钢烟囱计算书计算书

1、-. z.：如果不单独存档，不盖入库章计 算 书*工程*装置66米钢烟囱文件编号：*钢烟囱设计软件QY-Chimney*工程建立*2017年10月修 改01234567日 期编 制校 核审 核目录TOC o 1-3 h z u HYPERLINK l _Toc256000000 1、设计资料 PAGEREF _Toc256000000 h 4 HYPERLINK l _Toc256000001 2、计算依据 PAGEREF _Toc256000001 h 7 HYPERLINK l _Toc256000002 3、筒体自重计算 PAGEREF _Toc256000002 h 8 HYPERLI

2、NK l _Toc256000003 4、筒体截面参数 PAGEREF _Toc256000003 h 9HYPERLINK l _Toc256000004 5、筒体温度计算 PAGEREF _Toc256000004 h 10 HYPERLINK l _Toc256000005 6、动力特征计算 PAGEREF _Toc256000005 h 13 HYPERLINK l _Toc256000006 7、风荷载计算 PAGEREF _Toc256000006 h 14 HYPERLINK l _Toc256000007 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 PAGEREF

3、_Toc256000007 h 16 HYPERLINK l _Toc256000008 9、地震作用及内力计算 PAGEREF _Toc256000008 h 18 HYPERLINK l _Toc256000009 10、附加弯矩计算 PAGEREF _Toc256000009 h 21 HYPERLINK l _Toc256000010 11、荷载内力组合 PAGEREF _Toc256000010 h 25 HYPERLINK l _Toc256000011 12、钢烟囱强度与稳定计算 PAGEREF _Toc256000011 h 27 HYPERLINK l _Toc2560000

4、12 13、考虑瞬时极端最大风速下验算结果 PAGEREF _Toc256000012 h 30 HYPERLINK l _Toc256000013 14、筒壁容许应力计算 PAGEREF _Toc256000013 h 31 HYPERLINK l _Toc256000014 15、钢烟囱底座计算 PAGEREF _Toc256000014 h 33 HYPERLINK l _Toc256000015 16、钢烟囱位移结果 PAGEREF _Toc256000015 h 36 HYPERLINK l _Toc256000016 17、加强圈间距计算 PAGEREF _Toc256000016

5、 h 371、设计资料1根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根本风压0 = 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 = 0.50烟囱平安等级: 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

6、位材料名称最高使用温度()密度(kg/m3)导热系数(W /(mK)1隔热层JM-1001100850.002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 /(mK)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)066.002000.00160.002000.006.00250.002000.0010.00340.002000.0010.00430.004000.0010.00520.004000.0010.00610.004

7、000.0010.0070.004000.0010.00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(%)066.002000.00100.0010.00110.000.000160.002000.006.000100.0010.00110.000.000255.002000.005.000100.0010.00110.000.000350.002000.005.000100.0010.00110.000.000445.002000.005.000100.0010.00110.000.

8、000540.002000.005.000100.0010.00110.000.000635.003000.005.000100.0016.00116.0010.000730.004000.005.000100.0016.00116.0010.000823.004000.007.000100.0016.00116.000.000921.004000.002.000100.0016.00116.000.0001020.004000.001.000100.0016.00116.000.0001119.004000.001.000100.0016.00116.000.0001217.004000.0

9、02.000100.0016.00116.000.0001315.004000.002.000100.0016.00116.000.0001412.504000.002.500100.0016.00116.000.0001510.004000.002.500100.0016.00116.000.000165.004000.005.000100.0016.00116.000.000170.004000.005.000100.0016.00116.000.000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)

10、066.000.000.000160.000.000.000255.000.000.000350.000.000.000445.000.000.000540.000.000.000635.000.000.000730.000.000.000823.000.000.001圆形1000921.000.000.001圆形10001020.000.000.0001119.000.000.001圆形10001217.000.000.001圆形10001315.000.000.001圆形10001412.500.000.001圆形20001510.000.000.000165.000.000.000170

11、.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)113.001000.0060.002.005.241.002.62215.001000.0060.002.005.241.002.62317.001000.0060.002.005.241.002.62419.001000.0060.002.005.241.002.62521.001000.0060.002.005.241.002.62623.001000.0060.002.005.241.002.62746.001000.00360.003.5

