【《L隧道衬砌结构设计计算过程案例》7800字】

L隧道衬砌结构设计计算过程案例目录TOC\o"1-3"\h\u7584L隧道衬砌结构设计计算过程案例 （5）单位抗力及相应摩擦力产生的载位移计算见表5.13。表5.13载位移计算表截面Mσ0(σh)1/Iy/I1+yMσ0/IMσ0y/IMσ0(1+y)/I积分系数1/34-0.201855.5556133.64463.4056-11.2119-26.9714-38.183325-1.565955.5556200.40024.6072-86.9958-313.8112-400.807046-4.881755.5556274.28365.9371-271.2032-1338.9573-1610.160427-9.967555.5556351.33367.3240-553.7504-3501.9175-4055.667848-15.968855.5556428.06708.7052-887.1549-6835.7060-7722.86101∑-1338.3233-8276.8260-9615.1493ΔΔ校核为：ΔΔ闭合差Δ=02、墙底（弹性地基上的刚性梁）位移单位位移作用下的转角β主动荷载作用下的转角深埋截面β浅埋截面β超浅埋截面β单位抗力及相应摩擦力作用下的转角β3、解力法方程衬砌矢高f=计算力法方程系数为：aaaaa以上将单位抗力及相应摩擦力产生的位移乘以σh求解方程为X式中XX式中X浅埋截面a以上将单位抗力及相应摩擦力产生的位移乘以σh求解方程为X式中：XX式中：X超浅埋截面aa以上将单位抗力及相应摩擦力产生的位移乘以σh求解方程为：X式中：XX式中：X2p将以上解得的X14、计算主动荷载和被动荷载（σh=1）分别产生的衬砌内力计算公式为&&深埋截面计算过程列入表5.14和表5.15。表5.14主动荷载和被动荷载的弯矩计算表截面Mp0X1pX2py[Mp]Mσ0(σh)X1σ(σh)X2σy(σh)[Mσ](σh)00.000503.71550.0000503.71550.0000-3.24780.0000-3.24781-142.875503.715564.8531425.69400.0000-3.24780.3977-2.85012-542.123503.7155255.9460217.53880.0000-3.24781.5695-1.67833-1140.028503.7155563.0408-73.27200.0000-3.24783.45270.20494-1832.396503.7155969.6120-359.0683-0.2018-3.24785.94592.49635-2507.281503.71551453.9343-549.6316-1.5659-3.24788.91594.10226-3060.368503.71551989.9697-566.6827-4.8817-3.247812.20304.07367-3415.065503.71552548.9799-362.3698-9.9675-3.247815.63102.41578-3584.808503.71553105.692624.6002-15.9688-3.247819.0449-0.1716表5.15主动荷载和被动荷载的轴力计算表截面Np0X2pcosα[Np]Nσ0(σh)X2σcosαNσ00.000403.0645403.06450.00002.47172.4717143.683392.2624435.94590.00002.40552.40552165.578360.4203525.99830.00002.21022.21023347.625309.2311656.85640.00001.89631.89634553.989241.4759795.4653-0.08951.48081.39135750.439160.7421911.1812-0.21560.98570.77016904.75671.4230976.1793-0.10190.43800.33617992.190-15.3568976.83340.2661-0.09750.168681005.3600.00001005.3597-0.04070.0000-0.0407浅埋截面计算过程列入表5.16和表5.17。表5.16主动荷载和被动荷载的弯矩计算表截面Mp0X1pX2py[Mp]Mσ0(σh)X1σ(σh)X2σy(σh)[Mσ](σh)00.0001221.19050.00001221.19050.0000-3.24780.0000-3.24781-334.3631221.1905143.84871030.67600.0000-3.24780.3977-2.85012-1265.9421221.1905567.7060522.95410.0000-3.24781.5695-1.67833-2653.0191221.19051248.8638-182.96430.0000-3.24783.45270.20494-4244.5631221.19052150.6670-872.7059-0.2018-3.24785.94592.49635-5772.6321221.19053224.9277-1326.5135-1.5659-3.24788.91594.10226-6993.9191221.19054413.8918-1358.8365-4.8817-3.247812.20304.07367-7739.0191221.19055653.8154-864.0130-9.9675-3.247815.63102.41578-8050.7571221.19056888.643059.0767-15.9688-3.247819.0449-0.1716表5.17主动荷载和被动荷载的轴力计算截面Np0X2pcosα[Np]Nσ0(σh)X2σcosαNσ00.000894.0252894.02520.00002.47172.47171104.372870.0653974.43740.00002.40552.40552394.267799.43731193.70470.00002.21022.21023824.874685.89611510.77060.00001.89631.896341306.074535.61051841.6849-0.08951.48081.391351753.392356.53722109.9288-0.21560.98570.770162088.564158.42132246.9851-0.10190.43800.336172255.188-34.06242221.12610.2661-0.09750.168682260.4510.00002260.4506-0.04070.0000-0.0407超浅埋计算过程列入表5.18和表5.19。