60m鋼煙囪計算書

-.z.目錄1、設(shè)計資料42、計算依據(jù)73、筒體自重計算84、筒體截面參數(shù)95、筒體溫度計算106、動力特征計算127、風(fēng)荷載計算138、地震作用及力計算159、附加彎矩計算1610、荷載力組合1711、鋼煙囪強度與穩(wěn)定計算1912、考慮瞬時極端最大風(fēng)速下驗算結(jié)果2113、鋼煙囪底座計算2214、鋼煙囪位移結(jié)果2315、加強圈間距計算241、設(shè)計資料1.1基本設(shè)計資料 煙囪總高度H=60.300m 煙氣溫度Tgas=95.00℃ 煙囪底部高出地面距離:0mm 夏季極端最高溫度Tsum=40.00℃ 冬季極端最低溫度Twin=-4.00℃ 最低日平均溫度Twin=-5.00℃ 煙囪日照溫差△T=20.00℃ 基本風(fēng)壓0=0.55kN/m2 瞬時極端最大風(fēng)速:34.00(m/s) 地面粗糙度:B類 煙囪筒體幾何缺陷折減系數(shù)=0.50 煙囪安全等級:二級 抗震設(shè)防烈度:7度(0.10g) 設(shè)計地震分組:第一組 建筑場地土類別:Ⅱ類 筒壁腐蝕厚度裕度:2.00mm 襯里起始高度:0.00m設(shè)置破風(fēng)圈:是 自定義設(shè)計溫度下筒壁鋼材的許用應(yīng)力:117.00MPa 是否計算抽力:否1.2材料信息序號使用部位材料名稱最高使用溫度(℃)密度(kg/m3)導(dǎo)熱系數(shù)(W/(m·K))1筒壁鋼材S316032507850.0058.1501.3幾何尺寸信息 煙囪總分段數(shù):18煙囪筒身分段參數(shù)表編號標(biāo)高(m)煙囪筒壁外直徑(mm)分段高度(m)060.301800.00150.301800.0010.00243.501800.006.80341.594000.001.91438.914000.002.68537.124000.001.80635.324000.001.80732.824000.002.50830.824000.002.00929.024000.001.801026.304000.002.721124.304000.002.001222.004000.002.301320.504000.001.501418.704000.001.801516.704000.002.001613.804000.002.90173.804000.0010.0018-0.004000.003.80 煙囪總截面數(shù):21煙囪筒身分節(jié)參數(shù)表(1)截面編號標(biāo)高(m)煙囪筒壁外直徑(mm)分節(jié)高度(m)筒壁厚度(mm)坡度(%)060.301800.0012.000.000155.301800.005.00012.000.000250.301800.005.00012.000.000343.501800.006.80012.000.000441.594000.001.90512.0057.743538.914000.002.68012.000.000637.124000.001.80012.000.000735.324000.001.80012.000.000832.824000.002.50012.000.000930.824000.002.00014.000.0001029.024000.001.80014.000.0001126.304000.002.72014.000.0001224.304000.002.00014.000.0001322.004000.002.30014.000.0001420.504000.001.50016.000.0001518.704000.001.80016.000.0001616.704000.002.00016.000.0001713.804000.002.90016.000.000189.404000.004.39516.000.000193.804000.005.60516.000.00020-0.004000.003.80016.000.000煙囪筒身分節(jié)參數(shù)表(2)截面編號標(biāo)高(m)附加重量(kN)附加風(fēng)載(kN)洞口數(shù)量洞口形狀洞口寬度(mm)洞口高度(mm)洞口直徑(mm)538.918.000.000矩形00637.128.000.000矩形00735.328.000.000矩形00832.8235.000.000矩形00930.8275.000.000矩形001029.0238.000.000矩形001126.308.000.000矩形001224.3010.000.000矩形001322.0010.000.000矩形001420.508.400.000矩形001518.7038.000.000矩形001616.7010.000.000矩形00189.400.000.001圓形180020-0.008.400.000矩形00 是否設(shè)置爬梯:否1.4煙囪底座設(shè)計參數(shù) 煙囪底板材料:Q235(B) 煙囪底板徑D1:3000.00mm 煙囪底板外徑D2:5000.00mm 偏心彎矩Me 地腳螺栓材料:Q235(B) 地腳螺栓數(shù)量n:20 地腳螺栓腐蝕裕量c2:4.0mm 地腳螺栓中心線直徑D3:4500mm 筋板材料:Q235(B) 筋板高度hj:600.00mm 蓋板材料:Q235(B) 蓋板類型:環(huán)形蓋板 