泵房稳定计算.xls
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泵房稳定计算.xls
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提提要要本计算书是对松岗泵站进行稳定计算,包括抗浮、抗滑、基底应力及不均匀系数验算。
1.计计算算依依据据水工建筑物荷载设计规范(DL50771997)水工建筑物水工钢筋混凝土结构建筑结构荷载规范(GB500092001)水工建筑物抗震设计规范(DL50732000)水闸设计规范SL26520012.原原始始资资料料泵站位于水闸右侧,与水闸并列布置于河道中。
机房采用块基型整体结构,底板厚1.0米,底高程3.70m。
由前池、进水流道、泵室、出水流道、出水池等组成,泵室与进水流道、出水流道均设20mm宽缝。
上部为主厂房,底板高程为2.9m,在主厂房与水泵层之间设有梯道相通。
主厂房平面尺寸为24.58.6m;在泵室下游侧布置8.40m的出水流道,其断面由1.6m的圆形断面渐变为1.81.8m的矩形断面。
副厂房布置在出水流道上部主厂房的下游侧,底板高程为1.8m,其平面尺寸为24.58.47m。
主厂房检修间与机组安装间之间设20mm宽沉降缝,与副厂房贯通。
特征水位及具体布置详见相关设计图纸。
3.计计算算过过程程3.1荷荷载载及及其其组组合合表2荷载组合表计算工况荷载水压力风压力扬压力地震力自重基本组合完建情况地下水位按1.8m考虑设计洪水情况外江水位2.54m内涌水位0.2m内涌水位0.68m外江水位0.93m特殊组合校核洪水情况外江水位2.54m内涌水位0.2m内涌水位0.98m外江水位0.93m地震情况内涌水位0.68m外江水位0.93m外江水位2.54m内涌水位0.2m3.1.1荷荷载载计计算算3.1.1.1自自重重荷荷载载计计算算土建部分总重2756.4T机组安装部分总重44.3T具体计算过程详见表3.3.1.1.2扬扬压压力力:
计算公式(水工建筑物)其中:
地基处的扬压力;扬压力的折减系数,值取0.5;水的容重,取1T/m3;上、下游的水位差;各工况扬压力计算详见表4.3.1.1.3水水压压力力:
计算公式:
(水工建筑物)其中:
水的容重,取1T/m3;水深;各工况水压力计算详见表4.HuuH221HPH3.1.1.4风风荷荷载载计算公式(GB5000920017.1.11)其中:
风荷载标准值,;Z高度处的风振系数;取1。
风压高度变化系数;据水工建筑物荷载设计规范表12.1.6取1.38,下游侧取1.17;风荷载体形系数;迎风侧取0.8,背风侧取0.5;基本风压,;据水工建筑物荷载设计规范,沿海地区风压取0.09。
顺水流向风荷载F1:
正风压作用面积:
A118.24(10.351.8)155.95m2正风压作用面积:
A218.24(10.356.7)66.58m2所以,=11.380.80.09155.95+11.170.50.0966.58=15.5+3.519.00t逆水流向风荷载为F2:
正风压作用面积:
A118.24(10.356.7)66.58m2正风压作用面积:
A218.24(10.356.7)66.58m2所以,F2A=11.170.80.0966.58+11.380.50.0966.58=4.18+5.669.84t风荷载引起的力矩:
上游风荷载作用点距底板距离:
L1(10.35+1.8)/2(4.68)10.76m;下游风荷载作用点距底板距离:
L2(10.35+6.7)/2(4.68)13.21m;顺水流向风荷载引起的弯矩:
15.510.755+3.513.21213t.m0szzkkzzs02/mt01szzkAF0szzk逆水流向风荷载引起的弯矩:
4.1813.21+2.6613.21130t.m3.1.1.5地地震震荷荷载载计算公式:
(DL507320004.5.9)其中:
水平向地震系数,设计烈度按7度考虑,取0.1g;综合影响系数,可取0.25;地震惯性力系数;取值详见表5集中在质点i的重量,T;经计算,地震水平惯性力为23.5t。
水平惯性力矩为163.t.m。
计算过程见表5gGaFiEih/塔haiEiG3.1.1.5地地震震动动水水压压力力地震动水荷载为:
(水工建筑物34)作用点位于水面以下0.54H处其中:
水平向地震系数,设计烈度为7度时,取0.1g;综合影响系数,可取0.25;水的容重;10水深,m;特殊组合地震情况正向时,上游水深:
=3.48+0.68=4.1621065.0HCKPZHHKZC3/mkN1H1H下游水深:
=3.10.93=2.17特殊组合地震情况正向时,上游水深:
=3.48+0.2=3.68下游水深:
=3.10=5.76计算过程及结果见表6。
3.2稳稳定定计计算算:
3.2.1抗抗滑滑稳稳定定计计算算抗滑稳定安全系数:
Kc=式中:
Kc沿闸室基底面的抗滑稳定安全系数;H作用在闸室上的全部水平向荷载(KN);0闸室基础底面与土质地基之间的磨擦角();据初设报告取4.5;C0闸室基底面与土质地基之间的粘结力(Kpa)。
据初设报告取7.5;A闸室基底面的面积(m2);A18.24X17.07311.36各工况计算过程见计算简图及计算附表3.2.2基基底底应应力力1H1H1HHACGtg00基底应力计算公式:
式中:
闸室基底应力的最大值或最小值(Kpa);G作用在闸室上部竖向荷载(包括闸室基础底面上的扬压力,KN);M作用在闸室上的全部竖向和水平向荷载对基础底面垂直水流方向的形心轴的力矩(KNm);A闸室基底面的面积(m2);A18.24X17.07311.36W闸室基底面对于该底面垂直水流方向的形心轴的截面矩。
各工况计算过程见计算简图及计算附表。
3.2.3抗抗浮浮计计算算计算公式:
式中Kf抗浮稳定安全系数;V作用于泵房基础底面以上的全部重力(t);U作用于泵房基础底面上的扬压力(t)。
各工况计算过程见计算简图及计算附表。
3.3计计算算附附表表及及计计算算简简图图附表计算简图maxminPWMAGmaxminP81.885607.1724.18622bhWuvkf4.结结论论由以上计算结果可得出:
在各种荷载组合何种工况下,泵站整体稳定安全标准均满足规范要求,地基应力均小于地基处理后允许承载力并满足规范要求。
流道,其断面由1.6m的圆形断面渐变为1.81.8m的矩形断面。
副厂房布置在出水流道上部主厂房的下游侧,底板高程为1.8m,其平面尺寸为24.58.47m。
主厂房检修间与机组安装间之间设20mm宽沉降缝,与副厂房贯通。
特征水位及具体布置详见M作用在闸室上的全部竖向和水平向荷载对基础底面垂直水流方向的形心轴的力矩(KNm);表1计算成果表计算工况竖向力合计水平力合计总弯矩(T.m)基底应力(T/m2)向下为正向右为正逆时针为正max基本组合完建情况地下水位按1.8m考虑2262.68-12.3803811.958.18设计洪水情况反向外江水位2.66m,内涌水位0.2m1678.98-181.46613666.93正向内涌水位0.68m,外江水位0.93m1936.8845.895976.9特殊组合校核洪水情况反向外江水位2.66m,内涌水位0.2m1678.98-197.33513966.97正向内涌水位0.98m,外江水位0.93m1906.5260.635466.74地震情况反向外江水位2.66m,内涌水位0.2m1678.98213.3915717.17正向内涌水位0.68m,外江水位0.93m1936.88-26.317487.07抗滑抗浮不均匀系数min6.3533.255.21.293.852.022.51.85.558.413.241.243.821.852.51.835.516.333.131.223.621.712.51.985.3814.673.241.31基底应力(T/m2)表表3自自重重荷荷载载计计算算表表部位材料项目长宽高体积(m3)容重(t/m3)个数主厂房上部厂房砖前墙26.20.2411.169.801.801后墙26.20.248.452.821.801减窗户部分2.60.241.61.001.805减窗户部分2.60.241.61.001.805侧墙9.60.2411.125.571.801C30前下柱0.40.85.551.782.455后下柱0.40.87.252.322.455上柱0.30.43.450.412.4510屋面板26.210.60.1541.662.451屋面梁(主)0.259.60.451.082.455屋面梁(次)25.630.240.31.852.454吊车梁10.23550.811.942.502下部厂房C25进水流道24.413.774.71579.142.451进水流道减95.541195.542.454前墙26.20.84.94103.542.451后墙26.20.88.3173.972.451中间26.20.82.960.782.451左右墙180.88.3119.522.451闸墩上6.365.24.49148.492.451闸墩下1.795.23.734.442.451机组基础26.28.81230.562.451栏杆总长80*5,每米重2.5KG,共79.8钢梯T59B07(h=2.4,2个;h=2.88,4个)上游走道板25.40.80.357.112.451下游走道板25.40.80.357.112.451左侧走道板6.40.80.351.792.451副厂房C25前墙26.20.84.94103.542.451砖侧墙8.40.242.064.151.801减窗户部分2.60.241.61.001.805前墙0.2426.20.242.0612.951.801C30屋面板26.29.140.1535.922.451屋面梁(主)0.258.640.450.972.455屋面梁(次)25.630.240.31.852.454地面板26.27.60.239.822.451地板梁(主)7.60.250.71.332.454地板梁(次)26.20.30.32.362.452机电机组20*4桥吊电气设备土建部分总重及总矩机组安装部分总重及总矩副厂房总体积(m3)重(t)合合力作用点距底板形心距离(m)对底板形心取矩逆时针为正(T*m)69.80125.63125.632.54319.1152.8295.0795.0711.91131.394.998.998.992.5422.824.998.998.9911.9106.9325.5746.0346.037.22332.368.8821.7621.762.8261.3511.6028.4228.4211.62330.244.1410.1410.147.2273.2341.66102.06102.067.22736.895.4013.2313.237.2295.527.3818.0818.087.22130.5423.8959.7159.717.22431.131579.143868.903868.903.66514179.53382.16936.29936.294.6654367.80103.54253.68253.685.581415.53173.97426.22426.2211.624952.6960.78148.92148.922.82419.96119.52292.82292.823.02884.33148.49363.81363.819.163332.4934.4484.3884.3811.44965.27230.56564.87564.877.624304