钢烟囱计算书计算书5[共48页]

密级：入库章（如果不单独存档，不盖入库章）计 算 书xxxx项目xxxx装置 66米钢烟囱文件编号：xxxx钢烟囱设计软件QY-Chimney*工程建设有限公司2017年10月修 改01234567日 期编 制校 核审 核目录1、设计资料42、计算依据73、筒体自重计算84、筒体截面参数95、筒体温度计算106、动力特征计算137、风荷载计算148、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）169、地震作用及内力计算1810、附加弯矩计算2111、荷载内力组合2512、钢烟囱强度与稳定计算2713、考虑瞬时极端最大风速下验算结果3014、筒壁容许应力计算3115、钢烟囱底座计算3316、钢烟囱位移结果3617、加强圈间距计算371、设计资料1基本设计资料烟囱总高度H = 66.000m烟气温度Tgas = 80.00烟囱底部高出地面距离: 0mm夏季极端最高温度Tsum = 40.00冬季极端最低温度Twin = -15.00最低日平均温度Twin = -5.00烟囱日照温差T = 15.00基本风压w0 = 0.35kN/m2瞬时极端最大风速: 50.00(m/s)地面粗糙度: B类烟囱筒体几何缺陷折减系数d = 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: 类筒壁腐蚀厚度裕度: 2.00mm衬里起始高度: 0.00m设置破风圈: 是2材料信息序号使用部位材料名称最高使用温度()密度(kg/m3)导热系数l(W /(m·K)1隔热层JM-1001100850.00-2筒壁钢材Q235(B)2507850.0058.150给定三个温度点下隔热层的导热系数值给定温度()350450550导热系数(W /(m·K)0.2000.2000.2403几何尺寸信息烟囱总分段数: 7烟囱筒身分段参数表编号标高(m)烟囱筒壁外直径(mm)分段高度(m)066.002000.00-160.002000.006.00250.002000.0010.00340.002000.0010.00430.004000.0010.00520.004000.0010.00610.004000.0010.0070.004000.0010.00烟囱总截面数: 18烟囱筒身分节参数表(1)截面编号标高(m)烟囱筒壁外直径(mm)分节高度(m)隔热层厚度(mm)筒壁厚度(mm)材料总厚度(mm)坡度(%)066.002000.00-100.0010.00110.000.000160.002000.006.000100.0010.00110.000.000255.002000.005.000100.0010.00110.000.000350.002000.005.000100.0010.00110.000.000445.002000.005.000100.0010.00110.000.000540.002000.005.000100.0010.00110.000.000635.003000.005.000100.0016.00116.0010.000730.004000.005.000100.0016.00116.0010.000823.004000.007.000100.0016.00116.000.000921.004000.002.000100.0016.00116.000.0001020.004000.001.000100.0016.00116.000.0001119.004000.001.000100.0016.00116.000.0001217.004000.002.000100.0016.00116.000.0001315.004000.002.000100.0016.00116.000.0001412.504000.002.500100.0016.00116.000.0001510.004000.002.500100.0016.00116.000.000165.004000.005.000100.0016.00116.000.000170.004000.005.000100.0016.00116.000.000烟囱筒身分节参数表(2)截面编号标高(m)附加重量(kN)附加风载(kN)洞口数量洞口形状洞口宽度(mm)洞口高度(mm)洞口直径(mm)066.000.000.000-160.000.000.000-255.000.000.000-350.000.000.000-445.000.000.000-540.000.000.000-635.000.000.000-730.000.000.000-823.000.000.001圆形-1000921.000.000.001圆形-10001020.000.000.000-1119.000.000.001圆形-10001217.000.000.001圆形-10001315.000.000.001圆形-10001412.500.000.001圆形-20001510.000.000.000-165.000.000.000-170.000.000.000-钢平台参数表平台编号标高(m)平台宽度(mm)角度(°)活荷载自重均布(kN/m2)总计(kN)均布(kN/m2)总计(kN)113.001000.0060.002.005.241.002.62215.001000.0060.002.005.241.002.62317.001000.0060.002.005.241.002.62419.001000.0060.002.005.241.002.62521.001000.0060.002.005.241.002.62623.001000.0060.002.005.241.002.62746.001000.00360.003.5032.991.009.42平台荷载折减系数: 