是否有墊板:否2、計算依據(jù)《煙囪設(shè)計規(guī)》GB50051-2013《建筑結(jié)構(gòu)荷載規(guī)》GB50009-2012《建筑抗震設(shè)計規(guī)》GB50011-2010《鋼結(jié)構(gòu)設(shè)計規(guī)》GB50017-2003《煙囪設(shè)計手冊》(2014年5月第1版)《不銹鋼結(jié)構(gòu)技術(shù)規(guī)程》CECS410：2015《低合金高強度結(jié)構(gòu)鋼》GB/T1591-2008《鋼結(jié)構(gòu)設(shè)計手冊》（第三版）《鋼結(jié)構(gòu)連接節(jié)點設(shè)計手冊》（第二版）不銹鋼S31603強度設(shè)計值見下表：3、筒體自重計算筒身自重表格(1)截面編號標(biāo)高(m)重量(kN)筒壁060.300.00155.3025.93250.3025.93343.5035.26441.5918.42538.9131.00637.1220.82735.3220.82832.8228.91930.8226.971029.0224.281126.3036.681224.3026.971322.0031.021420.5023.111518.7027.731616.7030.811713.8044.68189.4064.58193.8086.3520-0.0058.54合計--688.81筒身自重表格(2)截面編號標(biāo)高(m)附加重量(kN)破風(fēng)圈重(kN)本節(jié)總重量(kN)每節(jié)根部重量(kN)060.300.00--0.000.00155.300.003.342929250.300.003.342959343.500.004.544098441.590.001.2720118538.918.000.9340158637.128.000.0029187735.328.000.0029216832.8235.000.0064280930.8275.000.001023811029.0238.000.00624441126.308.000.00454881224.3010.000.00375251322.0010.000.00415661420.508.400.00325981518.7038.000.00666641616.7010.000.00417041713.800.000.0045749189.400.000.0065814193.800.000.008690020-0.008.400.0067967合計--264.8013.42967967 筒身總重量G=(每節(jié)重量)=967.03kN6、動力特征計算前五階自振周期分別為:T1=0.7670sT2=0.2147sT3=0.0867sT4=0.0427sT5=0.0281s前五階振型相對位移計算結(jié)果標(biāo)高(m)第一振型(相對值)第二振型(相對值)第三振型(相對值)第四振型(相對值)第五振型(相對值)60.301.00001.00001.00001.00001.000055.300.86450.58470.1394-0.3018-0.606250.300.73260.2107-0.4989-0.8153-0.594443.500.5728-0.0997-0.6425-0.18980.708941.590.5342-0.1307-0.5407-0.03120.649138.910.4814-0.1619-0.37820.13750.431937.120.4465-0.1784-0.26640.22120.257735.320.4122-0.1911-0.15530.27380.078532.820.3656-0.2019-0.00840.2879-0.139330.820.3295-0.20500.09840.2505-0.257729.020.2978-0.20400.18360.1858-0.308226.300.2517-0.19610.28710.0486-0.280224.300.2195-0.18570.3407-0.0656-0.193022.000.1844-0.16960.3764-0.1906-0.048720.500.1628-0.15720.3850-0.26030.054918.700.1381-0.14090.3815-0.32560.173316.700.1125-0.12150.3609-0.36920.281313.800.0792-0.09200.3051-0.37430.36959.400.0384-0.04920.1848-0.27120.32803.800.0066-0.00940.0394-0.06610.0909-0.00000007、風(fēng)荷載計算7.1橫向風(fēng)振判斷7.1.1第1振型時的臨界風(fēng)速計算 EQVcr1=\F(D2/3,T1St)=\F(4.00,0.7670×0.20)=26.08m/s 式中 D2/32H/3高度處煙囪的外直徑7.1.2煙囪雷諾數(shù)ReEQVH=40\R(mHw0)=40\R(1.7124×0.55)=38.82m/sRe=69000Vcr1D2/3=69000×26.08×4.00=7.20×106Re≥3.5×106， 1.2×VH>Vcr1 需要考慮橫風(fēng)向風(fēng)荷載 