.32m1.001.007.227.2213.2013.207.2295.307.1117.4217.423.6263.087.1117.4217.4210.82188.531.794.394.397.2231.70103.54253.68253.685.581415.534.157.487.481.7813.314.998.998.995.8652.6612.9523.3223.325.86136.6335.9288.0088.001.91168.094.8611.9111.911.6619.777.3818.0818.081.6630.0139.8297.5797.571.38134.645.3213.0313.031.3817.994.7211.5511.551.3815.9480.0080.007.22577.6015.00157.22108.302.0021.382.768011.1594.192965.1197.0013.06683.14表4水压力、扬压力计算表计算工况内涌水位外江水位力(t)力臂(m)扬压力水压力水压力扬压力基本组合完建情况1.801.800.0035.3835.382.06设计洪水情况1.003.20653.8269.5496.382.06特殊组合校核洪水情况0.003.971179.8557.34105.772.06地震情况1.003.20653.8269.5496.382.06力矩(逆时针为正t.m):
总矩水压力水压力扬压力水压力水压力-0.970.970.00-34.2034.200.00-1.902.631344.69-132.13253.801466.37-1.572.892426.56-89.83305.692642.42-1.902.631344.69-132.13253.801466.37力臂(m)表5地震水平惯性力计算表部位项目长宽高体积(m3)容重(t/m3)个数总体积(m3)主厂房上部厂房前后墙18.240.378.4056.691.802.00113.38减窗户部分14.400.373.6019.181.80-1.00-19.18侧墙7.860.378.4024.431.802.0048.86过梁14.100.370.180.942.451.000.94圈梁52.200.370.183.482.453.0010.43排架0.400.807.002.242.458.0017.92抗风柱0.300.409.001.082.452.002.16屋面板18.247.860.2535.842.451.0035.84屋面梁(主)8.600.350.601.812.454.007.22屋面梁(次)18.240.240.401.752.454.007.00吊车梁1.102.506.006.60下部厂房底板18.2417.071.20373.632.451.00373.63前后墙18.245.280.8077.052.452.00154.09中间15.475.280.8065.352.451.0065.35左右墙15.475.280.8065.352.452.00130.69钢管支墩2.882.880.502.142.4512.0025.64机组基础2.002.200.401.762.453.005.28上游走道板15.840.800.354.442.451.004.44栏杆总长80*5,每米重2.5KG,共79.80m钢梯T59B07(h=2.4,2个;h=2.88,4个)左侧走道板1.205.000.352.102.451.002.10下游走道板15.841.200.356.652.451.006.65副厂房后墙18.240.304.5024.622.451.0024.62侧墙8.470.374.5014.101.801.0014.10内墙0.248.170.244.508.821.803.0026.47圈梁43.350.370.182.892.452.005.77屋面、地面板18.248.270.5075.422.451.0075.42屋面梁(主)8.470.350.601.782.454.007.11屋面梁(次)18.240.240.401.752.452.003.50地板梁(主)8.470.350.702.082.454.008.30地板梁(次)18.240.240.401.752.452.003.50机电机组9.1*3桥吊电气设备合计机电重(t)地震力力臂弯矩Geii204.0845.1210.7755.09334.5613.00-34.52487.9482.30325.553543.9045.29287.812.7014.9340.24139.173.8017.7017.1616.50915.394.670.000.00915.391.00377.523.673.8414.10480.291.50160.10320.1962.820.392.480.9675.751.0012.9410.870.363.801.3546.511.501.0013.205.1516.3060.332.268.4319.01147.513.0025.3847.6514.15184.782.838.4323.82184.783.0017.430.5310.835.7426.014.008.5820.340.296.381.8828.922.008.5827.300.682.481.6844.303.00表5地震水平惯性力计算表15.002.0044.3023.57.0163.90.682.481.6844.303.00表6动水压力荷载计算表正向反向上游动水压力下游动水压力上游动水压力下游动水压力水深H(m)4.162.173.685.76Kh0.20.20.20.2Cz0.250.250.250.251111作用宽度(m)3.4*34*33.4*34*3动水压力(t)5.741.844.4912.94力臂(m)3.112.582.894.23动水压力矩(t.m)17.864.7312.9954.731.工况1:
