m钢烟囱计算书

m钢烟囱计算书4、筒体截面参数................................................................14、钢烟囱位移结果.............................................................1、设计资料1.1基本设计资料烟囱总高度H=60.300m烟气温度T=95.00℃gas烟囱底部高出地面距离:0mm夏季极端最高温度T=40.00℃sum冬季极端最低温度T=-4.00℃win最低日平均温度T=-5.00℃win烟囱日照温差△T=20.00℃基本风压=0.55kN/m20瞬时极端最大风速:34.00(m/s)地面粗糙度:B类烟囱筒体几何缺陷折减系数=0.50烟囱安全等级:二级抗震设防烈度:7度(0.10g)设计地震分组:第一组建筑场地土类别:Ⅱ类筒壁腐蚀厚度裕度:2.00mm衬里起始高度:0.00m设置破风圈:设置破风圈:是烟囱筒身分节参数表(1)是否计算抽力:否1.2材料信息使用部位使用部位号1筒壁钢材1.3几何尺寸信息烟囱总分段数:18材料名称S31603最高使用温度(℃)密度7850.00导热系数58.150烟囱筒身分段参数表编号0123456789烟囱总截面数:标高(m)60.3050.3043.5041.5938.9137.1235.3232.8230.8229.0226.3024.3022.0020.500-0.00烟囱筒壁外直径4000.004000.004000.004000.004000.004000.004000.004000.004000.004000.004000.004000.004000.004000.004000.004000.00分段高度-----6.80.68.50.00.72.00.30.00.900截面号0123456789标高0.300043.5041.5912222.02.30.30.00.500009.40烟囱筒壁外直径(mm)4000.004000.004000.004000.004000.004000.004000.004000.004000.004000.004000.004000.004000.004000.004000.00分节高度(m)-----.000.0006.8002.6802.5002.0002.7202.0002.3002.0002.9004.395筒壁厚度(mm)坡度0.0000.0000.0000.0007.7430.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.000-.004000.004000.00.605.8000.0000.000烟囱筒身分节参数表(2)截面编号56789标高911232828229.0226.3024.3022.0020.50009.40-0.00量(kN)8.008.008.0035.0075.0038.008.008.4038.000.008.40载(kN)0.000.000.000.000.000.000.000.000.000.000.000.000.000.00洞口数量00000000000010洞口状矩形矩形矩形矩形矩形矩形矩形矩形矩形矩形矩形矩形矩形洞口000000000000-----0洞口000000000000-----0洞口直径(mm)-----------------------------------------------------------------是否设置爬梯:否1.4烟囱底座设计参数烟囱底板材料:Q235(B)烟囱底板内径D1:3000.00mm烟囱底板外径D2:5000.00mme地脚螺栓材料:Q235(B)地脚螺栓数量n:20c4.0mm2地脚螺栓中心线直径D3:4500mm筋板材料:Q235(B)筋板高度hj:600.00mm盖板材料:Q235(B)盖板类型:环形盖板是否有垫板:否2、计算依据《钢结构设计手册》(第三版)《钢结构连接节点设计手册》(第二版)3、筒体自重计算截面编号0123456789合计筒身自重表格(1)标高(m)60.3055.3050.3043.5041.5938.9137.1235.3232.8230.8229.0226.3024.3022.0020.509.40.80-0.00--筒身自重表格(2)重量(kN)0.0025.9325.9335.2631.0020.8220.8228.9126.9724.2836.6826.9731.0223.1127.7330.8144.6864.5886.3558.54688.81截面编号0123标高60.3055.3050.3043.50量(kN)0.000.000.000.00破破风圈重----.34.344.54本节总重量(kN)0.00每节根部重量(kN)0.00456789合计41.59.91.12.32.82.8229.0226.3024.3022.0020.509.40-0.00--筒身总重量G=.008.008.008.005.00.008.008.008.408.00.00.00.008.40264.80.93.