1.00是否设置爬梯: 是爬梯自重(沿高度): 5.00(kN/m)4烟囱底座设计参数烟囱底板材料: Q235(B)烟囱底板内径D1: 3500.00mm烟囱底板外径D2: 8000.00mm偏心弯矩Me: 0.00kN.m地脚螺栓材料: Q235(B)地脚螺栓数量n: 6地脚螺栓腐蚀裕量c2: 4.0mm地脚螺栓中心线直径D3: 7500mm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: 是垫板厚度td: 20mm垫板宽度L4: 500mm2、计算依据烟囱设计规范 GB 50051-2013（以下简称“烟规”）建筑结构荷载规范GB 50009-2012（以下简称“荷载规范”）建筑抗震设计规范GB 50011-2010（以下简称“抗震规范”）钢结构设计规范GB 50017-2003（以下简称“钢结构规范”）烟囱设计手册(中国计划出版社, 2014年5月第1版, 以下简称“烟囱手册”)塔式容器NB/T 47041-2014碳素结构钢GB/T 700-2006低合金高强度结构钢GB/T 1591-2008钢结构设计手册（第三版） 中国建筑工业出版社钢结构连接节点设计手册（第二版）中国建筑工业出版社3、筒体自重计算如果存在洞口的话则扣除洞口部位的重量。每节根部自重包括其上面所有分节的自重加上附加重量, 每节重量等于本节所有自重加上附加重量。主要应用如下公式:筒身自重表格(1)截面编号标高(m)Vi(m3)重量(kN)隔热层筒壁隔热层筒壁066.000.0000.0000.0000.00160.003.5440.37529.51928.86255.002.9530.31324.59924.05350.002.9530.31324.59924.05445.002.9530.31324.59924.05540.002.9530.31324.59924.05635.003.7380.62731.13948.27730.005.3170.88044.28967.70823.008.4281.38970.202106.87921.002.3520.38819.59029.841020.001.2150.20010.12215.411119.001.1370.1889.46814.441217.002.3520.38819.59029.841315.002.3520.38819.59029.841412.502.7240.45022.68934.651510.003.0380.50125.30638.51165.006.0761.00150.61277.03170.006.0761.00150.61277.03合计-60.1599.027501.127694.49筒身自重表格(2)截面编号标高(m)附加重量(kN)保温钉重(kN)加强筋重(kN)破风圈重(kN)爬梯自重(kN)平台自重(kN)本节总重量(kN)每节根部重量(kN)066.000.00-0.000.00160.000.000.632.204.0030.000.009595255.000.000.531.833.3425.000.0079175350.000.000.531.833.3425.000.0079254445.000.000.531.833.3425.009.4289343540.000.000.531.830.6725.000.0077419635.000.000.662.300.0025.120.00107527730.000.000.933.230.0025.120.00141668823.000.001.465.100.0035.000.00219887921.000.000.411.420.0010.002.62649511020.000.000.210.740.005.002.62349851119.000.000.200.690.005.000.003010151217.000.000.411.420.0010.002.626410781315.000.000.411.420.0010.002.626411421412.500.000.471.650.0012.505.247712191510.000.000.531.840.0012.500.00791298165.000.001.053.680.0025.000.001571456170.000.001.053.680.0025.000.001571613合计-0.0010.5236.7214.68330.2525.1316131613筒身总重量 G = S(每节重量) = 1612.91kN烟囱底板及隔热层的重量 = 266.53kN(极限状态法)烟囱底板及隔热层的重量 = 304.05kN(容许应力法)4、筒体截面参数在钢烟囱设计计算时，考虑留有腐蚀厚度裕度2.00mm。腐蚀厚度裕度计入钢筒自重，但不计入计算截面的有效面积。下表壁厚已经包括了腐蚀厚度裕度。