某軌道交通區(qū)間盾構(gòu)隧道結(jié)構(gòu)抗震驗算計算案例目錄TOC\o"1-3"\h\u32437某軌道交通區(qū)間盾構(gòu)隧道結(jié)構(gòu)抗震驗算計算案例 1236631.1反應(yīng)位移法計算方法 2296471.1.1隧道和周邊地基相互作用的模型化 3141361.1.2地震斷面內(nèi)力增量計算方法 4160811.2多遇地震作用下的內(nèi)力計算 4100401.2.1計算參數(shù) 4210911.2.2淺埋段斷面計算 5158551.2.3中埋段斷面計算 696191.2.4深埋段斷面計算 6234251.3設(shè)防烈度地震作用下的內(nèi)力計算 7286951.3.1計算參數(shù) 7226271.3.2淺埋段斷面計算 845481.3.3中埋段斷面計算 885791.3.4深埋段斷面計算 9180661.4罕遇地震作用下的內(nèi)力計算 106891.4.1計算參數(shù) 1050911.4.2淺埋段斷面計算 10310561.4.3中埋段斷面計算 112351.4.4深埋段斷面計算 12311341.5承載力驗算 13315941.5.1多遇地震作用 1389701.5.2設(shè)防烈度地震作用 1548811.5.3罕遇地震作用 16由規(guī)范可知，在城市地下地鐵的修建中地震是極大的影響因素。在本次設(shè)計確定的地震加速度，取值為0.10g。通過對隧道工程穿越地層的地勘資料進行具體分析確定本設(shè)計工程位置存在可能出現(xiàn)液化現(xiàn)象的地層，場區(qū)基巖風(fēng)化層厚度變化較大，局部厚度較大，地基均勻性總體性較差。表3.2.4規(guī)定，對于E1地震作用和E2地震作用，地下結(jié)構(gòu)的結(jié)構(gòu)抗震性能要求為Ⅰ級；對于E3地震作用，地下結(jié)構(gòu)的結(jié)構(gòu)抗震性能要求不低于Ⅱ級ADDINEN.CITE<EndNote><Cite><Author>彭有寶</Author><Year>2017</Year><RecNum>36</RecNum><DisplayText><styleface="superscript">[4]</style></DisplayText><record><rec-number>36</rec-number><foreign-keys><keyapp="EN"db-id="t2vd5twwx0x0f1esdfp5f2d9t9p0s2rwxvwv">36</key></foreign-keys><ref-typename="JournalArticle">17</ref-type><contributors><authors><author>彭有寶</author><author>王鑫</author></authors></contributors><auth-address>北京市勘察設(shè)計研究院有限公司;</auth-address><titles><title>軌道交通地下結(jié)構(gòu)抗震設(shè)計相關(guān)反應(yīng)加速度法分析</title><secondary-title>地震工程學(xué)報</secondary-title></titles><periodical><full-title>地震工程學(xué)報</full-title></periodical><pages>1037-1045</pages><volume>39</volume><number>06</number><keywords><keyword>反應(yīng)加速度法</keyword><keyword>一維等效線性化法</keyword><keyword>等效剪切模量</keyword><keyword>基線漂移</keyword><keyword>靜力分析</keyword><keyword>層間位移角</keyword></keywords><dates><year>2017</year></dates><isbn>1000-0844</isbn><call-num>62-1208/P</call-num><urls></urls><remote-database-provider>Cnki</remote-database-provider></record></Cite></EndNote>[\o"彭有寶,2017#36"4]。在本設(shè)計中，對于三種等級的地震作用統(tǒng)一按結(jié)構(gòu)抗震性能要求Ⅰ級進行設(shè)計。表3.3.1的規(guī)定，區(qū)間隧道結(jié)構(gòu)的地震反應(yīng)計算方法如表7.1所示。當(dāng)性能要求為Ⅰ級時可采用反應(yīng)位移法或者反應(yīng)加速度法進行抗震設(shè)計ADDINEN.CITE<EndNote><Cite><Author>張語通</Author><Year>2017</Year><RecNum>39</RecNum><DisplayText><styleface="superscript">[5]</style></DisplayText><record><rec-number>39</rec-number><foreign-keys><keyapp="EN"db-id="t2vd5twwx0x0f1esdfp5f2d9t9p0s2rwxvwv">39</key></foreign-keys><ref-typename="Thesis">32</ref-type><contributors><authors><author>張語通</author></authors><tertiary-authors><author>劉維寧,</author><author>孫曉靜,</author></tertiary