12、032.991.009.42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* GB 50051-2013以下

13、简称烟规建筑构造荷载规*GB 50009-2012以下简称荷载规*建筑抗震设计规*GB 50011-2010以下简称抗震规*钢构造设计规*GB 50017-2003以下简称钢构造规*烟囱设计手册(中国方案, 2014年5月第1版, 以下简称烟囱手册)塔式容器NB/T 47041-2014碳素构造钢GB/T 700-2006低合金高强度构造钢GB/T 1591-2008钢构造设计手册第三版钢构造连接节点设计手册第二版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:EQ rm = F(

14、ri + ri+1,2)EQ r = rm - F(t,2)EQ Vi = 2prthiEQ Gi = Vigi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066.000.0000.0000.0000.00160.003.5440.37529.51928.86255.002.9530.31324.59924.05350.002.9530.31324.59924.05445.002.9530.31324.59924.05540.002.9530.31324.59924.05635.003.7380.62731.13948.27730.005.3170.8804

15、4.28967.70823.008.4281.38970.202106.87921.002.3520.38819.59029.841020.001.2150.20010.12215.411119.001.1370.1889.46814.441217.002.3520.38819.59029.841315.002.3520.38819.59029.841412.502.7240.45022.68934.651510.003.0380.50125.30638.51165.006.0761.00150.61277.03170.006.0761.00150.61277.03合计-60.1599.027

16、501.127694.49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.

17、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

18、.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 = (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

19、.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)不扣除洞口局部扣除洞口局部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

20、.02470.02470.05000.02470.0247445.0010.000.06250.05000.02470.02470.05000.02470.0247540.0010.000.06250.05000.02470.02470.05000.02470.0247635.0016.000.15000.13120.14580.09730.13120.14580.0973730.0016.000.20030.17510.34710.17370.17510.34710.1737823.0016.000.20030.17510.34710.17370.16090.28720.1363921.00

21、16.000.20030.17510.34710.17370.16090.28720.13631020.0016.000.20030.17510.34710.17370.17510.34710.17371119.0016.000.20030.17510.34710.17370.16090.28720.13631217.0016.000.20030.17510.34710.17370.16090.28720.13631315.0016.000.20030.17510.34710.17370.16090.28720.13631412.5016.000.20030.17510.34710.17370

22、.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。2A2、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, 首先根据经历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

23、+ t2计算点坐标为*, 所以可得: 0点: * = t1点: * = t22点: * =0 则可按下式计算各点的初步温度EQ Ti = Ta + F(Tg - Ta,t) *5.2 各点温度计算以上步假定的温度代入烟囱规*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()

24、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 隔热层内外表的热阻(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:EQ Rtot = Rin + R1 + R2 + Re*EQ Rin = F(1,aind0)EQ R1 = F(1,2l1) lnF(d1,d0)EQ R2 = F(1,2l2) lnF(d2,d1)EQ Re* = F(1,ae*dn)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

25、，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1

26、5.0078.2049.1844.68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()66.00-60.0075.10-1.51-8.7455.0075.10-1.51-8.7450.0075.10-1.51-8.7445.0075.10-1.51-8.7440.0075.10-1.51-8.7435.0075.412.31-8.9330.0075.462.47-8.8623.0075.462.47-8.8621.0

27、075.462.47-8.8620.0075.462.47-8.8619.0075.462.47-8.8617.0075.462.47-8.8615.0075.462.47-8.8612.5075.462.47-8.8610.0075.462.47-8.865.0075.462.47-8.860.0075.462.47-8.864材料力学参数根据烟囱规*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，应按以下公式计算：EQ ft = gsf (4.3.6-1)EQ gs = 1 + F(T,767lnF(T,1750) (4.3.6-4)根据烟囱规*

28、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：EQ Et = bdE (4.3.7)其中d按烟囱规*P25表4.3.7查表计算夏季温度作用下材料设计值标高(m)sftfytdEt(105)66.00-60.000.97207.73227.061.002.0655.000.97207.73227.061.002.0650.000.97207.73227.061.002.0645.000.97207.73227.061.002.0640.000.97207.73227.061.002.0635.000.97207.73227.061.002.0630.000.97207.732

