 D = 7120×3 + 5820×2 =33000 KN/m 3、 内力计算及组合3.1水平地震作用下横向框架结构内力计算框架结构内力计算采用D值法，其中D和D取自 横向柱侧移刚度 D值，层间剪力取自地震剪力。具体的柱剪力和弯矩计算过程及结果见下表 横向水平地震作用下框架柱

9、剪力和柱弯矩标准值 柱层次H（m）Vi（KN）Di（KN/m）D（KN/m）D/DiVik（KN）K yiM下（KN.m）M 上（KN.m）边柱63.0425.92179.70.048420.611.2560.3622.2639.5753.0784.02179.70.048437.951.2560.4146.6867.1743.01082.52179.70.048452.391.2560.4570.7386.4433.01321.62179.70.048463.971.2560.4688.28103.6323.91519.1164590.049575.201.6330.5046.64146.6

10、415.151665.0179430.055692.572.1560.55262.20214.53中柱63.0425.9534900.118850.601.9160.3959.2092.6053.0784.0534900.118893.141.9160.45125.74153.6843.01082.5534900.1188128.601.9160.45173.61212.1933.01321.6534900.1188157.011.9160.49230.80240.2323.91519.1411050.1237187.912.4880.50252.66252.6615.151665.04127

11、60.1280213.123.2860.55327.37286.25 梁端弯矩及剪力及柱轴力的计算过程见下表。水平地震作用下横向框架框架的弯矩图梁端剪力图以及柱轴力图如图所示。 地震作用下框架梁端弯矩剪力及柱轴力计算 层次边梁A-C梁C-E边梁E-HL（m）M左（KN.m）M右（KN.m）Vb（KN）L（m）M左（KN.m）M右（KN.m）Vb（KN）L（m）M左（KN.m）M右（KN.m）Vb（KN）66.039.5770.8118.403.921.7923.4311.596.669.1739.5716.4856.089.43117.5234.493.936.1638.8819.246.61

12、14.8089.4330.9446.0133.12162.3349.243.949.8653.6826.556.6158.51133.1244.1936.0174.36183.7859.693.956.4560.7830.066.6179.45174.3653.6126.0234.92280.3185.873.986.1192.7045.856.6273.72234.9277.0716.0361.17377.8423.173.9116.07124.9661.806.6368.95361.17110.62柱 轴 力层次A轴柱（KN）C轴柱（KN）E轴柱（KN）H轴柱（KN）6-18.406.81

13、-4.8916.485-52.8922.06-15.6947.424-102.1344.75-34.2391.613-188.0074.38-57.78148.222-273.87114.40-89.00222.291-297.04153.04-137.82332.913.2风荷载作用下横向框架内力计算 风荷载作用下仍以抽线作为计算单元，计算框架结构的内力。具体的柱剪力和弯矩计算过程及结果见下表；梁端弯矩、剪力及柱抽力计算过程见下表。 风荷载作用下框架柱剪力和柱弯矩标准值 柱层次H（m）VI（KN）DI（KN/m）D（KN/m）D/DIVik（KN）KyiM下（KN.m）M 上（KN.m）边柱

14、63.04.321.7970.14480.621.2560.360.671.1953.08.7421.7970.14481.271.2560.411.562.2543.012.921.7970.14481.871.2560.452.523.0933.017.0621.7970.14482.471.2560.463.414.0023.921.84164590.14303.121.6330.506.086.0815.1527.76179430.16004.442.1560.5512.5810.29中柱63.04.3534900.35521.531.9160.391.792.8053.08.7453

15、4900.35523.101.9160.454.195.1243.012.9534900.35524.581.9160.456.187.5633.017.06534900.35526.061.9160.498.919.2723.921.84411050.35707.802.4880.5015.2115.2115.1527.76412760.368010.223.2860.5528.9523.68 风荷载作用下框架梁端弯矩、剪力及柱抽力计算 层次边梁A-C梁C-E边梁E-HL（m）M左（KN.m）M右（KN.m）Vb（KN）L（m）M左（KN.m）M右（KN.m）Vb（KN）L（m）M左（KN.

