U型渡槽结构计算和配筋计算EXCEL表格

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)2.4910.0010.0150.55槽身计算跨度L=11.7(m)槽身宽度D=2(m)abcBt0.20.150.150.2250.15　　　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|10.060000000.075000000.004500000.9694673720.030000000.200000000.006000000.8444673730.165000000.275000000.045375000.7694673742.077647501.037600002.155767050.006867375-1.571000000.97400000-1.530154000.0704673760.090000001.775000000.159750000.7305326370.073650001.700000000.125205000.65553263总计0.925297500.96644305y1=∑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　I=∑Aiy2+∑Ii=0.334m40.4600.8880.0660.048则Sl=0.2482求作用在槽身上的均布荷载q截面重心轴I-I轴离槽顶的距离计算中，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=sinx=(1-cosx2)1/2=S6=todo(y2-to/2)=S7=2*0.5toso(y2-to)=槽壳重：Gk=277.500kN71.600kN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：q校＝53.427kN/m3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.m1375.389kN.m1279.888kN.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/mm2受拉区总拉力Z＝657.269A=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＝斜截面强度计算1.2M校＝σ＝0.7100.778RL/KZ=0.778斜截面抗裂验算σZL＝0.7301.680RL/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　　（１）求均匀化拉杆的轴向力X11: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：Gd=拉杆重＋桥面板重=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＝校核水深时：KM=1.4*M校＝槽顶结构重力，槽壳顶部加大部分的重力及槽顶人群荷载之和为：G0＝6.608kN/mM0=0.169kN.m/m2:计算直段上的剪力T1=q*(y1B2/2-B3/6)（t+a)/I=1.332kN/mT2=q*[ty1(f2/2-Bf+B2/2)-t(f3/6-B2f/2+B3/3)+(t+a)(y1B-B2/2)(f-B)]/I=T=T1+T2=5.907kN/m3:计算形变位β＝h/R=0.419λ=K/R=0.460δ11=R3(0.333β3+1.571β2+2β+0.785)/EIt=2.388(m/kN)4:计算载变位△1G0=-G0R3(0.571β+0.5)=-6.067(m)△1M0=M0R2(0.5β2+1.57β+1)=0.342(m)△1h=-γhtR4(0.571β2+0.929β+0.393)=-4.417(m)△1W=-γ(-0.008h5+0.04h4h1-0.082h3h12=0.083h2h13)-γR[h13(0.262h+0.167R)+h13R(0.5h+0.393R)+h1R0R(0.57h+0.5R)+R02R(0.215h+0.197R)]=-4.689(m)△1τ=qtR6(0.214β-0.294λβ-0.264λ+0.197)/I+TR3(0.571β+0.5)+T1aR2(0.5β2+1.57β+1)/2=9.573(m)5:计算X1X1=-△1p/δ11=2.202(kN/m)(拉力）　　(2)各截面的弯矩M及轴力N计算圆弧部分弯矩Mh=－γhtR2[f/R(1-cosφ)+sinφ-φcosφ]=-0.101Mw=-γ[0.5*(h12R+RR02)sinφ-(0.5*RR02φ+RR0h1)cosφ+h13/6+RR0h1]=Mτ=qtR4[sinφ-φcosφ+λ(φ2-3.1415927φ+2cosφ+3.1415927sinφ-2)]/2I+TR(1-cosφ)+0.5*aT1==0.245MG0=-G0R(1-cosφ)=-0.242MX1=X1(h+Rsinφ)=1.604MM0=M0轴力NG0=G0cosφ=6.383Nh=γhtR(f/R+φ)cosφ=3.012NW=γR02φcosφ-0.5*γ(R02+h12)sinφ-γh1R0(1-cosφ)=-0.088Nτ=-qtR3[φcosφ+(1-3.1415927λ)sinφ-2λ(cosφ-1)]/2/I-