说明：参考书：《水电站教学参考资料汇编》（江西水校，P110~118）《水工设计手册》（第七分册）本计算适合于简单式调压井形式。

bluepan:)2013-7-17基本参数计算井壁底部计算底板计算对井壁和底板进行力矩分配沿井壁力矩、剪力及环向应力的分布沿底板的力矩分配内径(m)3定端力矩M b j(103N·m/m)-78.69899175D'(108N·m/m)5.184593117Z0.7880954661.379167066求抗挠劲度的方程式c1‘z1(a/l)+c2‘z2(a/l)+c3’z3(a/l)+c4‘z4(a/l)=0 (1)1’z''1(a/l)+c2‘z''2(a/l)+c3’z''3(a/l)+c4‘z''4(a/l)+μl/a*(c1’z'1(a/l)+c2‘z'2(a/l)+c3’z'3(a/l)+c4‘z'4(a/l)=0 (2)c1’z1(b/l)+c2‘z2(b/l)+c3’z3(b/l)+c4‘z4(b/l)=0 (3)c1’z'1(b/l)+c2‘z'2(b/l)+c3’z'3(b/l)+c4‘z'4(b/l)=-1 (4)井壁和底板刚结处的不平衡力矩（103Nm/m)-43.88298657M r d，由均布荷载作用引起的径向弯矩M r'd和考虑力矩分配的修正值△M r d组成，切向弯矩Mθd的影响较小，忽略井壁力矩M x j的分布将数据代入用行列式解出c1、c2、c3、c4r d，由均布荷载作用引起的径向弯矩Mr'd和考虑力矩分配的修正值△Mrd组成，切向弯矩Mθd的影响较小，忽略井壁衬厚t(m)计算半径R(m)0.5 1.75定端剪力V b j(103N/m)抗挠劲度S b j(108N·m/m) 224.7159958.473353208基岩弹性抗力系数k'0l(m)2 1.268881808Z1Z'10.9936-0.031990.9401-0.1709c1c2-1.12850.3742c1’c2‘-5.8599 3.51784‘z'4(a/l)=0 (2)井壁分配比井壁弯矩修正值（103Nm/m)0.8-35.10638926X(m)βx000.3540916050.50.7081832111.062274816 1.51.41636642121.7704580262.52.12454963132.83273284243.54091605254.24909926364.9572824737r(m)Z0.1268881810.10.2537763620.20.3806645420.30.5075527230.40.6344409040.50.7613290850.60.8882172650.71.0151054460.81.1419936270.91.26888180811.395769988 1.1 1.522658169 1.2 1.64954635 1.3 1.776434531 1.4底板衬厚δ(m)连接管内半径a0.61b a1.751Z''1Z2-0.12-0.1599-0.3644-0.4867c3c40.57730.0939c3’c4‘16.0122-2.1191底板弯矩修正值(103Nm/m)井壁底部的定端弯矩M0j(103Nm/m)8.776597315-113.805381φ(βx)ζ(βx)000.82310.29080.50830.30960.23840.22260.06670.123-0.01660.0492-0.04230.0071-0.0258-0.0139-0.0046-0.00650.0017-0.00070.00130.0006Z''1Z''2-0.0025-0.5-0.0075-0.5-0.0169-0.5-0.03-0.5-0.0469-0.499-0.0675-0.499-0.0918-0.497-0.12-0.496-0.1513-0.492-0.187-0.487-0.2265-0.481 -0.2689-0.473 -0.3149-0.463 -0.3644-0.45最高涌波水位(m)调压井顶部高程(m)475.98477.98Z(a/l)Z(b/l)0.7880954661.379167066Z 2'Z ''2-0.3901-0.496-0.686-0.45q（103 pa)M d b (103N·m/m)320.787-122.5819783抗挠劲度S d b (108Nm/m)实际取抗挠劲度S d b (108Nm/m)-8.8200274962.118底板外缘的定端弯矩M d 0103Nm/m)剪力修正值（103N/m)-113.80538149.5724676M x j (103Nm/m)-37.186331552.29143628916.1080645116.3014986211.446096346.1931176530.236152702-0.739097394-0.329441687-0.031399105Z ''3Z 4''-0.612-63.89-0.3935-16.15-0.269-7.3-0.1835-4.19-0.1209-2.74-0.0723-1.956-0.0334-1.466-0.0023-1.1470.0222-0.92170.0415-0.7571调压井结井壁剪力V x j 的分布0.0571-0.6319 0.0695-0.5333 0.0794-0.4544 0.0868-0.3902压井结构计算底板高程(m)底板中心高程(m)443.58443.28'Z3Z30.3606-0.22860.2302-0.1971井底定端剪力V0j(103N/m)274.2884626ψ（βx)V x j(103N/M)1274.28846260.2415159.7040622-0.110869.11457482-0.206814.8209991-0.1794-9.6750324-0.1149-15.70281724-0.0563-13.160493640.0019-3.9463252320.0048-0.7725216040.00310.6253135640.00010.220269421'Z'1Z2-0.00006-0.05-0.0005-0.1-0.00169-0.15-0.004-0.2-0.00781-0.2499-0.0135-0.2998-0.02143-0.3496-0.03199-0.3901-0.04554-0.4485-0.0624-0.4974-0.0831-0.5458 -0.1078-0.5935 -0.137-0.6403 -0.1709-0.686围岩单位弹性抗力系数K0（108N/m3)E(109Pa)μ2280.167Z3''Z4Z4' -0.0023-0.28830.62860.0868-0.05420.2235θ（βx)井壁环向力T x j(103N/m)1-263.16646710.5323-235.86766940.1988-73.775673210.015887.87652591-0.0563199.3931416-0.0658257.8369253-0.0493278.0231236-0.012267.91608960.0019246.12108570.0024238.22938370.0007232.2057784Z3'Z4'M r'd(104Nm/m) -0.0929 6.34292.504964-0.1419 3.13491.71458188-0.1746 2.0551.02529886-0.197 1.49734.64467837-0.2121 1.15925.49985867-0.22160.92719.33329653-0.22680.758214.41060862-0.22860.628610.19430783-0.22760.5258 6.400346136-0.22430.4422 2.703977019-0.21930.373-0.9591441 -0.21290.3149-4.624400601 -0.20540.2656-8.384230921 -0.19710.2235-12.27277533D(109N·m) 0.300034324Z''4-1.147-0.3902△M r d(104Nm/m) 166.997513 31.27869417 8.871259983 2.425159312 0.265705184 -0.302148276 -0.256946757 0.1060405410.5727330841.1243978131.72343482.3447382392.996534243.670235339β（m-1)1.412063976根据工程边界条件建立如下四个方程u r=a=c1z1(a/l)+c2z2(a/l)+c3z3(a/l)+c4z4(a/l)+1=0 (1)d=c1z''1(a/l)+c2z''2(a/l)+c3z''3(a/l)+c4z''4(a/l)+μl/a*(c1z'1(a/l)+c2z'2(a/l)+c3z'3(a/l)+c4z'4(a/l)=0 (2)r=au r=b=c1z1(b/l)+c2z2(b/l)+c3z3(b/l)+c4z4(b/l)+1=0 (3)(du/dz)r=b=c1z'1(b/l)+c2z'2(b/l)+c3z'3(b/l)+c4z'4(b/l)=0 (4)M r d(104Nm/m)459.5024771122.993276159.8965588537.0698376925.7655638619.0311482614.1536618610.300348376.9730792193.8283748330.7642907 -2.279662362 -5.387696681 -8.602539992计算水头H(m)A B32.7 3.4154550.978818'=0 (2)4(a/l)。