29、27.061.002.0623.000.97207.73227.061.002.0621.000.97207.73227.061.002.0620.000.97207.73227.061.002.0619.000.97207.73227.061.002.0617.000.97207.73227.061.002.0615.000.97207.73227.061.002.0612.500.97207.73227.061.002.0610.000.97207.73227.061.002.065.000.97207.73227.061.002.060.000.97207.73227.061.002.0

30、6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(107kNm2)等效质点重量(kN)166.000.02470.508548260.000.02470.508587355.000.02470.508579450.000.02470.508592545.000.02470.508591640.000.07601.565692735.000.21994.5295124830.000.3471

31、7.1510180923.000.34717000.34717.1510521120.000.34717.1510331219.000.34717.1510481317.000.34717.1510671415.000.34717.1510741512.500.34717.1510811610.000.34717.1510118175.000.34717.1510157180.00-79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)66.001.00001.00001.00001.0000

32、1.000060.000.81640.47140.0061-0.3609-0.817655.000.66700.0642-0.5685-0.7628-0.568650.000.5267-0.2688-0.7258-0.31010.641245.000.4040-0.4830-0.46850.46810.898340.000.3097-0.5451-0.05230.7437-0.017735.000.2411-0.49840.23790.4462-0.577330.000.1841-0.41780.38530.0361-0.489723.000.1148-0.28990.4374-0.41300

33、.054321.000.0973-0.25270.4231-0.48530.210420.000.0890-0.23430.4113-0.50940.279419.000.0810-0.21600.3967-0.52510.340417.000.0659-0.18040.3595-0.53170.433515.000.0521-0.14630.3136-0.50710.482212.500.0369-0.10670.2480-0.43820.477410.000.0241-0.07160.1785-0.33830.40625.000.0063-0.01960.0547-0.11470.1563

34、0.0000000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0 = 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*P31表8.2.1可得到z(2)风载体型系数s设置破风圈后，烟囱自上而下1/3高度*围内s = 1.2 ，其他位置s = 0.70(3)风振系数z根据荷载规*8.4.3可得EQ bz = 1 + 2gI10BzR(1 + R2)(4)*1 = 35.8476(5)脉动风荷载竖直方向的相关系数zz = 0.7722(6

35、)风荷载标准值计算k = zsz0顺风向风压时风荷载计算结果标高(m)RozBvz/HR1(z)Bzzk66.0010001.75800.501.751.001.55101.00000.87182.12611.5760.0010001.71000.501.750.911.55100.85450.76591.98941.4355.0010001.66500.501.750.831.55100.73000.67191.86801.3150.0010001.62000.501.750.761.55100.61350.58041.74971.1945.0010001.57000.501.750.681

36、.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.

37、4220.0020001.23001.001.750.301.55100.10230.25491.32920.4019.0020001.21001.001.750.291.55100.09330.23641.30540.3917.0020001.17001.001.750.261.55100.07670.20081.25950.3615.0020001.13001.001.750.231.55100.06000.16281.21020.3412.5020001.06501.001.750.191.55100.04130.11881.15350.3010.0020001.00001.001.75

38、0.151.55100.02800.08591.11100.275.0020001.00001.001.750.081.55100.01000.03071.03960.250.0020001.00001.001.750.001.55100.01000.03071.03960.25注：R0筒身截面外半径mm2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)RahicpQiMwk66.00-60.001000.006.001.5021.596555.001000.005.001.3716.4121450.001000.005.001.2514.9

39、844145.001000.005.001.1313.6274040.001000.005.000.828.22109435.001250.005.000.577.17148630.001750.005.000.5710.02192123.002000.007.000.5014.12261421.002000.002.000.433.44283020.002000.001.000.411.63294019.002000.001.000.391.58305217.002000.002.000.372.99328115.002000.002.000.352.78351512.502000.002.

40、500.323.18381610.002000.002.500.292.8741245.002000.005.000.265.2747600.002000.005.000.255.095422注: 1、cp表示均布风荷载平均值, cp = (i + i-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 = 2Rahicp, 单位为kN3、Mi = (Qihi), 单位为kN.m4、Ra筒身上下截面平均外半径mm8、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

41、算根据荷载规*第E.2.4条 = v2/2， = 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*P31表8.2.1可得到z(3)风载体型系数s设置破风圈后，烟囱自上而下1/3高度*围内s = 1.2 ，其他位置s = 0.70(4)风振系数z根据荷载规*8.4.3可得EQ bz = 1 + 2gI10BzR(1 + R2)(5)*1 = 16.9662(6)脉动风荷载竖直方向的相关系数zz = 0.7722(7)风荷载标准值计算k = zsz0顺风向风压时风荷载计算结果标高(m)RozBvz/HR1(z)Bzzk66.0010001.75800.501.751.001

42、.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.