16、m）M右（KN.m）Vb（KN）66.01.192.1420.63.90.6580.710.356.62.091.190.5056.02.923.921.143.91.201.300.646.63.822.921.0246.04.655.781.743.91.781.910.956.65.654.651.5636.06.527.092.273.92.182.351.166.66.926.522.0426.09.4911.643.523.93.573.851.906.611.369.493.1616.016.3718.125.753.95.565.992.966.617.6916.375.16柱

17、 轴 力层次A轴柱（KN）C轴柱（KN）E轴柱（KN）H轴柱（KN）6-0.860.25-0.150.505-2.000.75-0.531.524-3.741.54-1.413.083-6.012.65-2.675.122-9.534.27-4.878.281-15.287.06-7.0713.44风荷载作用下横向框架的弯矩图、梁端剪力图以及柱轴力如图所示。 恒荷载布置图恒荷载作用下弯矩图恒荷载作用下剪力图3.3横向框架内力计算 竖向荷载作用下框架的内力采用弯矩分配法计算。由于该框架结构和荷载均对称，故计算时可用半框架。梁端和柱端弯矩计算后，梁端剪力可根据梁上竖向荷载引起的剪力和梁端弯矩引起的

18、剪力相叠加而得到；柱轴力可由梁端剪力和节点集中荷载叠加得到。 将框架梁视为两端固定梁计算固端弯矩，其计算结果见表。框架梁固端弯矩计算边跨A-C中间跨C-E边跨E-H均布荷载（KN/m）L（m）M=ql2/12（KN.m）均布荷载（KN/m）L（m）M=ql2/12（KN.m）均布荷载（KN/m）L（m）M=ql2/12（KN.m）21.38664.1419.573.924.821.386.677.6116.39649.1714.643.918.5616.396.659.5014.97644.9112.603.915.9714.976.654.341.865.401.803.92.281.806

19、.66.537.2621.607.23.99.137.206.626.1412.6637.8012.63.915.9712.66.645.74 在AC跨上，梁L-1重量为8.5KN，则作用于AC跨上的集中力大小为G×1/4=2.13KN。又3-4层的厨房为现浇板，所以其荷载形式为三角形，其值为1.2×3.9=4.68KN/m，3-6层为梯形荷载，具体形式及数字见图10. 分配系数计算比如边柱A顶层节点的分配系数为： 下柱 梁 其他节点的分配系数见图3.12和图3.14。 传递系数：远端固定，传递系数为1/2，远端滑动铰支，传递系数为-1。 弯矩分配计算恒荷载作用下，框架的弯

20、矩分配计算见图，框架的弯矩图见图；活荷载作用下，框架的弯矩计算见图，框架的弯矩图见图。在竖向荷载作用下，考虑框架梁端的塑性内力重分布，取弯矩调幅系数为0.8。 弯矩分配计算恒荷载作用下，框架的弯矩分配计算见图12，框架的弯矩图见图13；活荷载作用下，框架的弯矩计算见图14，框架的弯矩图见图15。在竖向荷载作用下，考虑框架梁端的塑性内力重分布，取弯矩调幅系数为0.8。调幅后，恒荷载及活荷载弯矩图见图3.13和图3.15中括号内数值。端剪力及柱轴力计算梁端剪力： V=Vq+Vm式中 Vq梁上均布荷载引起的剪力，Vq=1/2ql； Vm梁端弯矩引起的剪力，Vm=（M左-M右)/2。柱轴力： N=V+

21、P式中 V梁端剪力； P节点集中力及柱重。恒荷载作用下梁端剪力及柱轴力 层次荷载引起的剪力弯矩引起的剪力总剪力边跨AC中间跨边跨EH边跨AC中间跨边跨EH边跨AC中间跨CE边跨EHVq左=Vq右Vq左=Vq右Vq左=Vq右Vm左=-Vm右Vm左=Vm右Vm左=-Vm右V左V右V左V右V左V右664.1438.1670.55-2.98-0.462.9361.1667.1237.738.6273.4867.62（-2.39）（-0.37）(2.34)61.7566.5337.7938.5372.8968.21549.1728.5554.09-1.01-0.130.9548.1650.1828.42