已經(jīng)設(shè)立破風(fēng)圈，不考慮橫風(fēng)向作用7.2風(fēng)荷載標(biāo)準值計算順風(fēng)向風(fēng)壓時風(fēng)荷載計算結(jié)果標(biāo)高(m)RozBvz/HR1(z)Bzzk60.309001.71240.451.921.001.92901.00000.87582.33202.6455.309001.66770.451.920.921.92900.86320.77622.18062.4050.309001.62270.451.920.831.92900.72470.66982.01872.1643.509001.55500.451.920.721.92900.55160.53191.80911.8641.5920001.53591.001.920.691.92900.50571.09732.66902.7138.9120001.50591.001.920.651.92900.44350.98152.49281.4537.1220001.48251.001.920.621.92900.40170.90302.37351.3535.3220001.45911.001.920.591.92900.36390.83112.26411.2732.8220001.42661.001.920.541.92900.31720.74112.12711.1730.8220001.40061.001.920.511.92900.27990.66602.01301.0929.0220001.37421.001.920.481.92900.24870.60311.91721.0126.3020001.33071.001.920.441.92900.20360.50981.77540.9124.3020001.29871.001.920.401.92900.17040.43731.66510.8322.0020001.26191.001.920.361.92900.14200.37491.57020.7620.5020001.23791.001.920.341.92900.12390.33361.50740.7218.7020001.20391.001.920.311.92900.10230.28311.43060.6616.7020001.16391.001.920.281.92900.08290.23721.36080.6113.8020001.09871.001.920.231.92900.05760.17471.26580.549.4020001.00001.001.920.161.92900.02820.09391.14280.443.8020001.00001.001.920.061.92900.01000.03331.05070.40-0.0020001.00001.001.92-0.001.92900.01000.03331.05070.40 注：R0——筒身截面外半徑（mm）7.3風(fēng)彎矩標(biāo)準值計算風(fēng)荷載及風(fēng)彎矩標(biāo)準值計算結(jié)果標(biāo)高(m)QiMwki60.3055.3027.196850.3024.6426643.5029.5171841.5915.1288838.9122.25117637.1210.08139935.329.46163932.8212.20200030.829.02231029.027.56260426.3010.47307224.306.97343422.007.34386720.504.44415818.704.97451616.705.09492313.806.6455319.408.5764863.809.477754-0.006.158643 注:1、Qi表示作用于每一節(jié)中心處的集中風(fēng)荷載,單位為kN 2、Mwki=∑(Qihi),單位為kN.m7.4考慮瞬時極端最大風(fēng)速時的風(fēng)荷載計算（只計算順風(fēng)向風(fēng)壓）瞬時極端最大風(fēng)速時風(fēng)荷載計算結(jié)果標(biāo)高(m)RozBvz/HR1(z)Bzzk60.309001.71240.451.921.002.01861.00000.87582.38103.5455.309001.66770.451.920.922.01860.86320.77622.22403.2250.309001.62270.451.920.832.01860.72470.66982.05622.8943.509001.55500.451.920.722.01860.55160.53191.83882.4841.5920001.53591.001.920.692.01860.50571.09732.73033.6438.9120001.50591.001.920.652.01860.44350.98152.54771.9437.1220001.48251.001.920.622.01860.40170.90302.42401.8235.3220001.45911.001.920.592.01860.36390.83112.31051.7132.8220001.42661.001.920.542.01860.31720.74112.16861.5630.8220001.40061.001.920.512.01860.27990.66602.05031.4529.0220001.37421.001.920.482.01860.24870.60311.95101.3626.3020001.33071.001.920.442.01860.20360.50981.80391.2124.3020001.29871.001.920.402.01860.17040.43731.68951.1122.0020001.26191.001.920.362.01860.14200.37491.59121.0220.5020001.23791.001.920.342.01860.