43、7035.0015001.45500.751.750.531.98660.30980.48961.76222.8030.0020001.39001.001.750.451.98660.22950.50621.78812.7223.0020001.27801.001.750.351.98660.13640.32711.50922.1121.0020001.24601.001.750.321.98660.11360.27951.43521.9620.0020001.23001.001.750.301.98660.10230.25491.39681.8819.0020001.21001.001.75

44、0.291.98660.09330.23641.36811.8117.0020001.17001.001.750.261.98660.07670.20081.31271.6815.0020001.13001.001.750.231.98660.06000.16281.25341.5512.5020001.06501.001.750.191.98660.04130.11881.18501.3810.0020001.00001.001.750.151.98660.02800.08591.13381.245.0020001.00001.001.750.081.98660.01000.03071.04

45、771.150.0020001.00001.001.750.001.98660.01000.03071.04771.152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)RahicpQiMwk66.00-60.001000.006.007.40106.5632055.001000.005.006.7180.50105450.001000.005.006.0873.02217245.001000.005.005.4965.90363740.001000.005.003.9539.52536535.001250.005.002.7534.42727930.001750.005.002.764

46、8.32939923.002000.007.002.4167.591277321.002000.002.002.0316.261382120.002000.001.001.927.671435719.002000.001.001.847.381490117.002000.002.001.7513.961600915.002000.002.001.6112.921714412.502000.002.501.4614.651859710.002000.002.501.3113.10200855.002000.005.001.1923.86231540.002000.005.001.1522.922

47、6339注: 1、cp表示均布风荷载平均值, cp = (i + i-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 = 2Rahicp, 单位为kN3、Mi = (Qihi), 单位为kN.m4、Ra筒身上下截面平均外半径mm9、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响谱法, 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

48、为类, 故特征周期Tg = 0.35s(3)各振型参与系数根据烟囱规*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*P36公式5.2.2-2可得:EQ gj = F(ISu(i=1,n,*jiGi),ISu(i=1,n,*o(ji,2)Gi)式中: *ji j振型i质点的水平相对位移j 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66.0047.6147.6147.6147.6147.6160.0071.2641.140.53-31.50-71.3655.0052.925.1

49、0-45.11-60.53-45.1250.0048.61-24.81-66.99-28.6259.1945.0036.75-43.94-42.6242.5881.7240.0028.52-50.19-4.8268.48-1.6335.0029.99-61.9929.5955.50-71.8030.0033.12-75.1869.346.50-88.1223.0016.37-41.3362.37-58.897.7521.005.02-13.0421.84-25.0510.8620.002.96-7.7913.68-16.949.2919.003.90-10.4019.10-25.2816.39

50、17.004.38-12.0023.91-35.3628.8315.003.88-10.8923.36-37.7635.9112.502.97-8.6019.98-35.3038.4610.002.84-8.4521.07-39.9347.955.000.98-3.088.61-18.0624.600.000.000.000.000.000.00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66.0047.6147.6147.6147.6147.6160.0058.1819.390.0011.3758.3555.0035.300.33

51、25.6446.1725.6550.0025.606.6748.638.8837.9545.0014.8421.2219.9719.9373.4140.008.8327.360.2550.920.0335.007.2330.907.0424.7741.4530.006.1031.4126.720.2443.1523.001.8811.9827.2824.320.4221.000.493.309.2412.162.2820.000.261.825.638.632.6019.000.322.257.5813.275.5817.000.292.168.5918.8012.5015.000.201.5

52、97.3219.1517.3212.500.110.924.9515.4718.3610.000.070.603.7613.5119.485.000.010.060.472.073.850.000.000.000.000.000.00各振型地震反响有关参数振型*jiGi*ji2Gijjjj第一振型392.08207.301.890.030.05第二振型-277.85209.58-1.330.08-0.11第三振型201.42250.680.800.100.08第四振型-192.55337.26-0.570.09-0.05第五振型130.51409.980.320.070.02注: j 相应于j