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00=967.03kN44886、动力特征计算前五阶自振周期分别为:T=0.7670s1T=0.2147s2T=0.0867s3T=0.0427s4T=0.0281s5前五阶振型相对位移计算结果标高(m)60.3055.3050.3043.5041.5938.9137.1235.3232.8230.8229.0226.3024.3022.0020.509.400-0.00第一振型0.86450.73260.57280.53420.48140.44650.41220.36560.32950.29780.25170.21950.18440.16280.13810.11250.07920.03840.00660第二振型0.58470.2107-0.0997-0.1307-0.1619-0.1784-0.1911-0.2019-0.2050-0.2040-0.1961-0.1857-0.1696-0.1572-0.1409-0.1215-0.0920-0.0492-0.00940第三振型0.1394-0.4989-0.6425-0.5407-0.3782-0.2664-0.1553-0.00840.09840.18360.28710.34070.37640.38500.38150.36090.30510.18480.03940第四振型-0.3018-0.8153-0.1898-0.03120.13750.22120.27380.28790.25050.18580.0486-0.0656-0.1906-0.2603-0.3256-0.3692-0.3743-0.2712-0.06610第五振型-0.6062-0.59440.70890.64910.43190.25770.0785-0.1393-0.2577-0.3082-0.2802-0.1930-0.04870.05490.17330.28130.36950.32800.090907、风荷载计算7.1横向风振判断Vcr1Vcr1=T2=0.7670×0.20=26.08m/s式中D-----2H/3高度处烟囱的外直径2/3R=69000VD=69000×26.08×4.00=7.20×106ecr12/3Re≥1.2×V>VHcr1需要考虑横风向风荷载已经设立破风圈，不考虑横风向作用7.2风荷载标准值计算顺风向风压时风荷载计算结果标高60.3055.3050.3043.5041.5938.9137.12Ro0000200020002000zB5555000v22222220232952R10.860.720.550.500.440.40Bz0.870.770.660.530.980.90z2.332.182.012.662.492.37k40661555.322.820.8229.0226.3024.3022.0020.509.40-0.00000000000000000000000000000000000000000000222222222222229418406418366-0.36.31.27.24.20.17.14.12.10.08.05.02.01.01.83.74.66.60.50.43.37.33.28.23.17.09.03.0326120177911362614400注：R——筒身截面外半径(mm)07.3风弯矩标准值计算风荷载及风弯矩标准值计算结果标高(m)60.3055.3050.3043.50Qi--27.1924.6429.51Mwki--41.598.9122.257.125.329.462.8200.829.02029.02426.3024.30.9722.0020.504.4441584.9745164923.649.408.574869.47-0.00.158643注:1、Q表示作用于每一节中心处的集中风荷载,单位为kNiwkiii7.4考虑瞬时极端最大风速时的风荷载计算(只计算顺风向风压)瞬时极端最大风速时风荷载计算结果标高60.3055.3050.3043.5041.5938.91Ro000020002000zB555500v222222023295R2.012.012.012.012.012.0110.860.720.550.500.44Bz0.870.770.660.530.98z2.382.222.052.732.54k4298447.125.322.820.8229.0226.3024.3022.0020.509.40-0.0000000000000000000000000000000000000000000000022222222222222229418406418366-0010101010101010101010101010101.40.36.31.27.24.20.17.14.12.10.08.05.02.01.01.90.83.74.66.60.50.43.37.33.28.23.17.09.03.0342311605216561126811833风荷载标准值计算结果标高(m)60.3055.3050.3043.5041.5938.91Qi--36.4532.9939.4520.2729.89Mwki--627.125.32962.82790.8229.0226.30411624.309.30460122.009.7820.50.61049.765948.809.408685-0.008.09注:1、Q表示作用于每一节中心处的集中风荷载,单位为kNiwkiii00.0.368、地震作用及内力计算地震作用下的剪力(kN)标高60.3第四振标高60.3第四振型第一振型4.3859.0221.3923.6324.7325.6726.4127.0228.0428.63第五振型0.31-0.07-0.50第二振型-2.93-6.35第三振型0.15-1.74-3.12-4.41-5.177070322.2424.7926.1527.4128.5229.5031.4232.71055.3-0.24050.30.920.920.730.36043.5-7.21-0.0-7.21041.50.300.0.300.610.770.820.640.09-0.35-0.59-0.75-0.78-0.74-0.50-0.22938.9-5.42137.1-4.39235.3-3.14--3.14-0.60536.3289.33232.8-5.73--5.73-4.75-3.50-2.37-1.060.324.1585230.8-1.43229.0-1.96226.3-2.04024.3-1.93022.0-1.64020.5-1.28018.7-0.3700-61.87-61.87-0.5209.40-.0029.1029.4229.4729.478.889.169.16052525.21.73.87.873.934.925.125.