12390.33361.52610.9618.7020001.20391.001.920.312.01860.10230.28311.44640.8816.7020001.16391.001.920.282.01860.08290.23721.37410.8113.8020001.09871.001.920.232.01860.05760.17471.27550.719.4020001.00001.001.920.162.01860.02820.09391.14800.583.8020001.00001.001.920.062.01860.01000.03331.05260.53-0.0020001.00001.001.92-0.002.01860.01000.03331.05260.53風(fēng)荷載標(biāo)準值計算結(jié)果標(biāo)高(m)QiMwki60.3055.3036.459150.3032.9935643.5039.4596241.5920.27118938.9129.89157537.1213.53187435.3212.68219632.8216.35267930.8212.07309529.0210.11348826.3013.98411624.309.30460122.009.78518020.505.91557018.706.61604916.706.76659413.808.8074089.4011.3386853.8012.4810380-0.008.0911569 注:1、Qi表示作用于每一節(jié)中心處的集中風(fēng)荷載,單位為kN 2、Mwki=∑(Qihi),單位為kN.m8、地震作用及力計算地震作用下的剪力(kN)標(biāo)高(m)第一振型第二振型第三振型第四振型第五振型振型組合值60.301.60-2.931.45-0.600.313.7055.304.38-6.351.85-0.24-0.077.9350.307.15-7.800.150.92-0.5010.6343.509.02-7.21-1.741.16-0.0511.7341.5910.53-6.53-3.121.190.3012.8438.9112.34-5.42-4.411.000.6114.2337.1213.75-4.39-5.170.730.7715.3735.3215.24-3.14-5.670.360.8216.5832.8217.76-0.60-5.73-0.390.6418.6830.8221.393.53-4.75-1.430.0922.2429.0223.636.32-3.50-1.96-0.3524.7926.3024.737.88-2.37-2.04-0.5926.1524.3025.679.33-1.06-1.93-0.7527.4122.0026.4110.590.32-1.64-0.7828.5220.5027.0211.651.61-1.28-0.7429.5018.7028.0413.544.15-0.37-0.5031.4216.7028.6314.705.850.36-0.2232.7113.8029.1015.717.501.200.2133.939.4029.4216.458.882.050.7334.923.8029.4716.599.162.250.8735.12-0.0029.4716.599.162.250.8735.12地震作用下彎矩(kN.m)標(biāo)高(m)第一振型第二振型第三振型第四振型第五振型振型組合值60.300.000.000.000.000.00055.308.02-14.637.24-3.021.541850.3029.90-46.3516.49-4.221.215843.5078.52-99.3917.492.06-2.1712841.5995.70-113.1214.174.26-2.2714938.91123.92-130.635.797.45-1.4718037.12146.13-140.39-2.159.25-0.3720335.32170.89-148.29-11.4510.561.0122732.82208.98-156.13-25.6411.463.0726230.82244.50-157.33-37.1010.684.3429329.02283.01-150.98-45.648.114.5132426.30347.28-133.79-55.172.793.5537624.30396.73-118.02-59.92-1.292.3741822.00455.76-96.56-62.36-5.730.6647020.50495.38-80.69-61.87-8.19-0.5250618.70544.02-59.72-58.98-10.48-1.8655116.70600.09-32.63-50.68-11.22-2.8560313.80683.1010.01-33.72-10.18-3.486849.40811.0079.04-0.75-4.89-2.578153.80975.88171.2549.026.601.52992-0.001087.86234.2883.8415.144.8211169、附加彎矩計算標(biāo)高(m)承載能力極限狀態(tài)風(fēng)荷載附加彎矩Mai(kN.m)承載能力極限狀態(tài)地震附加彎矩MEai(kN.m)正常使用極限狀態(tài)風(fēng)荷載附加彎矩Maki(kN.m)60.300.000.000.0055.304.811.611.5850.3019.826.706.5943.5057.3819.7719.3441