Tcosφ=NX1=X1sinφ=0.570000.2617993920.523598783截面y=0φ=0φ=15φ=30MM00.1690.1690.1690.169MG00.0000.000-0.242-0.952Mh0.0000.000-0.101-0.499Mw0.000-0.003-0.097-0.456Mτ0.1330.1330.3781.222MX10.0000.9911.6042.175∑0.3031.2911.7101.659000.2617993920.523598783截面弯矩y=0φ=0φ=15φ=30NG06.6086.6086.3835.723Nh0.0002.0633.0123.614Nw0.0000.000-0.088-0.421Nτ-1.332-5.907-8.149-10.235NX10.0000.0000.5701.101∑5.2762.7641.728-0.2182校核水深时的内力计算T1=q*(y1B2/2-B3/6)（t+a)/I=1.373kN/mT2=q*[ty1(f2/2-Bf+B2/2)-t(f3/6-B2f/2+B3/3)+(t+a)(y1B-B2/2)(f-B)]/I=T=T1+T2=6.086kN/mβ＝h/R=0.419λ=K/R=0.460δ11=R3(0.333β3+1.571β2+2β+0.785)/EIt=2.388(m/kN)△1G0=-G0R3(0.571β+0.5)=-6.067(m)△1M0=M0R2(0.5β2+1.57β+1)=0.342(m)△1h=-γhtR4(0.571β2+0.929β+0.393)=-4.417(m)△1W=-γ(-0.008h5+0.04h4h1-0.082h3h12=0.083h2h13)-γR[h13(0.262h+0.167R)+h13R(0.5h+0.393R)+h1R0R(0.57h+0.5R)+R02R(0.215h+0.197R)]=-5.617(m)△1τ=qtR6(0.214β-0.294λβ-0.264λ+0.197)/I+TR3(0.571β+0.5)+T1aR2(0.5β2+1.57β+1)/2=9.880(m)X1=-△1p/δ11=2.462kN0.0000.0000.2620.524校核水深作用下横向弯矩成果表设计水深作用下轴向力成果表设计水深作用下横向弯矩成果表截面弯矩y=0φ=0φ=15φ=30MM00.1690.1690.1690.169MG00.0000.000-0.242-0.952Mh0.0000.000-0.101-0.499Mw0.000-0.013-0.171-0.647Mτ0.1370.0000.2521.122MX10.0001.1081.7932.431∑0.3071.2641.7001.6250.0000.0000.2620.524截面弯矩y=0φ=0φ=15φ=30NG06.6086.6086.3835.723Nh0.0002.0633.0123.614Nw0.0000.000-0.147-0.589Nτ-1.373-6.086-8.396-10.545NX10.0000.0000.6371.231∑5.2362.5851.490-0.566　　由以上计算可知，在φ=15度截面上正弯矩最大，在φ=90度截面上负弯矩最大．故按两截面来计算槽身所需的钢筋面积，由于校核水深和设计水深作用下强度安全系数不同，分别计算如下：端肋的体积：V＝0.762m3一个端肋重：p＝19.057kNkN结果：空槽总重＝387.213kN21.379水重＝232.026kN408.592人群荷载＝60.000kN总体积：12.62810425弯矩118.2593750.174592849校核水深作用下轴向力成果表0.1932693741987.24558496.9223.125设计水深h设(m)校核水深h校(m)每节槽长(m)槽壳壁厚(m)H1.121.2120.151.85f2R0R2RlR0RL0.5521.0752.311.15∑Aiy2各分块面积对自身重心轴Ii(m4)0.056392020.000112500.021393750.000037500.097693210.004159380.000097980.19225077-0.00780104-0.109920000.048031010.000168750.031649100.0000886961.241247610.247456040.08680889todosox0.150.60.4911.093人群荷载（kN/m2）rh（kN/m3）r（kN/m3）计算长度L（m）2.000259.8112L11.7002.268LH11.41850.0001084.4791073.329拉杆长度拉杆宽度拉杆高度2.0000.2000.200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.则人行道板高度人行道板宽度人行道板长度0.0802.2001.7604.574kN/mhh1RoR0.4500.1201.0001.075△1W=-γ(-0.008h5+0.04h4h1-0.082h3h12=0.083h2h13)-γR[h13(0.262h+0.167R)+h13R(0.5h+0.393R)+h1R0R(0.57h+0.5R)+R02R(0.215h+0.197R)]△1τ=qtR6(0.214β-0.294λβ-0.264λ+0.197)/I+TR3(0.571β+0.5)+T1aR