22、28.6855.0453.14（-0.81）（-0.11）(0.76)48.3649.9828.4428.6654.8553.33449.1728.5554.09-1.24-0.171.1847.9350.4128.3828.7255.2752.91（-0.99）（-0.14）(0.94)48.1850.1628.4128.6955.0353.15349.1728.5554.09-1.27-0.170.3047.950.4428.3828.7254.3953.79（-1.02）（-0.14）(0.24)48.1550.1928.4128.6954.3353.85249.1728.5554.09

23、-1.41-0.191.3647.7650.5828.3628.7455.4552.73（-1.13）（-1.15）(1.09)48.0450.3028.4028.755.1853.00144.9124.5759.40-1.59-0.251.5643.3246.5024.3224.8250.9647.84（-1.27）（-0.20）(1.25)43.6446.1819.4624.7750.6548.15层次边柱AC轴柱E轴柱边柱HN顶N底N顶N底N顶N底N顶N底661.7579.76104.91126.78122.10133.9772.8990.905180.10198.11225.43247

24、.30232.36254.23197.73215.744274.51192.52346.15368.02352.89374.76298.99317.003368.89386.90466.90488.77472.54494.41399.55417.562463.16486.57587.78616.21593.27621.70500.96518.971564.91595.82696.17733.71706.62744.16609.72627.73 活荷载作用下梁端简力及柱轴力（KN） 层次荷载引起的剪力弯矩引起的剪力总剪力边跨AC中间跨边跨EH边跨AC中间跨边跨EH边跨AC中间跨CE边跨EHVq左

25、=Vq右Vq左=Vq右Vq左=Vq右Vm左=-Vm右Vm左=Vm右Vm左=-Vm右V左V右V左V右V左V右65.403.515.94-0.13-0.020.135.275.533.493.536.075.81（-0.11）（-0.01）(0.10)5.295.513.483.526.045.84521.6014.0423.76-1.63-0.080.6020.9722.2313.9614.1224.3623.16（-0.51）（-0.07）(0.48)21.0922.1113.9714.1124.2422.28421.6014.0423.76-0.57-0.070.5421.0322.1713

26、.9714.1124.3023.22（-0.46）（-0.06）(0.42)21.1422.0613.9814.1024.1823.34321.6014.0423.76-0.56-0.070.5321.0422.1613.9714.1124.2923.23（-0.45）（-0.06）(0.43)21.1522.0513.9814.1024.1923.33221.6014.0423.76-0.53-0.051.2021.0722.1313.9914.0924.9622.56（-0.43）（-0.04）(0.96)21.1722.0314.0014.0824.7222.80137.824.5741

27、.58-1.62-0.241.5536.1839.4224.3324.8143.1340.03（-1.29）（-0.19）(1.24)36.5139.0924.3824.7642.8240.34层次边柱AC轴柱E轴柱边柱HN顶=N底N顶=N底N顶=N底N顶=N底65.299.029.605.84526.3845.0247.9228.09447.5281.1686.3351.43368.67117.30124.7374.76289.84166.30163.7897.561128.93230.1231.72137.903.4横向框架内力组合（1）结构抗震等级 由抗震规范表6.1.2确定，工程框架结

28、构的抗震等级为三级。（2） 框架梁内力组合 根据荷载规范第3.2.4条，对于框架结构的基本组合和抗震规范第5.4.1条的结构构件地震作用效应和其他荷载效应的基本组合，可考虑以下三种内力组合，即 1.2SGK+1.4SQK； 1.2SGK+0.9×1.4×（SQK+SWK）； 1.2SGE+1.3SEK=1.2×（SGK+0.5SQK）+1.3SEK。 由于1.2SGK+1.4SQK这种内力组合与考虑地震作用的组合相比一般都较小，对结构设计不起控制作用，故不予考虑。 在恒荷载和活荷载竖向荷载组合时，跨间Mmax可近似取跨中的弯矩代替，即 Mmax=1/8ql2-（M

