脱硫塔强度、地震、风载荷计算,强度校核

1、亠、塔基本参数塔操作质量,kgm0677532.973塔最大质量,kgBnax687711.773塔最小质量,kgTnin283255.3塔内径，mmD90009000塔体高度，mmH,30000烟囱咼度，mm甩30000塔总高，mmH60000600001、分段质量项目代号12塔段长度hi57008000厚度$ e，i2018壳体质量m)i25358.1832024.29内件质量m)200保温层质量m)32428.23408平台、扶梯质量m)426966241操作时塔内介质质量m054352040液压试验时塔充液质量mw3626700塔的操作质量m0465686.3841673.29该段塔的

2、最大质量Bnax393152.3841673.29该段塔的最小质量nin30482.3841673.29二、塔器基本自振周期计算T1项目-代号12塔第i段操作质量，kgm465686.3841673.29第i段集中质量距地面咼度，mmhi28509700第i段当量集中质量mi(hi /H)349.90848251176.0837343塔顶部至第i段底截面高度,mm6000054300第i计算段截面惯性矩,4 mmIi5.7638E+125.1840E+12第i段产生的挠度H；丄Ei i1 i jHi3EiL1.9544E-041.6106E-04第i-1段产生的挠度基本自振周期，sTi四、地震

3、载荷及地震弯矩计算第i段集中质量距地面高度,m i h i3基本振型参与系数地震影响系数曲线下降段的衰减系数地震影响系数曲线的阻尼调整系数对塔的基本振型自振周期T i的地震影响系数集中质量m k引起的基本振型水平地震力，N5汀8Hi3；Hi3、3=114.8佢 mi一 1-X 一* 10一屮丿2EiIii=? Ei1 i1.4486E-04代号12m/mk465686.3841673.29hi/hk2850970070853421362398121278121.07802E+163.80341E+16 1.5 ,hk An_ i ik1k0.0247540430.1554305771kBmmF

4、 1k0 05 -:=0.9(取0.01 0.03, P21)0.5+5“=0.05 -20.061.7a1 -2 maxJ丿a i51927.2058129177.596721327206183404230913a ma取0.24垂直地震影响系数最大值vmax计算垂直地震力塔的当量质量塔式容器底截面处垂直地震力meq任意质量i处所分配到的垂直地震力Fvi158106.106948154.82082塔任意计算截面处得垂直地震力F J -1780869.2301622763.1232第2截面集中质量高度距截面处高度hk-h._0 一0ME2.22472E+101.83749E+10五、风载荷和风

5、弯矩计算基本参数体型系数基本风压，Pa/m2£0.70.7q045045084.75516392qoT2代号12脉动增大系数保温层厚度，mm笼式扶梯当量宽度，mm操作平台当量宽度，mm塔顶管线外直径管线保温层厚度，mm第i段计算长度，mm第i段直径风压高度变化系数塔各段有效直径0-5.757005.7-13.78000E1.8421.842$ si100100K3400400K412001200d°200200& ps2018li57008000D>i90009000fi1.001.1036Dsi1104011036脉动影响系数u i0.41040.7459振

6、型系数0 zi0.020.08264塔各计算段的风振系数（H>20m）K2i1.0151191361.102884239第i段计算长度，mmli57008000水平风载荷P20122.0163533849.62446计算截面风弯矩_ _i 一 iM w1.05693E+108.75766E+09一i :|计算截面风弯矩M匚1.05693E+108.75766E+09六、塔売稳定或强度验算经对比，明显，在任何截面地震弯矩 > 风弯矩计算截面代号塔壳有效厚度，mm$ ei2018计算截面以上操作质量,kgmj计算截面塔直径计算截面横截面积,mrnAWi计算截面断面模数，最大弯矩Mmax

7、，N3 mmmm允许轴向压应力FT1.2B1.2 a t操作时引起的轴向应力，Mpam引起的轴向应力，MpaMnax引起的轴向应力,MpaAM max轴向压应力轴向拉应力90009000565486.668508938.0012127234500311451105032.22472E+101.83749E+1070468455.2159.6159.622.5259.4595556722.0269229176.697795672-0.42038155517.4852016.0463726.9447518.0732930.5256439.01945465686.3841673.29各截面的地震弯矩

8、，N- mm.i iME2.22472E+101.83749E+10计算截面风弯矩，Nmm.i _ iM w1.05693E+108.75766E+09是否满足条件be兰b lr是否满足条件5 <1.3七、裙座稳定校核立置液压试验时的应力校核八、混凝土基础上的最大应力C bmax1.986781852628240.87561地震载荷为控38.86928962由试验压力引起的周向应力，MPaT69.2285由试验压力引起的轴向应力，MpaT 128.125由质量引起的轴向应力，MpaT 23.723717455由弯矩引起的轴向应力，MpaT 35.24555916