-authors></contributors><titles><title>運行盾構(gòu)區(qū)間擴建地鐵車站的抗震性能分析</title></titles><keywords><keyword>盾構(gòu)擴建</keyword><keyword>地鐵車站</keyword><keyword>抗震性能</keyword><keyword>數(shù)值模擬</keyword><keyword>內(nèi)力分析</keyword></keywords><dates><year>2017</year></dates><publisher>北京交通大學(xué)</publisher><work-type>碩士</work-type><urls></urls><remote-database-provider>Cnki</remote-database-provider></record></Cite></EndNote>[\o"張語通,2017#39"5]。在此次的設(shè)計中，擬采用反應(yīng)位移法來進行抗震驗算。表7.1區(qū)間隧道地震反應(yīng)計算方法結(jié)構(gòu)構(gòu)件抗震設(shè)防類別性能要求設(shè)計計算方法區(qū)間隧道結(jié)構(gòu)重點設(shè)防類I反應(yīng)位移法反應(yīng)加速度法II反應(yīng)加速度法非線性時程分析方法根據(jù)建筑抗震設(shè)計規(guī)范5.4.2條，設(shè)計表達式為：S≤R/γ式中：R——結(jié)構(gòu)構(gòu)件承載力設(shè)計值；1.1反應(yīng)位移法計算方法反應(yīng)位移法認為地下結(jié)構(gòu)在地震時的反應(yīng)主要是取決于周圍土層的變形，而且慣性力的影響相對來說比較小。將土層在地震作用下所產(chǎn)生的變形通過地基彈簧以靜荷載的形式的作用在結(jié)構(gòu)上，與此同時，考慮到結(jié)構(gòu)周圍剪力及結(jié)構(gòu)自身的慣性力作用，采用靜力方法計算結(jié)構(gòu)的地震反應(yīng)。ADDINEN.CITEADDINEN.CITE.DATA[\o"蔡亮,2017#28"6-8]橫向地震反應(yīng)計算的反應(yīng)位移法如圖7.1所示。圖7.1橫向地震反應(yīng)計算的反應(yīng)位移法1.1.1隧道和周邊地基相互作用的模型化首先，計算方法的模型化計算分為兩步。隧道工程修建時地層要與所修建得地下工程分開進行定量計算，計算時可視周圍地層作為地層彈簧進行定量分析，當(dāng)?shù)鼗翆幼饔迷诘叵鹿こ虝r發(fā)生變形時，其地層產(chǎn)生的外力將會全部施加于隧道工程之上。其中，地基彈簧剛度可用式8.2與式8.3計算得出。knknCnCn式中：kn——法線方向（切線方向）的荷載或位移作用在法線方向時的地基彈簧剛度（kn'——GsR——距離隧道襯砌形心的半徑；vsn——隧道的變形形式，傅立葉級數(shù)中為2次變形形式（n=2）；圓形斷面的結(jié)構(gòu)周圍剪力作用按式8.6與式8.7進行計算：FAXFAY式中：τA——地基剪切力（θ——計算點與水平面的夾角；1.1.2地震斷面內(nèi)力增量計算方法在計算斷面內(nèi)力增量時采用貝塞爾函數(shù)的近似解析解進行求解。MθQθNθ其中：C=4式中：θ——與豎直方向夾角(rad)；Hg——表層地基的厚度，取80m；H——地表面到隧道中心的深度(m)；R——隧道襯砌形心半徑，R=2.925m；，E=3.45×104I=1/12×b?GS——表層地基的動態(tài)剪切彈性模量(kN/m2vsβ——1.2多遇地震作用下的內(nèi)力計算1.2.1計算參數(shù)本地區(qū)地震動峰值加速度分區(qū)為0.10g分區(qū)。根據(jù)《城市軌道交通結(jié)構(gòu)抗震設(shè)計規(guī)范》（GB50909-2014）確定各參數(shù)。在E1地震的作用下，對應(yīng)地震動峰值的加速度：在E1地震的作用下，對應(yīng)的地震的動峰值位移：Ⅱ類場地地震動峰值位移調(diào)整系數(shù)：地表面的地層振幅：1.2.2淺埋段斷面計算地層的泊松比：V地層剪切彈性模量：GH=14.12m由公式計算，多遇地震淺埋段斷面地震下內(nèi)力計算結(jié)果如下表7.2所示。表7.2多遇地震淺埋段斷面地震下內(nèi)力計算表角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)054.73568.61-12.7895-45.00676.91157.93570.42569.61-112.63100-40.99677.16258.081059.93572.56-221.78105-36.11676.69350.191553.82577.33-324.07110-30.44675.58431.612045.67583.73-416.37115-24.10673.94500.09續(xù)表7.22535.86591.48-495.85120-17.24671.86553.743024.84600.28-560.09125-10.03669.46591.163513.12609.77-607.17130-2.65666.85611.41401.24619.58-635.721354.71664.13614.0745-10.27629.35-644.9414011.85661.52599.2650-20.91638.64-634.7614518.58659.17567.5555-30.27647.08-605.7815024.70657.15519.8660-38.05654.44-559.1015530.08655.47457.5665-44.05660.63-496.3616034.61654.13382.4470-48.19665.60-419.7016538.19653.13296.6075-50.50669.43-331.6117040.78652.43202.4680-51.10672.27-234.9217542.35652.02102.6685-50.21674.34-132.6518042.88651.88-12.7890-48.09675.9052.621.2.3中埋段斷面計算地層的泊松比：V地層剪切彈性模量：GH=21.16m由公式計算，多遇地震淺埋段斷面地震下內(nèi)力計算結(jié)果如下表7.3所示。