表5.18主动荷载和被动荷载的弯矩计算表截面Mp0X1pX2py[Mp]Mσ0(σh)X1σ(σh)X2σy(σh)[Mσ](σh)00.000758.95570.0000758.95570.0000-3.24780.0000-3.24781-205.418758.955787.4338640.97150.0000-3.24780.3977-2.85012-777.875758.9557345.0620326.14250.0000-3.24781.5695-1.67833-1630.222758.9557759.0822-112.18410.0000-3.24783.45270.20494-2607.780758.95571307.2146-541.6093-0.2018-3.24785.94592.49635-3545.064758.95571960.1698-825.9383-1.5659-3.24788.91594.10226-4290.606758.95572682.8438-848.8064-4.8817-3.247812.20304.07367-4737.206758.95573436.4920-541.7584-9.9675-3.247815.63102.41578-4909.109758.95574187.042736.8898-15.9688-3.247819.0449-0.1716表5.19主动荷载和被动荷载的轴力计算表截面Np0X2pcosα[Np]Nσ0(σh)X2σcosαNσ00.000543.4048543.40480.00002.47172.4717164.319528.8416593.16030.00002.40552.40552243.176485.9126729.08820.00002.21022.21023509.160416.9002926.05980.00001.89631.89634807.403325.55381132.9569-0.08951.48081.391351086.148216.70981302.8581-0.21560.98570.770161297.19896.29131393.4892-0.10190.43800.336171405.458-20.70371384.75430.2661-0.09750.168681417.1460.00001417.1459-0.04070.0000-0.0407最大抗力值的计算首先求出最大抗力方向内的位移考虑到接缝5的径向位移与水平方向有一定的偏离，因此修正后有&（1）深埋截面计算过程列入表5.20。表5.20位移值计算表截面Mp/IMσ/I(σh)y5-yiMp(y5-yi)/IMσ(y5-yi)/I积分系数1/3027984.2168-180.43353.6072100944.6670-650.85961123649.8876-158.33923.446381504.6075-545.68444212086.2270-93.23732.972235922.6838-277.120023-4069.316211.38432.2103-8994.409625.162844-19946.4668138.68391.2016-23967.6745166.642525-30533.4050227.89980.00000.00000.00004∑138298.4926-984.6337位移值为&最大抗力值为σ（2）浅埋截面计算过程列入表5.21。表5.21位移值计算表截面Mp/IMσ/I(σh)y5-yiMp(y5-yi)/IMσ(y5-yi)/I积分系数1/3067843.9709-180.43353.6072244726.7720-650.85961157259.8216-158.33923.4463197334.5232-545.68444229053.0301-93.23732.972286351.4161-277.120023-10164.693211.38432.2103-22467.021525.162844-48483.6974138.68391.2016-58258.0107166.642525-73695.2526227.89980.00000.00000.00004∑333461.1966-984.6337位移值为&最大抗力值为σ（3）超浅埋截面计算过程列入表5.22。表5.22位移值计算表截面Mp/IMσ/I(σh)y5-yiMp(y5-yi)/IMσ(y5-yi)/I积分系数1/3042164.2393-180.43353.6072152094.8440-650.85961135609.5582-158.33923.4463122721.2205-545.68444218119.0417-93.23732.972253853.4156-277.120023-6232.456911.38432.2103-13775.599525.162844-30089.4309138.68391.2016-36155.4601166.642525-45885.4960227.89980.00000.00000.00004∑207757.7463-984.6337位移值为&最大抗力值为σ衬砌总内力计算（不同围岩级别）计算衬砌总内力按下式计算衬砌总内力&M=对于深埋截面：计算过程列入表5.23。