.5971.4324.7624.1938.9193.7032.7531.9437.12110.2638.7737.7635.32128.0445.3044.0632.82154.6455.2253.5930.82177.4163.8461.8529.02198.9372.1069.7526.30233.0885.4682.4724.30259.2895.9392.3922.00290.30108.60104.3520.50310.94117.21112.4318.70335.99127.86122.4116.70364.03140.09133.8113.80404.67158.47150.829.40464.76187.48177.363.80534.95225.68211.64-0.00575.50251.72234.4410、荷載力組合荷載組合工況表組合1S=1.0SGk+1.4Swk+1.0Ma+0.7×1.4×SLk組合2S=1.2SGk+1.4Swk+1.0Ma+0.7×1.4×SLk組合3S=1.35SGk+0.6×1.4×Swk+1.0Ma+0.7×1.4×SLk組合4S=1.2SGE+1.3SEhk+0.2×1.4×Swk+1.0×MaE組合5S=1.0SGE+1.3SEhk+0.2×1.4×Swk+1.0×MaE組合6S=1.2SGE+1.3SEhk+0.5SEvk+0.2×1.4×Swk+1.0MaE1組合7S=1.0SGE+1.3SEhk-0.5SEvk+0.2×1.4×Swk+1.0MaE2組合8S=1.2SGE+0.5SEhk+1.3SEvk+0.2×1.4×Swk+1.0MaE1組合9S=1.0SGE+0.5SEhk-1.3SEvk+0.2×1.4×Swk+1.0MaE2組合10S=1.0SGk+1.0Ma+1.0SMa*wk組合11S=1.0SGk+1.0Ma+1.4Swk標(biāo)高(m)組合1組合2組合3NMNMNM60.3000000055.302910035100406250.3059392703927924343.50981063118106313366141.591181314142131415981738.9115817401901740213108237.1218720692242069252128535.3221624232592423291150532.8228029553352955377183530.8238134114583411515211829.0244438445333844599238626.3048845345864534659281424.3052550676305067709314422.0056657046805704765353920.5059861327186132807380418.7066466587966658896412916.7070472578457257951450013.8074981488998148101150519.4081495459769545109959133.809001139110801139112157048-0.009671267611601267613057836標(biāo)高(m)組合4組合5NMNM60.30000055.303545294550.30701565915643.501183879838741.5914246711846738.9119059615859637.1222469418769435.3225979921679932.8233595628095630.824581092381109229.025331223444122326.305861435488143524.306301601525160122.006801802566180220.507181939598193918.707962108664210816.708452303704230313.80899259774925979.40976306381430633.80108036869003686-0.00116041239674123標(biāo)高(m)組合10N(kN)M(kN.m)60.300055.30299650.305937643.5098102041.59118126038.91158166937.12187198435.32216232432.82280283430.82381327229.02444368726.30488434924.30525486022.00566547120.50598588118.70664638516.70704695813.8074978129.4081491503.8090010915-0.0096712144標(biāo)高(m)組合11N(kN)M(kN.m)60.300055.302910050.305939243.5098106341.59118131438.91158174037.12187206935.32216242332.82280295530.82381341129.02444384426.30488453424.30525506722.00566570420.50598613218.70664665816.70704725713.8074981489.4081495453.8090011391-0.009671267611、鋼煙囪強度與穩(wěn)定計算11.1鋼煙囪強度計算截面編號標(biāo)高(m)Ani(m2)Wni(m3)Ni(kN)Mi(kN.m)EQ\F(Ni,Ani)±\F(Mi,Wni)(N/mm2)ft(N/mm2)EQ\B(\F(Ni,Ani)±\F(Mi,Wni))/ft(%)060.30155