截面编号标高(m)壁厚(mm)不扣除洞口部分扣除洞口部分A1(m2)A2(m2)I(m4)W(m3)An(m2)In(m4)Wn(m3)066.0010.000.06250.05000.02470.02470.05000.02470.0247160.0010.000.06250.05000.02470.02470.05000.02470.0247255.0010.000.06250.05000.02470.02470.05000.02470.0247350.0010.000.06250.05000.02470.02470.05000.02470.0247445.0010.000.06250.05000.02470.02470.05000.02470.0247540.0010.000.06250.05000.02470.02470.05000.02470.0247635.0016.000.15000.13120.14580.09730.13120.14580.0973730.0016.000.20030.17510.34710.17370.17510.34710.1737823.0016.000.20030.17510.34710.17370.16090.28720.1363921.0016.000.20030.17510.34710.17370.16090.28720.13631020.0016.000.20030.17510.34710.17370.17510.34710.17371119.0016.000.20030.17510.34710.17370.16090.28720.13631217.0016.000.20030.17510.34710.17370.16090.28720.13631315.0016.000.20030.17510.34710.17370.16090.28720.13631412.5016.000.20030.17510.34710.17370.14570.21920.10391510.0016.000.20030.17510.34710.17370.17510.34710.1737165.0016.000.20030.17510.34710.17370.17510.34710.1737170.0016.000.20030.17510.34710.17370.17510.34710.1737注：（1）“筒壁面积A1”为筒壁实际毛截面面积。（2）A2、I、W、An、In、Wn均为扣除腐蚀裕度后的结果。5、筒体温度计算5.1 假定初始温度温度计算采用如下计算方法, 首先根据经验公式假设各材料的温度T:筒身各层厚度分别为t1、t2总厚度t = t1 + t2计算点坐标为x, 所以可得: 0点: x = t1点: x = t22点: x =0 则可按下式计算各点的初步温度5.2 各点温度计算以上步假定的温度代入烟囱规范P36公式5.6.4求出各点的温度, 如果求出的各点温度与假定温度误差超过5%, 则以本次求出的温度作为假定温度值, 继续代入公式5.6.4中求解, 直到二者误差小于5%为止(一般两次就能满足要求)。当验算截面位于衬里起始高度以下时, 验算夏季温度时, 取烟气温度为夏季极端最高温度+10；验算冬季温度时, 取烟气温度为10式中: Tcj - 计算点受热温度() Tg - 烟气温度() Ta - 空气温度() Rtot -隔热层、筒壁等总热阻(m2K/W) Ri - 第i层热阻(m2K/W) Rin - 隔热层内表面的热阻(m2K/W)计算内衬、隔热层和筒壁等各点受热温度时, 内衬、隔热层和筒壁等的总热阻按下式计算:式中: d0 - 隔热层内直径(m) d1 - 筒壁内直径(m) d2 - 筒壁外直径(m)5.3 夏、冬季计算温度汇总表（当温度大于80时即表示为温度结果不满足，但仍可继续计算）标高(m)T0()T1()T2()验算结果66.00-60.0078.0547.6344.76满足55.0078.0547.6344.76满足50.0078.0547.6344.76满足45.0078.0547.6344.76满足40.0078.0547.6344.76满足35.0078.1749.1044.63满足30.0078.2049.1844.68满足23.0078.2049.1844.68满足21.0078.2049.1844.68满足20.0078.2049.1844.68满足19.0078.2049.1844.68满足17.0078.2049.1844.68满足15.0078.2049.1844.68满足12.5078.2049.1844.68满足10.0078.2049.1844.68满足5.0078.2049.1844.68满足0.0078.2049.1844.68满足冬季计算温度汇总表标高(m)T0()T1()T2()66.00-60.0075.10-1.51-8.7455.0075.10-1.51-8.7450.0075.10-1.51-8.7445.0075.10-1.51-8.7440.0075.10-1.51-8.7435.0075.412.31-8.9330.0075.462.47-8.8623.0075.462.47-8.8621.0075.462.47-8.8620.0075.462.47-8.8619.0075.462.47-8.8617.0075.462.47-8.8615.0075.462.47-8.8612.5075.462.47-8.8610.0075.462.47-8.865.0075.462.47-8.860.0075.462.47-8.864材料力学参数根据烟囱规范4.3.6规定，Q235、Q345、Q390和Q420钢材及其焊缝在温度作用下的强度设计值，应按下列公式计算：根据烟囱规范4.3.7