12地震作用下弯矩(kN.m)标高60.3第二振标高60.3第二振型0.00-14.63第三振型0.009-2.15-11.45-25.64-37.10-45.64-55.17-59.92振型组合值0418470第四振型0.00-3.02-4.22.064.269.258.11.79-1.29-5.73-8.19第五振型0.00-2.17-2.27-1.47-0.3774.344.515.370.66型0.00055.38.02050.329.9029.908.5295.70208.98244.50283.01347.28396.73455.76495.38043.5-99.39041.5-113.12938.9-130.63137.1-140.39235.3-148.29232.8-156.13230.8-157.33229.0-150.98226.3-133.79024.3-118.02022.0-96.56-80.69-96.56-80.6900.50009.40-.00544.02600.09683.10811.00975.88-59.72-32.63.04234.28-58.98-50.68-33.72-0.7549.0283.84-10.48-11.22-10.18-4.89.60-1.86-2.85-3.48-2.574.829、附加弯矩计算标高(m)60.3055.3050.3043.5041.5938.9137.1235.3232.8230.8229.0226.3024.3022.0020.509.400-0.00承载能力极限状态风荷载附加弯矩M(kN.m)ai0.004.8157.381.4393.70233.08259.28290.30310.94335.99364.03404.67464.76534.95575.50承载能力极限状态地震附加M(kN.m)Eai0.006.7024.7632.7538.7745.3055.2263.842.1085.4695.93225.68251.72正常使用极限状态风荷载附加弯矩M(kN.m)aki0.006.5924.1931.9437.7644.0653.5961.8569.7582.4792.39211.64234.44210、荷载内力组合荷载组合工况表组合1GkwkaS=1.0S+1.4S+1.0M组合1GkwkaSS=S=1.2S+1.4S+1.0M+0.7×1.4×组合组合2Gkwkak组合3GkwkaS=1.35S+0.6×1.4k组合3Gkwka0.7×1.4×SS=S=1.2S+1.3S+0.2×1.4×S+组合4GE组合4GEEhkwkES=1.0SES=1.0S+1.3S+0.2×1.4×S+组合5GEEhkwkES=1.2S+ES=1.2S+1.3S+0.5S+0.2×1.4组合6GEEhkEvkwkaE1组合7GEEhkEvkS=1.0S+1.3SwkaE1组合7GEEhkEvk×S+1.0MS=1.2SS=1.2S+0.5S+1.3S+0.2×1.4组合8GEEhk组合8GEEhkEvkwkaE1组合9GEEhkEvkS=1.0S+0.5SwkaE1组合9GEEhkEvk×S+1.0MwkaE2组合10S=1.0S+1.0M+1.0SGkaMaxwk组合11S=1.0S+1.0M+1.4SGkawk标高组合1组合2组合3(m)NMNMNM00000000291003510040625939270392792439810631181063133661118131414213141598171581740190174021310821872069224206925212850303043.5041.59911119019059615859635.318861418861441294500232.828029553352955377230.838134114583411515229.044438445333844599226.348845345864534659024.352550676305067709022.056657046805704765020.559861327186132807018.766466587966658896016.770472578457257951013.87498148899814810110814814954597695451099900113911080113911215967126761160126761305NMNM-.00标高60.30000055.335452945050.37015659156043.511838798387041.514246711846792222.02.30.30.00.500009.40-.0058标高(m)60.305.300.3043.5041.598.917.125.322.820803974123N(kN)04488M(kN.m)0243408039741230.8229.0226.3024.3022.0020.509.40-0.00标高(m)60.305.300.3043.5041.598.917.125.322.820.8229.0226.3024.3022.0020.509.40-0.004488N(kN)04488434948603859589150M(kN.m)069235545341326588148954511、钢烟囱强度与稳定计算11.1钢烟囱强度计算截面编号0123456789标高60.305.300.3043.5041.598.917.125.322.820.8229.0226.3024.3022.0020.5000Ani--0.050.050.050.120.120.120.120.120.150.150.150.150.150.170.170.17Wni--0.020.020.020.120.120.120.120.120.140.140.140.140.140.170.170.17Ni--4580045Mi--20692423295541184445340677046132665857