U型渡槽结构计算和配筋计算EXCEL表格.xls

一基本资料及已知条件参数流量Q设(m3/s)半径r(m)纵坡I糙率n直段加高f(m)设计水深h设(m)校核水深h校(m)每节槽长(m)槽壳壁厚(m)H2.4910.0010.0150.551.121.2120.151.85槽身计算跨度L=11.7(m)槽身宽度D=2(m)abcBtf2R0R2RlR0RL0.20.150.150.2250.150.5521.0752.311.15跨宽比l/D=5.85因此可以按梁法计算槽身内力二槽身纵向内力计算１槽壳横截面几何力学参数计算将槽身截面分成７块，求截面重心轴的位置几截面惯性矩分块号面积Ａi(m2)各分块面积的重心到槽顶距离yi(m)Aiyi分块重心至重心轴I-I的距离y=|y1-yi|∑Aiy2各分块面积对自身重心轴Ii(m4)10.060000000.075000000.004500000.969467370.056392020.0001125020.030000000.200000000.006000000.844467370.021393750.0000375030.165000000.275000000.045375000.769467370.097693210.0041593842.077647501.037600002.155767050.006867370.000097980.192250775-1.571000000.97400000-1.530154000.07046737-0.00780104-0.1099200060.090000001.775000000.159750000.730532630.048031010.0001687570.073650001.700000000.125205000.655532630.031649100.0000886961.24124761总计0.925297500.966443050.247456040.08680889截面重心轴I-I轴离槽顶的距离y1=∑Aiyi/A=1.044(m)I-轴至槽底的距离y2y2=H-y1=0.806(m)重心轴至槽壳圆心轴的距离K=y1-f=0.494(m)截面惯性矩todosoxI=∑Aiy2+∑Ii=0.334m40.150.60.4911.093受拉区面积对截面形心轴的静面距Sl=2tR2(sinx-xcosx)+S6+S7其中：cosx=K/R=0.460sinx=(1-cosx2)1/2=0.888S6=todo(y2-to/2)=0.066S7=2*0.5toso(y2-to)=0.048则Sl=0.2482求作用在槽身上的均布荷载q计算中，人群荷载取2.5kN/m2,钢筋混凝土重度rh=25kN/m3,水重度r=9.81kN/m3人群荷载（kN/m2）rh（kN/m3）r（kN/m3）计算长度L（m）槽壳重：Gk=277.500kN2.000259.8112槽顶结构重：Gd=拉杆重＋桥面板重=71.600kN人群荷载：Gz=q人eL=60.000kN设计水深是水重：Gw1=213.191kN校核水深是水重：Gw２=232.026kN作用于槽身的均布荷载为：设计水深时：q设=51.858kN/m校核水深时：Lq校＝53.427kN/m11.7003槽身纵向跨中弯矩，正应力及总拉力计算跨中弯距设计水深作用下：M设=q设l2/8=887.348kN.m校核水深作用下：M校＝q校l2/8=914.206kN.m由ＳＤＪ２０－７８＜水工钢筋混凝土结构设计规范＞查得钢筋混凝土结构构件的强度安全系数：基本荷载组合K=1.55,特殊荷载组合K=1.4.则设计水深时：KM=1.55*M设＝1375.389kN.m校核水深时：KM=1.4*M校＝1279.888kN.m故以槽中通过设计水深为控制情况．跨中截面圆弧纵向正应力：σlmax=My2/I=2138.387kN/m2=2.138N/mm22.268受拉区总拉力LHZ＝657.26911.41850.000A=3180.334斜截面强度及抗裂验算设计水深Q＝295.588kNKQ=443.382kN校核水深Q＝304.535kNKQ=426.349kN取设计水深为控制情况1.25M设＝1084.479斜截面强度计算1.2M校＝1073.329σ＝0.710<0.778RL/KZ=0.778斜截面抗裂验算σZL＝0.730<1.680RL/Kf=1.680满足斜截面抗裂要求三槽壳横向内力计算沿槽中水流方向取1.0m长槽身计算槽壳的横向内力１设计水深时的内力计算拉杆长度拉杆宽度拉杆高度（１）求均匀化拉杆的轴向力X12.0000.2000.2001>:计算槽顶集中力G0和槽顶荷载对直段顶部中点的力矩M0槽顶结构重力，槽壳顶部加大部分的重力及槽顶人