表7.3多遇地震中埋段斷面地震下內(nèi)力計算表角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)0129.44877.29-11.3395-102.601062.40254.065132.12842.50-188.91100-96.041061.00434.6710124.71848.57-371.90105-87.291057.88600.7615112.72858.43-543.25110-76.371053.03747.632096.67871.69-697.61115-63.411046.54871.212577.24887.81-830.17120-48.641038.54968.193055.28906.20-936.83125-32.371029.251036.103531.72926.13-1014.32130-15.001018.941073.32407.59946.86-1060.291353.001007.951079.1545-16.06967.65-1073.4014021.08996.881054.0050-38.27987.49-1053.6714538.67986.35998.9355-58.221005.50-1002.3715055.16976.66915.5560-75.271021.18-921.5215570.01968.07806.25續(xù)表7.365-89.001034.23-814.0616082.78960.79674.1570-99.201044.52-683.7216593.09954.97523.0075-105.831052.15-534.87170100.67950.74357.0980-109.091057.34-372.37175105.30948.17181.1085-109.331060.50-201.39180106.85947.31-11.3390-107.021062.1364.201.2.4深埋段斷面計算地層的泊松比：V地層剪切彈性模量：GH=28.2m由公式計算，多遇地震淺埋段斷面地震下內(nèi)力計算結(jié)果如下表7.4所示。表7.4多遇地震深埋段斷面地震下內(nèi)力計算表角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)058.85557.73-12.1695-44.52608.40333.48571.73558.23-276.60100-39.96608.51593.651067.19559.69-544.67105-34.76608.38835.131559.88562.07-795.96110-28.97608.021050.832050.16565.24-1022.75115-22.65607.451234.492538.52569.08-1218.08120-15.89606.701380.863025.53573.42-1375.99125-8.82605.801485.823511.83578.09-1491.68130-1.59604.801546.5140-1.89582.89-1561.691355.65603.721561.3745-14.93587.64-1583.9714012.68602.691530.3450-26.70592.10-1558.1414519.33601.781454.5555-36.70596.07-1485.4415025.38601.031336.2560-44.60599.45-1368.4415530.68600.421178.9465-50.22602.18-1211.0216035.12599.95987.2470-53.55604.27-1018.3116538.62599.61766.7575-54.72605.79-796.4517041.16599.38523.9280-53.99606.82-552.4117542.68599.25265.8385-51.76607.52-293.7618043.19599.21-12.7690-48.47608.0362.321.3設(shè)防烈度地震作用下的內(nèi)力計算1.3.1計算參數(shù)在E2地震的作用下，對應(yīng)地震動峰值加速度：在E2地震的作用下，對應(yīng)地震的動峰值位移：Ⅱ類場地地震動峰值位移調(diào)整系數(shù)：地表面地層振幅：1.3.2淺埋段斷面計算地層的泊松比：V地層剪切彈性模量：GH=14.12m由公式計算，設(shè)防烈度地震淺埋段斷面地震下內(nèi)力計算結(jié)果如下表7.5所示。