29、左+M右）/2式中M左、M右梁左、右端弯矩，若跨中弯矩小于1/16ql2，则应取M=1/16ql2。对于竖向荷载与地震作用组合时，跨间最大弯矩MGE采用数解法计算，如图所示。 框架梁内力组合图对Vc作用点取矩知： VA=ql/2-1/l×（MGC-MGA+MEA+MEC)X处截面弯矩为， M=VA-qx2/2- MGA+ MEA由dM/dx=0，知跨间Mmax的位置为： x1=VA/q。则跨间最大弯矩为： Mmax= MGE=VA2/2q- MGA+ MEA=qx2/2- MGA+ MEA。当右震时，公式中MEA、MEC反号，MGE及x1的具体数值见下表。MGE及x1值计算位置层次1

30、.2（SGK+0.5SQK)1.3SEKq(KN/m)l(m)VA（KN）x1(m)MGE（KN.m）MGA（KN.m）MGC（KN.m）MEA（KN.m）MEC（KN.m）边跨（AC）646.2663.8251.4492.0526.74653.38101.211.9963.7858.45793.83553.0160.63116.26152.7823.99625.86115.541.0784.8277.188108.96450.959.68173.06211.0323.9966.492134.520.2715.61123.04153.2350.659.56226.67238.9123.996-

31、7.12148.07-0.306.17176.07179.41249.9259.58305.4364.423.996-41.3181.99-1.727.59255.48304.8147.8461.65469.52491.1925.526-85.9234.38-3.369.18421.68429.56中间跨（CE）626.6328.4128.3330.4624.563.932.3662.511.3182.5523.0224.59522.2122.8547.0150.5421.893.917.5167.5340.8003.0931.80234.957422.4923.2764.8269.7821.

32、893.97.97376.9980.3643.5243.78248.111322.5423.3273.3979.0121.893.93.40981.5620.1563.7351.11556.021222.6123.46111.94120.5121.893.9-17.1102.07-0.784.6689.33697.05124.1427.44150.89162.4522.683.9-37.0123.72-1.635.46126.75135.00边跨（EH）676.8657.8889.9251.4426.746.669.7112.542.6074.21103.970.035573.0765.141

33、49.24116.2623.996.640.14120.61.6735.03109.7580.803471.8552.2206.06173.0623.996.624.7139.591.035.82146.93128.19365.9262.31233.29226.6723.996.610.02149.40.4186.23169.46166.02271.7759.36355.84305.423.996.6-19.1181.24-0.807.55284.07212.74174.1959.36479.64469.5225.526.6-57.3230.3-2.259.02405.45410.17注：当x

34、1>l或x1<0时，表示最大弯矩发生在支座处。应取x1=或x1=0，用M=VAx-qx2/2- MGA+（-）MEA计算MGE。对于竖向荷载与风荷载组合时，同样可以采用数解法求出跨间最大弯矩MGW，具体的MGW及x1的数值见表18，表中VA 、x1、MGW均有两组数值。（3）框架柱内力组合框架柱取每层柱顶和柱底两个控制截面。组合时，根据荷载规范4.1.2条的规定，考虑满荷载按楼层的折减系数，具体的系数见荷载规范表4.1.2。MGW及x1值计算位置层次1.2（SGK+0.5SQK)1.3SEKq(KN/m)l(m)VA（KN）x1(m)MGE（KN.m）MGA（KN.m）MGC（KN

35、.m）MEA（KN.m）MEC（KN.m）边跨（AC）648.9766.941.502.7027.92680.0781.472.872.9267.3368.38562.7572.373.684.9428.74683.1886.052.892.9961.3062.40460.9571.545.867.2828.74682.2786.652.863.0162.6563.80360.771.458.228.9328.74681.5787.292.843.0463.2863.63260.371.6411.9614.6728.74679.8988.772.783.0962.7064.83162.7381