.300.05610.0249351004.64207.732.23250.300.05610.02497039216.97207.738.17343.500.05610.0249118106344.77207.7321.55441.590.12520.1245142131411.69207.735.63538.910.12520.1245190174015.49207.737.46637.120.12520.1245224206918.41207.738.86735.320.12520.1245259242321.53207.7310.36832.820.12520.1245335295526.42207.7312.72930.820.15020.1491458341125.92207.7312.481029.020.15020.1491533384429.32207.7314.111126.300.15020.1491586453434.30207.7316.511224.300.15020.1491630506738.17207.7318.381322.000.15020.1491680570442.77207.7320.591420.500.17510.1737718613239.39207.7318.961518.700.17510.1737796665842.87207.7320.641616.700.17510.1737845725746.59207.7322.431713.800.17510.1737899814852.03207.7325.05189.400.14890.1102976954593.20207.7344.87193.800.17510.173710801139171.73207.7334.5320-0.000.17510.173711601267679.59207.7338.3111.2鋼煙囪局部穩(wěn)定計算鋼煙囪局部穩(wěn)定驗算表(一)截面編號標(biāo)高(m)t(mm)Di(mm)NBAni(m2)Wni(m3)Ni(kN)Mi(kN.m)N(N/mm2)B(N/mm2)060.30155.3010.0017960.600.680.05610.0249351000.634.01250.3010.0017960.600.680.05610.0249703921.2515.72343.5010.0017960.600.680.05610.024911810632.1042.67441.5910.0039960.480.580.12520.124514213141.1310.56538.9110.0039960.480.580.12520.124519017401.5113.98637.1210.0039960.480.580.12520.124522420691.7916.62735.3210.0039960.480.580.12520.124525924232.0719.46832.8210.0039960.480.580.12520.124533529552.6823.74930.8212.0039960.510.600.15020.149145834113.0522.871029.0212.0039960.510.600.15020.149153338443.5525.771126.3012.0039960.510.600.15020.149158645343.9030.401224.3012.0039960.510.600.15020.149163050674.2033.981322.0012.0039960.510.600.15020.149168057044.5338.241420.5014.0039960.530.620.17510.173771861324.1035.291518.7014.0039960.530.620.17510.173779666584.5538.321616.7014.0039960.530.620.17510.173784572574.8341.771713.8014.0039960.530.620.17510.173789981485.1346.90189.4014.0039960.530.620.14890.110297695456.5686.64193.8014.0039960.530.620.17510.17371080113916.1765.5620-0.0014.0039960.530.620.17510.17371160126766.6372.96鋼煙囪局部穩(wěn)定驗算表(二)截面編號標(biāo)高(m)fyt(N/mm2)Et×105(N/mm2)etcrtN+B(N/mm2)EQ\B(sN+sB)/scrt(%)060.30155.30227.060.500.332.061387.860.70150.884.643.07250.30227.060.500.342.061387.860.70151.1116.9711.23343.50227.060.500.342.061387.860.70151.2144.7729.61441.59227.060.500.282.06623.771.13107.6011.6910.86538.91227.060.500.282.06623.771.13107.5915.4914.40637.12227.060.500.282.06623.771.13107.6018.4117.11735.32227.060.500.282.06623.771.13107.6121.5320.01832.82227.060.500.282.06623.771