53、振型自振周期的地震影响系数, 按抗震规*第5.1.4条确定(4)各截面水平地震作用标准值根据抗震规*P36公式5.2.2-1可得:Fji = jj*jiGi (i = 1,2,n, j = 1,2, 3,4,5)式中Fji j振型i质点的水平地震作用标准值EQ SEk = R(So(j,2)计算结果如下:地震作用下, 构造振动时的水平力(kN)标高(m)第一振型第二振型第三振型第四振型第五振型振型组合值66.002.35-5.093.88-2.501.067.3460.003.52-4.400.041.65-1.596.0855.002.61-0.55-3.683.18-1.005.6350.

54、002.402.65-5.461.501.316.8345.001.824.70-3.47-2.241.826.7640.001.415.37-0.39-3.60-0.046.6335.001.486.632.41-2.91-1.597.9430.001.648.045.65-0.34-1.9610.1623.000.814.425.083.090.177.4621.000.251.391.781.320.242.6420.000.150.831.110.890.211.6719.000.191.111.561.330.362.3617.000.221.281.951.860.643.0615

55、.000.191.171.901.980.803.1012.500.150.921.631.850.852.7710.000.140.901.722.101.063.055.000.050.330.700.950.551.340.000.00-0.000.00-0.000.000.00地震作用下的剪力(kN)标高(m)第一振型第二振型第三振型第四振型第五振型振型组合值66.002.35-5.093.88-2.501.067.3460.005.87-9.493.92-0.85-0.5311.8755.008.49-10.040.252.33-1.5313.4450.0010.89-7.38-5.

56、213.84-0.2214.6645.0012.70-2.68-8.691.601.6015.7840.0014.112.69-9.08-2.001.5617.1835.0015.599.32-6.67-4.91-0.0319.9630.0017.2317.36-1.02-5.25-1.9925.1123.0018.0421.784.07-2.16-1.8228.7121.0018.2823.175.85-0.84-1.5830.1420.0018.4324.016.960.04-1.3731.0919.0018.6225.128.521.37-1.0032.4517.0018.8426.40

57、10.473.23-0.3634.2415.0019.0327.5712.375.210.4336.0912.5019.1828.4914.007.071.2937.7710.0019.3229.3915.719.162.3539.675.0019.3729.7216.4210.112.9040.480.0019.3729.7216.4210.112.9040.48地震作用下弯矩(kN.m)标高(m)第一振型第二振型第三振型第四振型第五振型振型组合值66.000.000.000.000.000.00060.0014.11-30.5523.28-15.006.344455.0043.47-78.

58、0142.89-19.233.7110150.0085.90-128.2044.13-7.56-3.9416145.00140.33-165.1218.0611.61-5.0221840.00203.84-178.54-25.3719.612.9827335.00274.39-165.11-70.779.6310.8032830.00352.35-118.53-104.11-14.9210.6538623.00472.952.97-111.22-51.68-3.2748921.00509.0246.53-103.09-56.00-6.9052420.00527.3169.70-97.24-56

59、.85-8.4854419.00545.7493.70-90.28-56.80-9.8556417.00582.99143.94-73.25-54.06-11.8660715.00620.67196.74-52.32-47.60-12.5965512.50668.24265.66-21.40-34.57-11.5072010.00716.19336.8813.59-16.91-8.297925.00812.79483.8392.1628.903.489510.00909.62632.42174.2479.4617.97112410、附加弯矩计算1承载能力极限状态风荷载附加弯矩承载能力极限状态计

60、算时, 由风荷载、日照和根底倾斜的作用, 筒身重力对各截面所产生的附加弯矩。(1)筒身代表截面变形曲率: 取截面7作为筒身代表截面 1)代表截面几何特征扣除腐蚀厚度富裕度，外半径r1 = 1.998m, 壁厚tn = 0.014m, 平均半径r = r1 - tn / 2 = 1.991m面积A = 2rtn = 2 1.991 0.014 = 0.175m2惯性矩I = r3t = 1.9913 0.014 = 0.347m4 2)折算线分布重力荷载自重荷载分项系数取为1.200筒身顶部第1节高度h1 = 6.000m筒身顶部第1节全部自重设计值G1 = 1.200 95.214 = 114