36、.6720.6322.8333.84691.12105.62.693.1280.5881.43中间跨（CE）627.8329.640.830.8925.753.949.3150.191.911.9520.2120.25527.4427.931.511.6426.643.951.0152.631.911.9822.9223.04427.3728.32.242.4126.643.950.5252.91.91.9922.7722.92327.4128.332.752.9626.643.950.2553.181.892.0022.7322.91227.4528.444.504.8526.643.949

37、.354.091.852.0322.6622.97133.0034.877.017.55313.956.2463.71.812.0525.0225.45边跨（EH）680.6560.462.631.5027.926.694.5795.823.393.4382.1481.148587.1877.164.813.6828.746.695.0797.653.313.474.8973.891482.5175.0210.95.8628.746.693.4498.523.253.4380.2875.44380.2274.758.728.2228.746.693.1098.243.243.4279.3178

38、.962110.9969.7114.3111.9628.746.697.12105.13.383.6667.466.79198.1777.9622.2920.6333.846.6108.2121.23.203.5897.2096.72 横向框架梁内力组合表层次截面位置内力GKQKWKEK.GK+.QK.GK+.（QK+WK）.（GK+.QK）+.EK6层右-36.5-4.161.19639.57-49.54-47.47-50.475.18-97.70V61.755.290.618.481.5181.52101.19左-50.81-4.7472.142770.81-67.61-69.64-64.

39、25-155.8728.24V66.535.510.618.487.5587.54107.06右-21.29-1.8160.658621.79-28.08-27.00-28.661.69-54.96V37.73.490.3511.5950.1350.07862.40E左-22.74-1.8770.71723.43-29.91-30.54-28.75-58.872.05V38.623.530.3511.5951.2951.23363.53E右-61.18-5.7462.09669.17-81.45-78.02-83.2813.06-166.78V73.486.070.516.4896.67496

40、.454113.2H左-45.7-5.0671.19739.57-61.92-62.72-59.72-109.32-6.44V67.625.810.5016.4889.2889.10106.05跨中AC42.33.6855.9167.3368.3858.4693.83CE5.57.1516.6120.2120.2523.0224.59EH50.24.466.4025.0225.45103.9070.034层右-34.8-15.2364.656133.12-63.08-55.09-66.81122.16-223.95V47.9322.141.7449.2488.51287.605134.812左

41、-40.74-17.9875.787162.33-74.06-78.83-64.26-270.71151.353V50.4122.171.7449.2491.5390.619137.81右-15.05-7.3961.78649.86-28.41-25.13-29.6142.324-87.312V28.3813.980.9526.5553.62852.86876.959E左-15.58-7.6276.91753.68-29.36-37-19.59-93.05246.516V28.7214.10.9526.5554.20453.42777.439E右-49.06-21.6365.656158.51

42、-89.15-79.01-93.24134.21-277.91V55.2724.31.5644.19100.3498.91138.351H左-42.82-18.7674.657133.12-77.65-80.88-69.16-235.7110.42V52.9123.341.5644.1996.1794.866134.94跨中AC23.115.849.8462.6563.80123.04153.20CE1.71.494.1322.7722.9243.7848.11EH31.819.0164.7780.2875.44146.93128.192层右-33.74-15.7269.496234.92-6

43、2.5-48.34-72.25255.48-355.32V48.0421.173.5285.8787.28688.757181.981左-40.51-18.28711.647280.31-74.2-86.31-56.98-423.98304.823V50.5822.133.5285.8791.67893.015185.61右-15.18-7.3363.57686.11-28.48-22.95-31.9589.329-134.56V28.36141.9045.8553.63254.066102.037E左-15.78-7.5473.85792.70-29.49-33.29-23.59-143.9797.05V28.7414.091.945.8554.21454.635102.55E右-48.79-22.03611.366273.72-89.39-71.99-100.6284.07-427.6V55.4524.963.1677.07101.48101.97181.70