.13107.5526.4224.56930.82227.060.500.302.06748.531.01119.8525.9221.631029.02227.060.500.302.06748.531.01119.8229.3224.471126.30227.060.500.302.06748.531.01119.8834.3028.621224.30227.060.500.302.06748.531.01119.9138.1731.831322.00227.060.500.302.06748.531.01119.9442.7735.661420.50227.060.500.312.06873.280.92129.1739.3930.501518.70227.060.500.312.06873.280.92129.1542.8733.191616.70227.060.500.312.06873.280.92129.1746.5936.071713.80227.060.500.312.06873.280.92129.2052.0340.27189.40227.060.500.312.06873.280.92129.3993.2072.03193.80227.060.500.312.06873.280.92129.2971.7355.4820-0.00227.060.500.312.06873.280.92129.3179.5961.5511.3鋼煙囪整體穩(wěn)定性計算截面位置Abi(m2)Wbi(m3)計算長度l0(m)長細比穩(wěn)定系數(shù)NE*(kN)Ni(kN)Mi(kN.m)(N/mm2)ft(N/mm2)/ft(%)底部0.17510.1737120.6085.660.6504852511601267684.57207.7340.7111.4鋼煙囪孔洞應(yīng)力計算 根據(jù)煙囪規(guī)式（10.3.2-16）計算EQs=\b\bc\[(\F(N,A0)+\F(M,W0))ak≤ft標(biāo)高(m)kA0(m2)W0(m3)N(kN)M(kN.m)N/(mm2)ftN/(mm2)結(jié)果9.403.000.14890.11029769545279.61207.73不通過(洞口補強)(12、考慮瞬時極端最大風(fēng)速下驗算結(jié)果標(biāo)高(m)Ani(m2)Wni(m3)Ni(kN)Mi(kN.m)EQ\F(Ni,Ani)±\F(Mi,Wni)(N/mm2)fy(N/mm2)EQ\B(\F(Ni,Ani)±\F(Mi,Wni))/fy(%)60.3055.300.05610.024929964.37235.001.8650.300.05610.02495937616.12235.006.8643.500.05610.024998102042.68235.0018.1641.590.12520.1245118126011.07235.004.7138.910.12520.1245158166914.67235.006.2437.120.12520.1245187198417.43235.007.4235.320.12520.1245216232420.39235.008.6832.820.12520.1245280283425.00235.0010.6430.820.15020.1491381327224.48235.0010.4229.020.15020.1491444368727.68235.0011.7826.300.15020.1491488434932.41235.0013.7924.300.15020.1491525486036.08235.0015.3622.000.15020.1491566547140.45235.0017.2120.500.17510.1737598588137.26235.0015.8618.700.17510.1737664638540.54235.0017.2516.700.17510.1737704695844.07235.0018.7513.800.17510.1737749781249.24235.0020.959.400.14890.1102814915088.52235.0037.673.800.17510.17379001091567.96235.0028.92-0.000.17510.17379671214475.42235.0032.0913、鋼煙囪底座計算13.1煙囪底板厚度計算底板面積：A(m2)10.014底板抵抗矩：W(m3)9.325底板壓應(yīng)力：cbt(kN/m2)1602.954筒壁外側(cè)為三邊支撐板自由邊長度a(m)0.524兩端與自由邊相鄰的邊長度b(m)0.5000.109Mma*(kN.m/m)47.820底板厚度t(mm)44.4筒壁側(cè)為一邊支撐板筒壁側(cè)為一邊支撐板C(m)0.240Mma*(kN.m/m)46.165底板厚度t(mm)43.7底板厚度取較大結(jié)果且要大于14mm，因此取底板厚度t為45mm13.2地腳螺栓直徑計算單個地腳螺栓的拉力(kN)385.737所需地腳螺栓凈面積(mm2)2755.264地腳螺栓計算直徑d1(mm)64.88地腳螺栓所需直徑d(mm)68.88地腳螺栓所需面積(mm2)3726.55最終取地腳螺栓為30-M7613.3筋板厚度計算底板分布反力得到的壓力N1(kN)419.652錨栓產(chǎn)生的拉力N2(kN)385.737根據(jù)筋板抗拉強度計算的筋板厚度t1(mm)3.90根據(jù)筋板抗剪強度計算的筋板厚度t2(mm)8.39構(gòu)造