9、60.9Rel Rd0.2 ©185.16825液压试验时最大组合拉应力O"t = 一O2 + 329.64684171液压试验时最大组合压应力T 2+ T 38.96927662九、基础环厚度计算基础环外径D ob9300基础环内径D ib8700基础环抗弯截面系数Z b1.8E+10基础环面积A b84823000 -0M max . m 0 gZbA b0_0 .0.3Mw Me. mmaxgZ bAb基础环无筋板时的厚度十、地脚螺栓计算.0_0 M wmmin g地脚螺栓承受的最大拉应力（T B | Zb 一 Ab取较大值M E上0.25M w m°g f

10、V°4ZbAb地脚螺栓的螺纹小径d 1取地脚螺栓为M48 590009000900042004200420060000600006000060000600006000034567810000630029441000010000705616141412121235574.6519606.1717169.8912464.5512464.558795.003350012900000042602683.82357.20005486.51500108510431043104300000000000078821.1536689.9720612.0913507.5513507.559838.007

11、8821.1536689.9720612.0913507.5513507.559838.00112321.1549589.9720612.09213507.5513507.55983834567878821.1536689.9720612.0913507.5513507.559838.001870026850314723794447944564722386.2384283287.9596232974.6875023416.2698466891.6882998202.619644463004.6049E+121.1241E-04363004.0266E+126.1950E-05300001.19

12、02E+121.1830E-04270563.5213E+112.9333E-04170563.5213E+117.3484E-0570563.5213E+115.2028E-069.9849E-055.4171E-053.4969E-058.6782E-057.3484E-055.2028E-068- - 38_ _ 3、二 HiHi3送-z心0一0.433987107y Ehi -2Ei丄1 i丄34567878821.1536689.9720612.0913507.5513507.559838.001870026850314723794447944564722.0156E+111.614

13、22E+111.15082E+11998369376671.41801E+111.32025E+115.15428E+177.10199E+176.42533E+177.37914E+171.4886E+181.77177E+180.416045920.7158059320.9083754151.202523371.7079700662.183376397取0.01 0.03, P21)0.9727272731.5194805190.459183488Tg取 0.55 a ma取0.24147720.0019118303.588884341.7705673168.70675103923.103

14、796758.850281473955505985125694.5648703759.4 512530477.2647605977.25555715360.156510251.9865780869.2301175587.9151117355.080477278.1405261056.224377147.3650166183.57703574608.3024399020.3873281665.3069204387.1663143330.94266183.577031.32644E+107.76087E+095.13160E+094.20123E+091.82857E+093.41365E+080

15、.70.70.70.70.70.745045045045045045034567813.7-23.723.7-3030-32.94432.944-42.94442.944-52.94452.944-601000063002944100001000070561.8421.8421.8421.8421.8421.8421001001001001001004004004004004004001200120012001200120012002002002002002002001614141212121000063002944100001000070569000900066004200420042001

16、.31291.421.47521.5921.69941.77110321102886286224622462240.80480.830.8360.8560.872940.880.22550.340.3990.621460.85176811.2546199871.366065071.4165027711.6155077251.8059344611.9157966110000630029441000010000705657241.1904442452.922416719.6363850423.4132160169.6848846909.561876.43093E+093.97798E+092.74

17、665E+092.25835E+099.35441E+081.65497E+081.32644E+107.76087E+095.13160E+094.20123E+091.82857E+093.41365E+086.43093E+093.97798E+092.74665E+092.25835E+099.35441E+081.65497E+08风弯矩，故该塔稳定及强度校核以地震弯矩控制34567816141412121278821.1536689.9720612.0913507.5513507.559838.00900090009000420042004200452389.3344395840.

18、6676395840.6676158336.267158336.267158336.2671017876002890641502.1890641502.1166253080.4166253080.4166253080.41.32644E+107.76087E+095.13160E+094.20123E+091.82857E+093.41365E+084543433535355451.651.6424242159.6159.6159.6159.6159.6159.628.12532.1428571432.1428571417.517.517.52.979388951.9173092991.2223855932.1277262511.7421151371.0275242690.439062471-0.098756355-0.200739062-0.453958541-0.0683474280.1915366813.031488.713805.7616925.2701010.998712.0532916.0108710.631116.9840827.3978312.740823.0808138.1770938.9393436.6821640.6423826.7565918.52576校验合格（橙