表7.5設(shè)防烈度地震淺埋段斷面地震下內(nèi)力計算表角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)054.73547.91-17.5895-41.98652.26218.23565.68548.87-155.64100-38.24652.50356.641055.90551.71-306.46105-33.68652.04483.911550.20556.31-447.82110-28.39650.98596.432042.60562.47-575.37115-22.48649.39691.052533.45569.94-685.19120-16.08647.39765.193023.17578.42-773.96125-9.35645.08816.903512.24587.56-839.03130-2.47642.56844.89401.15597.01-878.481354.39639.94848.5545-9.58606.42-891.2214011.05637.42828.0950-19.51615.38-877.1514517.33635.16784.2755-28.24623.51-837.1015023.04633.22718.37續(xù)表7.560-35.49630.61-772.5915528.06631.60632.2965-41.09636.56-685.9016032.28630.31528.4770-44.95641.36-579.9616535.62629.34409.8675-47.10645.05-458.2417038.04628.67279.7780-47.67647.78-324.6217539.51628.27141.8785-46.83649.78-183.3018040.00628.14-17.5890-44.86651.2972.721.3.3中埋段斷面計算地層的泊松比：V地層剪切彈性模量：GH=21.16m由公式計算，設(shè)防烈度地震中埋段斷面地震下內(nèi)力計算結(jié)果如下表7.6所示。表7.6設(shè)防烈度地震中埋段斷面地震下內(nèi)力計算表角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)0129.44811.49-19.8295-106.841025.80308.615137.58813.47-229.47100-100.011024.45527.9910129.87819.34-451.74105-90.901021.44729.7415117.38828.86-659.88110-79.531016.76908.1320100.67841.66-847.37115-66.031010.491058.242580.44857.23-1008.39120-50.651002.771176.043057.56874.98-1137.95125-33.71993.801258.533533.03894.22-1232.07130-15.62983.841303.75407.90914.25-1287.911353.13973.221310.8345-16.72934.31-1303.8414021.95962.541280.2850-39.85953.48-1279.8814540.27952.371213.3955-60.63970.86-1217.5615057.44943.021112.1160-78.38986.00-1119.3515572.90934.72979.3465-92.68998.60-988.8216086.20927.69818.8870-103.301008.54-830.5016596.94922.08635.2875-110.211015.90-649.70170104.83917.99433.7580-113.601020.92-452.31175109.65915.51219.9885-113.851023.97-244.62180111.27914.67-19.8290-111.441025.5477.981.3.4深埋段斷面計算地層的泊松比：V地層剪切彈性模量：GH=28.2m由公式計算，設(shè)防烈度地震深埋段斷面地震下內(nèi)力計算結(jié)果如下表7.7所示。表7.7設(shè)防烈度地震深埋段斷面地震下內(nèi)力計算表角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)058.85557.73-21.2995-38.59608.40403.42562.16558.23-334.61100-34.63608.51718.171058.23559.69-658.91105-30.13608.381010.291551.90562.07-962.91110-25.11608.021271.232043.47565.24-1237.26115-19.63607.451493.412533.38569.08-1473.56120-13.77606.701670.473022.12573.42-1664.59125-7.65605.801797.453510.25578.09-1804.55130-1.38604.801870.8740-1.64582.89-1889.241354.89603.721888.8545-12.94587.64-1916.1814010.99602.691851.3150-23.14592.10-1884.9414516.75601.781759.6255-31.80596.07-1797.0015022.00601.031616.5260-38.65599.45-1655.4515526.59600.421426.2165-43.52602.18-1465.0216030.43599.951194.3070-46.41604.27-1231.8916533.47599.61927.5775-47.42605.79-963.4917035.67599.38633.8180-46.80606.82-668.2717536.99599.25321.5985-44.86607.52-355.3718037.43599.21-21.2990-42.01608.0375.391.4罕遇地震作用下的內(nèi)力計算1.4.1計算參數(shù)在E3地震的作用下，對應(yīng)的第Ⅱ類場地設(shè)計地震動峰值加速度：在E3地震的作用下，對應(yīng)的第Ⅱ類場地設(shè)計地震的動峰值位移：Ⅱ類場地相應(yīng)的設(shè)計地震動峰值位移調(diào)整系數(shù)：地表面的地層振幅：1.4.2淺埋段斷面計算地層的泊松比：V地層剪切彈性模量：GH=14.12m由公式計算，罕遇地震淺埋段斷面地震下內(nèi)力計算結(jié)果如下表7.8所示。