规定，钢材在温度作用下的弹性模量应折减，并应按下式计算：其中bd按烟囱规范P25表4.3.7查表计算夏季温度作用下材料设计值标高(m)gsftfytbdEt(×105)66.00-60.000.97207.73227.061.002.0655.000.97207.73227.061.002.0650.000.97207.73227.061.002.0645.000.97207.73227.061.002.0640.000.97207.73227.061.002.0635.000.97207.73227.061.002.0630.000.97207.73227.061.002.0623.000.97207.73227.061.002.0621.000.97207.73227.061.002.0620.000.97207.73227.061.002.0619.000.97207.73227.061.002.0617.000.97207.73227.061.002.0615.000.97207.73227.061.002.0612.500.97207.73227.061.002.0610.000.97207.73227.061.002.065.000.97207.73227.061.002.060.000.97207.73227.061.002.06注: 强度值和弹性模量的单位均为N/mm26、动力特征计算烟囱可以简化成具有多个集中质量的多质点振动体系, 其连续渐变截面用分段变截面代替, 求解特征方程, 即可得到前5个振型的动力特征值。等效质点计算结果质点编号标高(m)截面惯性矩I(m4)截面刚度B(×107kN·m2)等效质点重量(kN)166.000.02470.508548260.000.02470.508587355.000.02470.508579450.000.02470.508592545.000.02470.508591640.000.07601.565692735.000.21994.5295124830.000.34717.1510180923.000.34717.15101431021.000.34717.1510521120.000.34717.1510331219.000.34717.1510481317.000.34717.1510671415.000.34717.1510741512.500.34717.1510811610.000.34717.1510118175.000.34717.1510157180.00-79前五阶振型相对位移计算结果标高(m)第一振型(相对值)第二振型(相对值)第三振型(相对值)第四振型(相对值)第五振型(相对值)66.001.00001.00001.00001.00001.000060.000.81640.47140.0061-0.3609-0.817655.000.66700.0642-0.5685-0.7628-0.568650.000.5267-0.2688-0.7258-0.31010.641245.000.4040-0.4830-0.46850.46810.898340.000.3097-0.5451-0.05230.7437-0.017735.000.2411-0.49840.23790.4462-0.577330.000.1841-0.41780.38530.0361-0.489723.000.1148-0.28990.4374-0.41300.054321.000.0973-0.25270.4231-0.48530.210420.000.0890-0.23430.4113-0.50940.279419.000.0810-0.21600.3967-0.52510.340417.000.0659-0.18040.3595-0.53170.433515.000.0521-0.14630.3136-0.50710.482212.500.0369-0.10670.2480-0.43820.477410.000.0241-0.07160.1785-0.33830.40625.000.0063-0.01960.0547-0.11470.15630.0000000前五阶自振周期分别为:T1 = 1.4146sT2 = 0.4430sT3 = 0.1523sT4 = 0.0855sT5 = 0.0516s7、风荷载计算1顺风向风压w0 = 0.35kN/m2时风荷载系数计算(1)风压高度变化系数因地面粗糙度为B类, 查荷载规范P31表8.2.1可得到mz(2)风载体型系数ms设置破风圈后，烟囱自上而下1/3高度范围内ms = 1.2 ，其他位置ms = 0.70(3)风振系数bz根据荷载规范8.4.3可得(4)x1 = 35.8476(5)脉动风荷载竖直方向的相关系数rzrz = 0.7722(6)风荷载标准值计算wk = bzmsmzw0顺风向风压时风荷载计算结果标高(m)RomzqBqvz/HRj1(z)Bzbzwk66.0010001.75800.501.751.001.55101.00000.87182.12611.5760.0010001.71000.501.750.911.55100.85450.76591.98941.4355.0010001.66500.501.750.831.55100.73000.67191.86801.3150.0010001.62000.501.750.761.55100.61350.58041.74971.1945.0010001.57000.501.750.681.55100.50450.49251.63621.0840.0010001.52000.501.750.611.55100.39850.40181.51900.5735.0015001.45500.751.750.531.55100.30980.48961.63240.5830.0020001.39001.001.750.451.55100.22950.50621.65390.5623.0020001.27801.001.750.351.55100.13640.32711.42250.4521.0020001.24601.001.750.321.55100.11360.27951.36110.4220.0020001.23001.001.750.301.55100.10230.25491.32920.4019.0020001.21001.001.750.291.55100.09330.23641.30540.3917.0020001.17001.001.750.261.55100.07670.20081.25950.3615.0020001.13001.001.750.231.55100.06000.16281.21020.3412.5020001.06501.001.750.191.55100.04130.11881.15350.3010.0020001.00001.001.750.151.55100.02800.08591.11100.275.0020001.00001.001.750.081.55100.01000.03071.03960.250.0020001.00001.001.750.001.55100.01000.03071.03960.25注：R0筒身截面外半径（mm）2横向风振判断已经设立破风圈，不考虑横风向作用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)RahiwcpQiMwk66.00-60.001000.006.001.5021.596555.001000.005.001.3716.4121450.001000.005.001.2514.9844145.001000.005.001.1313.6274040.001000.005.000.828.22109435.001250.005.000.577.17148630.001750.005.000.5710.02192123.002000.007.000.5014.12261421.002000.002.000.433.44283020.002000.001.000.411.63294019.002000.001.000.391.58305217.002000.002.000.372.99328115.002000.002.000.352.78351512.502000.002.500.323.18381610.002000.002.500.292.8741245.002000.005.000.265.2747600.002000.005.000.255.095422注: 1、wcp表示均布风荷载平均值, wcp = (wi + wi-1) / 2 , 单位为kN/m22、Qi表示作用于每一节中心处的集中风荷载, Qi = 2Rahiwcp, 单位为kN3、Mi = (Qihi), 单位为kN.m4、Ra筒身上下截面平均外半径（mm）8、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只计算顺风向风压1顺风向风压时风荷载系数计算(1)瞬时极端最大风速对应的风压计算根据荷载规范第E.2.4条w = rv2/2，w = 1.56kN/m2(2)风压高度变化系数因地面粗糙度为B类, 查荷载规范P31表8.2.1可得到mz(3)风载体型系数ms设置破风圈后，烟囱自上而下1/3高度范围内ms = 1.2 ，其他位置ms = 0.70(4)风振系数bz根据荷载规范8.4.3可得(5)x1 = 16.9662(6)脉动风荷载竖直方向的相关系数rzrz = 0.7722(7)风荷载标准值计算wk = bzmsmzw0顺风向风压时风荷载计算结果标高(m)RomzqBqvz/HRj1(z)Bzbzwk66.0010001.75800.501.751.001.98661.00000.87182.35727.7760.0010001.71000.501.750.911.98660.85450.76592.19247.0355.0010001.66500.501.750.831.98660.73000.67192.04616.3950.0010001.62000.501.750.761.98660.61350.58041.90365.7845.0010001.57000.501.750.681.98660.50450.49251.76685.2040.0010001.52000.501.750.611.98660.39850.40181.62552.7035.0015001.45500.751.750.531.98660.30980.48961.76222.8030.0020001.39001.001.750.451.98660.22950.50621.78812.7223.0020001.27801.001.750.351.98660.13640.32711.50922.1121.0020001.24601.001.750.321.98660.11360.27951.43521