基本组合,完建期荷载名称垂直力(t)水平力(t)距底板形心的力臂(m)力矩(t.m)下()上()左()右()顺时()自重8108.15扬压力0.00水压力16.0934.2018.63风压力9.84地震力动水压力合计8108.150.0016.0928.4734.20G=8108.15H=12.38M=最大应力Pmax=2262.68/311.36+811.95/885.81=8.18最小应力Pmin=2262.68/311.36811.95/885.81=6.35不均匀系数Pmax/Pmin=1.29抗浮Kf=V/U=5.21抗滑Kc=(tan45oX2262.68+0.75X311.36)/12.38=33.252.工况2:
基本组合设计洪水情况荷载名称垂直力(t)水平力(t)距底板形心的力臂(m)力矩(t.m)下()上()左()右()顺时()自重8108.150.24扬压力1121.730.16水压力77.191.89145.89248.822.11风压力9.8413.21地震力动水压力合计2800.711121.7377.19258.66145.89G=1678.98H=181.47M=最大应力Pmax=1678.98/311.36+1511.19/885.81=6.93最小应力Pmin=1678.98/311.361511.19/885.81=3.85不均匀系数Pmax/Pmin=1.8抗浮Kf=V/U=2.5抗滑Kc=(tan45oX1678.98+0.75X311.36)/181.47=2.023.工况3:
基本组合设计洪水情况(正向)荷载名称垂直力(t)水平力(t)距底板形心的力臂(m)力矩(t.m)下()上()左()右()顺时()自重2800.710.24扬压力863.830.13112.3水压力98.641.61158.8142.921.47风压力9.8413.21地震力动水压力合计2800.71863.8398.6452.76271.11G=1936.88H=45.89M=最大应力Pmax=1936.88/311.36+601.49/885.81=6.9最小应力Pmin=1936.88/311.36601.49/885.81=5.54不均匀系数Pmax/Pmin=1.25抗浮Kf=V/U=3.24抗滑Kc=(tan45oX1936.88+0.75X311.36)/45.89=8.414.工况4:
特殊组合校核洪水情况(反向)荷载名称垂直力(t)水平力(t)距底板形心的力臂(m)力矩(t.m)下()上()左()右()顺时()自重2800.710.24扬压力1121.730.16水压力61.321.89115.9248.822.11风压力9.8413.21地震力动水压力合计2800.711121.7361.32258.66115.9G=1678.98H=197.33M=最大应力Pmax=1678.98/311.36+1398.09/885.81=6.97最小应力Pmin=1678.98/311.361398.09/885.81=3.81不均匀系数Pmax/Pmin=1.83抗浮Kf=V/U=2.5抗滑Kc=(tan45oX1678.98+0.75X311.36)/197.3=1.855.工况5:
特殊组合校核洪水情况(正向)荷载名称垂直力(t)水平力(t)距底板形心的力臂(m)力矩(t.m)下()上()左()右()顺时()自重2800.710.24扬压力894.190.15137.39水压力113.381.68190.4842.921.51风压力9.8413.21地震力动水压力合计2800.71894.19113.3852.76327.87G=1906.52H=60.63M=最大应力Pmax=1906.52/311.36+546.44/885.81=6.74最小应力Pmin=1906.52/311.36546.44/885.81=5.51不均匀系数Pmax/Pmin=1.22抗浮Kf=V/U=3.13抗滑Kc=(tan45oX1906.52+0.75X311.36)/60.63=6.336.工况6:
特殊组合设计洪水情况(反向),遭遇地震荷载名称垂直力(t)水平力(t)距底板形心的力臂(m)力矩(t.m)下()上()左()右()顺时()自重2800.710.24扬压力1121.730.16水压力77.191.89145.89248.822.11风压力9.8413.21地震力23.476.98动水压力4.492.8912.9912.944.23合计2800.711121.7381.68295.07158.88G=1678.98H=213.39M=最大应力Pmax=1678.98/311.36+1573.72/885.81=7.17最小应力Pmin=1678.98/311.361573.72/885.81=3.62不均匀系数Pmax/Pmin=1.98抗浮Kf=V/U=2.5抗滑Kc=(tan45o*1906.52+0.75*311.36)/213.39=1.717.工况7:
特殊组合设计洪水情况(正向),遭遇地震荷载名称垂直力(t)水平力(t)距底板形心的力臂(m)力矩(t.m)下()上()左()右()顺时()自重2800.710.24扬压力863.830.13115.86水压力98.641.61159.2142.921.47风压力9.8413.21地震力23.476.98动水压力5.743.1117.841.
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