表5.23总内力计算表截面MpMσ[M]NpNσ[N]eM/IMy/I积分系数1/30503.7155-435.731067.9845403.0645331.6080734.67250.09253776.91860.000011425.6976-382.375343.3223435.9459322.7209758.66670.05712406.7985387.253942217.5519-225.1600-7.6080525.9983296.5238822.5221-0.0092-422.6696-268.395223-73.247627.4922-45.7555656.8564254.4096911.2660-0.0502-2541.9732-3550.882344-359.0361334.9093-24.1268795.4653186.6546982.1199-0.0246-1340.3769-3224.410725-549.6009550.35800.7572911.1812103.31941014.50060.000742.0660151.740446-566.6670546.5188-20.1483976.179345.09221021.2715-0.0197-1119.3491-5526.338527-362.3850324.0992-38.2858976.833422.6199999.4534-0.0383-2126.9900-13451.08454824.5404-23.02661.51391005.3597-5.4548999.90500.001584.1034648.03341∑-3594.7213-27747.3819计算精度的校核为以下内容：根据拱顶切开点的相对转角和相对水平位移为零的条件来检查Δ（5-18）式中Δβ闭合差ΔΔ式中Δf闭合差Δ对于浅埋截面：计算过程列入表5.24。表5.24总内力计算表截面MpMσ[M]NpNσ[N]eM/IMy/I积分系数1/301221.1905-1050.6217170.5688894.02521005.48881899.51400.08989476.05050.0000111030.6760-921.9720108.7040974.4374978.54171952.97910.05576039.1145971.693542522.9541-542.8990-19.94491193.7047899.10812092.8128-0.0095-1108.0510-703.612423-182.964366.2883-116.67611510.7706771.41102282.1816-0.0511-6482.0090-9054.718444-872.7059807.5235-65.18241841.6849565.96692407.6518-0.0271-3621.2446-8711.265925-1326.51351327.00700.49352109.9288313.28122423.21000.000227.417698.900746-1358.83651317.7499-41.08662246.9851136.72682383.7119-0.0172-2282.5926-11269.387727-864.0130781.4583-82.55462221.126168.58732289.7134-0.0361-4586.3729-29004.22224859.0767-55.52103.55572260.4506-16.53972243.91090.0016197.53871522.07561∑-8119.1955-62599.9474计算精度的校核为以下内容：根据拱顶切开点的相对转角和相对水平位移为零的条件来检查：Δ（5-20）式中：Δβ闭合差：Δ式中：Δf闭合差Δ对于超浅埋截面：计算过程列入表5.25。截面MpMσ[M]NpNσ[N]eM/IMy/I积分系数1/30758.9557-654.5733104.3824543.4048498.15531041.56010.10025799.02660.000011640.9715-574.420166.5514593.1603484.80481077.96510.06173697.3042594.896242326.1425-338.2447-12.1022729.0882445.45051174.5387-0.0103-672.3444-426.938723-112.184141.2999-70.8843926.0598382.18481308.2446-0.0542-3938.0186-5501.018244-541.6093503.1148-38.49451132.9569280.40031413.3573-0.0272-2138.5869-5144.584725-825.9383826.77080.83251302.8581155.21081458.06880.000646.2514166.837946-848.8064821.0033-27.80311393.489267.73941461.2285-0.0190-1544.6201-7625.944027-541.7584486.8753-54.88311384.754333.98061418.7349-0.0387-3049.0620-19282.26804836.8898-34.59152.29831417.1459-8.19441408.95150.0016127.6827983.82061∑-5252.8312-40499.1074表5.25总内力计算表计算精度的校核为以下内容：根据拱顶切开点的相对转角和相对水平位移为零的条件来