.9620.0020001.23001.001.750.301.98660.10230.25491.39681.8819.0020001.21001.001.750.291.98660.09330.23641.36811.8117.0020001.17001.001.750.261.98660.07670.20081.31271.6815.0020001.13001.001.750.231.98660.06000.16281.25341.5512.5020001.06501.001.750.191.98660.04130.11881.18501.3810.0020001.00001.001.750.151.98660.02800.08591.13381.245.0020001.00001.001.750.081.98660.01000.03071.04771.150.0020001.00001.001.750.001.98660.01000.03071.04771.152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)RahiwcpQiMwk66.00-60.001000.006.007.40106.5632055.001000.005.006.7180.50105450.001000.005.006.0873.02217245.001000.005.005.4965.90363740.001000.005.003.9539.52536535.001250.005.002.7534.42727930.001750.005.002.7648.32939923.002000.007.002.4167.591277321.002000.002.002.0316.261382120.002000.001.001.927.671435719.002000.001.001.847.381490117.002000.002.001.7513.961600915.002000.002.001.6112.921714412.502000.002.501.4614.651859710.002000.002.501.3113.10200855.002000.005.001.1923.86231540.002000.005.001.1522.9226339注: 1、wcp表示均布风荷载平均值, wcp = (wi + wi-1) / 2 , 单位为kN/m22、Qi表示作用于每一节中心处的集中风荷载, Qi = 2Rahiwcp, 单位为kN3、Mi = (Qihi), 单位为kN.m4、Ra筒身上下截面平均外半径（mm）9、地震作用及内力计算抗震设防烈度为7度(0.10g), 建筑场地为类, 可不考虑竖向地震作用。水平地震作用采用振型分解反应谱法, 不考虑扭转耦联作用。1水平地震作用计算(1)水平地震影响系数最大值因抗震设防烈度为7度(0.10g), 故多遇地震作用下水平地震影响系数最大值为0.08(2)特征周期因设计地震分组为第一组, 建筑场地土为类, 故特征周期Tg = 0.35s(3)各振型参与系数根据烟囱规范P32第5.5.4条规定, 计算烟囱水平地震作用时考虑前5个振型根据抗震规范P36公式5.2.2-2可得:式中: Xji- j振型i质点的水平相对位移 gj - j振型的参与系数计算结果见下表:振型参与系数的参数-质点重量与振型位移的乘积(kN)标高(m)第一振型第二振型第三振型第四振型第五振型66.0047.6147.6147.6147.6147.6160.0071.2641.140.53-31.50-71.3655.0052.925.10-45.11-60.53-45.1250.0048.61-24.81-66.99-28.6259.1945.0036.75-43.94-42.6242.5881.7240.0028.52-50.19-4.8268.48-1.6335.0029.99-61.9929.5955.50-71.8030.0033.12-75.1869.346.50-88.1223.0016.37-41.3362.37-58.897.7521.005.02-13.0421.84-25.0510.8620.002.96-7.7913.68-16.949.2919.003.90-10.4019.10-25.2816.3917.004.38-12.0023.91-35.3628.8315.003.88-10.8923.36-37.7635.9112.502.97-8.6019.98-35.3038.4610.002.84-8.4521.07-39.9347.955.000.98-3.088.61-18.0624.600.000.000.000.000.000.00振型参与系数的参数-质点重量与振型位移平方的乘积(kN)标高(m)第一振型第二振型第三振型第四振型第五振型66.0047.6147.6147.6147.6147.6160.0058.1819.390.0011.3758.3555.0035.300.3325.6446.1725.6550.0025.606.6748.638.8837.9545.0014.8421.2219.9719.9373.4140.008.8327.360.2550.920.0335.007.2330.907.0424.7741.4530.006.1031.4126.720.2443.1523.001.8811.9827.2824.320.4221.000.493.3