污水处理厂工程储泥池结构计算书.docx
污水处理厂工程储泥池结构计算书1抗浮计算水池底板至于出露的天然中风化砂质泥岩层上，池体为地面式水池，底板底标高为地面下0.29m,显然此处地下水作用可忽略不计。故此处不需考虑抗浮设计。2内力及配筋计算2.1 计算参数土重度：18kN?土饱和重度：20kN?土侧压力系数：0.33地面超载：1OkN?顶板上活载：3 kNm2地下水重度：1OkN?污泥重度：l4kN保护层底板底面40,其余35碎：底板、池壁、顶板采用C30碎几何截面信息：池体为9.lm18.5m两格矩形水池，底板厚度500,池壁厚度400,顶板厚度1802.2 荷载计算1、顶板荷载顶板及楼梯：3.5kNm22、壁板荷载 外土荷载：可忽略不计内水荷载：6.2×10.5=65.1:Z=6.45q=02.3 内力配筋计算底板位于中风化砂质泥岩层，按非线性弹簧施加于底板，将荷载及节点样式导入MidaS Gen, 整体建模，模型示意如下：89002.2.2内力计算结果板1内水工况：水平向弯矩水平向轴力24iMW2 U7mcM 1423MCM L>i40 LVitoM2 t<OUliq<WMCO1 >m<q MceocM4M-36FIDF,竖向弯矩考虑温度作用的内水工况:水平向弯矩水平向轴力配筋计算:水平向：内壁：壁板配筋C18200通长筋，支座附加一组C18200短钢筋外壁：壁板配筋C18150通长筋竖向：壁板配筋C18200通长筋，支座附加一组C18200短钢筋外壁：壁板配筋C18150通长筋计算后的最大裂缝宽度为O. 174m板2内水工况：水平向弯矩水平向轴力竖向弯矩考虑温度作用的内水工况:水平向弯矩水平I可轴力配筋计算: 水平向：内壁：壁板配筋C18200通长筋，支座附加一组C18200短钢筋外壁：壁板配筋C18150通长筋竖向：壁板配筋C18200通长筋，支座附加一组C18200短钢筋外壁：壁板配筋C18150通长筋计算后的最大裂缝宽度为O. 194m板3内水工况：水平向弯矩水平向轴力-76.2673-37.327.928.627.8-29.7-54.2-80.5-88.486.579.072.168.969.674.382.187.988.0118.63111.4103.498.399.3105.9113.3116.9117.4128.6116.9109.2120.0I110.7115.5108.8110.2118.6I124.7109.5102.0103.6113.5128.0II120.4107.489.485.089.085.185.593.9109.0m，CUS GenPOST-PROCESSORPLATE FORCE-内力4c×l,42338e*0021.220774002IX) 18 ISc *0028.15S40*0016.12926« *0014.10312« 400127699K)01OX×>OOA1.97529C01- -4142H)016.02756* *001-B.05370e-KXJlCBCi N为次全 B. BdENTMIN : 889IOKM±s kNM竖向弯矩ml：b.l-12.9233-29.1-29.9-30.227.018.9T041后24.7-16.8-31.9-40.9-42.742.8-37,5-25.5-8.324.827.9-24.7 H-43.9-55.0-57.1-57.3醍-50.8-35.8-13.528.026.532.4-52.9-66.5-66.7.-6.044.2-20.126.426.2-34.8-53.668.3-68.5,句.4-44.4-24.025.827.9-35.2-53.863.1-64.6593-45.8-22.527.820.624.356.175.680.471.3-17.321.6PLATE FORCE彳建*yy6.71778*00187426*001S36U0o*0014.00482c *001X64834qHX)119185o*001OX>OOOO*OOO27775% TOl- -4.l3407H)01-5.49056 H×)1C8UN为水全 aEMENTMlN ! 6S7考虑温度作用的内水工况:水平向弯矩水平向轴力midas Gen POST-PROCESSORPLATE FORCE 号-yy. 351037K)01 2.16213e-HX)l 8.13897-H×)0 一 O.OOOOOe*COO *1382584001 - -3.23082e*001 - -4.57905® *001 - -5.92729 *001 -7.27553g *001 462377Qyn . 9.97200q*001 -1.13202« *002CBU N内全暹ELEMBMTMAX : 519 MJN : 657-46.1-38.2-43.5-47.2-47.8-47.9-45.8-41.2-37.5-46.2-55.1-58.3-67.3-73.1-74.4-74.4-71.0-63.5-53.6-55.7-51.4-72.8-87.9-96.4-98.0 8.1-93.3<81.6-63.5-47.81-56.6-82.2-1004-IX-11l9-112.0-111.1-113.1-113.2、-106.4-92.8-70.8-50.0-61.7-83.4-1-100.6.07.2-92.6-73.655.5-59.1-4.0100.3109.7109.8-105.193.272.756.4I 867.3-70.6y70A.- -70.23668.261./51.1女侍：IOK里D IcNF加配筋计算：水平向：内壁：壁板配筋C18200通长筋，支座附加一组C18200短钢筋外壁：壁板配筋C18150通长筋竖向：壁板配筋C18200通长筋，支座附加一组C18200短钢筋外壁：壁板配筋C18150通长筋计算后的最大裂缝宽度为O. 175m底板计算内水工况：X向弯矩X向轴力Z07Sto29.XHto00l1.9M3*001L7480002L5O205W2UtXC02eXMcox 71000l oxo>coT力me3】 -7.5WO-O1NG UM ae> UNMY向弯矩si I 5.* J” Si33*001 LSIRi««001 OMOOOe OY向轴力PlArgfKMCgR*yy3Q7232247900e*C021.M73002 1.5400J 口心。02 I.M7B7CO1 4.9014¼ «C01 (KoooOo *«00 ?6心38 <037K001BO"：U 口配筋计算: X向：上层：C18200通长筋，支座附加一组C18200短钢筋下层：C18200通长筋，支座附加组C18200短钢筋(2)Y 向：上层：C18200通长筋，支座附加一组C18200短钢筋下层：C18200通长筋计算最大裂缝宽度0.164mm3地基承载力计算地基反力图其中地基最大反力为240kN2950kN,故地基承载力满足要求