)--4.6444.7721.5326.4225.9229.3234.3038.1742.7739.3942.8746.59ft)--207.73207.73207.73207.73207.73207.73207.73207.73207.73207.73207.73207.73207.73207.73207.73207.73--2.238.1721.55.63468.8620.5920.6422.4309.40-.00.17.14.17.17.17.11.170393.20.73.59207.73207.73207.73207.7325.0544.874.538.3111.2钢烟囱局部稳定计算钢烟囱局部稳定验算表(一)截面编号0123456789标高60.30.30.3043.5041.59.91.12.32.82.8229.0226.30t--00000000000Di--9696969696969696N--00088888111B--88888888000Ani--0.050.050.050.120.120.120.120.120.150.150.15Wni--0.020.020.020.120.120.120.120.120.140.140.14Ni--458Mim)--20692423295511444534N)--0.632.102.072.68055590B)--4.0115.7242.6710.5613.9816.6219.4623.7422.8725.7730.40.30.00.500009.40-.00000000000113333333002222222.15.15.17.17.17.17.14.17.17.14.14.17.17.17.17.11.17.1713265881489545164.204.534.104.554.83.56.17.633.9838.2435.2938.3241.7746.9086.6465.5696钢烟囱局部稳定验算表(二)截面编号01234567标高60.30.30.3043.5041.59.91.12.32fyt)--227.06227.06227.06227.06227.06227.06227.06--0.500.500.500.500.500.500.50--0.330.340.340.280.280.280.28t)--2.062.062.062.062.062.062.06--623.77623.77623.77623.77--0.700.700.70t--8110901+NB)--4.6444.7721.53--711.2329.6110.8614.4017.1120.018922.02.30.30.00.500009.40-.00227.06227.06227.06227.06227.06227.06227.06227.06227.06227.06227.06227.06227.06.50.50.50.50.50.50.50.50.50.50.50.50.50.28.30.30.30.30.30.31.31.31.31.31.31.3106060606060606060606060606623.778.538.538.538.538.53873.28873.28873.28873.28873.28873.28873.28.92.92.92.92.92.92.92552814757099126.4225.9229.324.308.1742.779.3942.8746.592.0393.20.73.5924.5621.6324.4728.621.835.660.503.196.0740.27.035.4861.5511.3钢烟囱整体稳定性计算截面位置底部标高Abi0.17kWbi0.17A0计算长0W0长细比85.66N稳定0.650NEx48525NiM)?N/(mm2)ftN/(mm2)Mim)6?)84.57ft)207.73t40.719.403.000.14890.11029769545279.61207.73通过(洞(12、考虑瞬时极端最大风速下验算结果标高60.3055.3050.3043.5041.5938.9137.1235.3232.8230.8229.0226.3024.3022.0020.50000Ani--0.05610.05610.05610.12520.12520.12520.12520.12520.15020.15020.15020.15020.15020.17510.17510.17510.1751Wni--0.02490.02490.02490.12450.12450.12450.12450.12450.14910.14910.14910.14910.14910.17370.17370.17370.1737Ni--6044448864Mi)--2324283432723687434948605471588163856958812)--4.3742.6820.3925.0024.4827.6832.4136.0840.4537.2640.5444.0749.24fy)--235.00235.00235.00235.00235.00235.00235.00235.00235.00235.00235.00235.00235.00235.00235.00235.00235.00--6.864.716.24.428.6820.959.40-.000.14890.17510.17510.11020.17370.1737915088.5267.96.42235.00235.00235.007.6728.922.09213、钢烟囱底座计算13.1烟囱底板厚度计算9.3254筒壁外侧为三边支撑板两端与自由边相邻的边长度b(m)M(kN.m/m)max筒壁内侧为一边支撑板一边支撑板C(m)M(kN.m/m)max底板厚度t(mm)0.5240.5000.10947.82044.40.24046.16543.7底板厚度取较大结果且要大于14mm13.2地脚螺栓直径计算单个地脚螺栓的拉力(k