表7.8罕遇地震淺埋段斷面地震下內(nèi)力計算表角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)054.73498.20-37.6795-42.05593.09277.37565.80499.08-197.81100-38.30593.31453.281056.00501.66-389.51105-33.74592.89615.051550.29505.84-569.18110-28.44591.93758.062042.68511.45-731.29115-22.51590.49878.322533.51518.24-870.87120-16.11588.66972.553023.21525.95-983.70125-9.37586.561038.273512.26534.26-1066.40130-2.48584.271073.84401.16542.85-1116.541354.40581.891078.5045-9.59551.41-1132.7314011.07579.601052.4950-19.54559.56-1114.8514517.36577.55996.8055-28.29566.95-1063.9415023.08575.78913.0460-35.55573.40-981.9615528.11574.30803.6365-41.16578.82-871.7816032.34573.13671.6970-45.03583.18-737.1316535.68572.25520.9275-47.18586.53-582.4117038.11571.64355.5980-47.75589.02-412.5917539.58571.28180.3185-46.91590.83-232.9718040.07571.16-37.6790-44.94592.2192.431.4.3中埋段斷面計算地層的泊松比：V地層剪切彈性模量：GH=21.16m由公式計算，罕遇地震中埋段斷面地震下內(nèi)力計算結(jié)果如下表7.9所示。表7.9罕遇地震中埋段斷面地震下內(nèi)力計算表角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)0129.44736.05-42.4795-116.31930.43391.725149.78737.84-291.26100-108.88929.21670.1810141.38743.16-573.41105-98.96926.47926.2715127.79751.80-837.60110-86.58922.231152.7120109.59763.41-1075.59115-71.89916.541343.252587.57777.53-1279.97120-55.14909.541492.783062.67793.63-1444.42125-36.70901.401597.483535.96811.09-1563.89130-17.01892.371654.88408.60829.25-1634.771353.40882.741663.8645-18.20847.45-1654.9914023.90873.051625.0850-43.39864.83-1624.5714543.84863.831540.1855-66.00880.60-1545.4715062.53855.341411.6260-85.33894.33-1420.8115579.36847.821243.0965-100.90905.76-1255.1316093.84841.441039.4270-112.45914.78-1054.17165105.54836.35806.3775-119.98921.45-824.67170114.12832.64550.5680-123.67926.00-574.12175119.37830.39279.2285-123.94928.77-310.50180121.14829.63-42.4790-121.32930.2098.981.4.4深埋段斷面計算地層的泊松比：V地層剪切彈性模量：GH=28.2m由公式計算，罕遇地震深埋段斷面地震下內(nèi)力計算結(jié)果如下表7.10所示。表7.10罕遇地震深埋段斷面地震下內(nèi)力計算表角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)角度（°）彎矩"(kN?m)"軸力(kN)剪力(kN)058.85768.28-45.6195-52.53838.07507.71584.63768.96-421.11100-47.15838.22903.821079.28770.98-829.24105-41.02838.041271.471570.65774.24-1211.83110-34.18837.541599.862059.19778.62-1557.11115-26.72836.761879.482545.45783.90-1854.50120-18.75835.732102.313030.12789.89-2094.91125-10.41834.492262.113513.96796.31-2271.05130-1.88833.112354.5140-2.238