地下建筑結(jié)構(gòu)課程設(shè)計

1、1 二次襯砌內(nèi)力計算1.1基本資料 結(jié)構(gòu)斷面圖如圖1所示。圍巖級別為V級，容重,圍巖的彈性抗力系，襯砌材料為C45混凝土，彈性模量為容重圖1.1 結(jié)構(gòu)斷面圖2.計算作用在襯砌結(jié)構(gòu)上的主動荷載2.1隧道深淺埋的確定坍落拱高度按下式計算：級圍巖，s=5；B5，i=0.1淺埋隧道分界深度：因為，所以是淺埋隧道2.2豎直和水平荷載垂直力：取水平力：3.半拱軸線長度3.1襯砌的幾何尺寸內(nèi)輪廓線半徑：內(nèi)徑所畫圓曲線端點截面與豎直軸線的夾角：拱頂截面厚度：， 拱底截面厚度：。拱軸線半徑：拱軸線各段圓弧中心角：3.2半拱軸線長度S及分段軸長半拱線長度：將半拱軸線等分為10段，每段軸長為：分塊圖：5各分塊接縫（

2、截面）中心幾何要素5.1與豎直軸夾角:另一方面 角度閉合差5.2各截面中心點坐標計算6計算基本結(jié)構(gòu)的單位位移截面sincosxyd1/Iy/Iy2/I(1+y)2/I系數(shù)0001000.596.1540096.1541112.14040.21030.97761.45110.15430.596.15414.83662.2893128.11644224.28080.41120.91152.83730.61040.596.15458.692435.8258249.36462336.42120.59370.80474.09661.34770.596.154129.5867174.6441529.971

3、54448.56160.74970.66185.17272.33350.596.154224.3754523.57991068.48462560.7020.87210.48946.01743.52350.596.154338.79861193.75691967.50824672.84240.95550.2956.59294.86450.596.154467.74112275.32673306.9632784.98280.99620.08756.87366.29660.596.154605.44333812.23415119.27474897.12320.9923-0.1246.84677.75

4、560.596.154745.7325783.59887371.216729109.54170.9424-0.33456.52169.14990.596.154879.79958050.07739905.8303410139.98720.643-0.76595.698110.33620.596.154993.86710272.807812356.6958961.543953.602526813.825735682.5707校核35682.5707計算得各單位位移如下：計算精度校核為：閉合差 = 07.計算主動荷載在基本機構(gòu)中產(chǎn)生的位移和7.1每一分塊上的作用力豎直力：襯砌外緣相鄰兩截面之間的水

5、平投影長度，由計算圖式得：校核：m水平壓力：襯砌外緣相鄰兩截面之間的豎直向投影長度，由計算圖式得：校核：自重力： ，鋼筋混凝土構(gòu)件重度 = 25kN /m3。由上文計算得 7.2各分塊外力及力臂表各外力對各分分塊截面的力臂可由分塊圖量出計算得各分塊外力如下表：截面集中力(KN)力臂(m)QGE00000001294.595518.266314.80640.69840.72230.32972280.875218.266344.60430.61470.68510.4693256.374518.266369.68260.49910.62050.58944218.741618.266394.66840

6、.36050.51250.68815172.484418.2663114.93470.20280.3930.74256116.03518.2663127.79770.04150.24780.7685757.037518.2663137.2368-0.11810.10020.76478018.2663140.47570-0.05790.72759018.2663133.90540-0.2010.635910018.2663119.28410-0.45640.4217外荷載在基本結(jié)構(gòu)中產(chǎn)生的內(nèi)力計算原理如下彎矩：軸力：為相鄰兩截面中心點的坐標增量，按下式計算：7.3計算表：截面-Eae000000

7、0001-205.7455-13.1937-4.88170000-223.82092-172.654-12.5142-20.9194312.861814.8064-433.689-6.7532-870.35073-127.9565-11.3342-41.0709612.003359.4107-770.6958-43.8035-1865.21164-78.8563-9.3615-65.1413886.6441129.0933-954.1177-127.2602-3099.94865-34.9798-7.1787-85.3391123.652223.7617-949.1488-266.2764-4

8、442.87136-4.8155-4.5264-98.21251314.4027338.6964-756.4388-454.1919-5761.056476.7361-1.8303-104.9451448.704466.4941-406.6512-668.0662-6935.813801.0576-102.19611524.0078603.730940.9958-880.8434-7876.7991903.6715-85.15041542.2741744.2066501.3933-1037.6473-8494.5321008.3367-50.30211560.5404878.1121285.1

9、05-1041.7043-8293.09677.4計算表：截面（Q+G)0010000010.21030.9776312.861814.806465.797314.475351.32220.41120.9115612.003359.4107251.661254.1553197.505930.59370.8047886.6441129.0933526.4154103.878422.537440.74960.66181123.652223.7617842.3656148.0887694.276950.87200.48941314.4027338.69641146.2726165.7418980.5

10、30860.95550.29501448.704466.49411384.2322137.61631246.615970.99620.08751524.0078603.73091518.168552.79921465.369380.9923-0.12401542.2741744.20661530.3705-92.2841622.654590.9424-0.33451560.5404878.1121470.6506-293.72211764.3727100.6430-0.76591578.8067997.39611015.1076-763.90651779.0141基本結(jié)構(gòu)中，主動荷載產(chǎn)生的彎距

11、校核為：從計算表中得出：閉合差(可以）7.5主動荷載計算表截面1/Iy/I1+yMpy/IMp*(1+y)/I系數(shù)0096.1540100011-223.820996.15414.8371.154-21521.24-3320.727-24841.96842-807.350796.15458.6921.610-77629.875-47385.276-125015.15123-1865.21196.154129.5872.348-179347.269-241706.315-421053.58444-3099.94896.154224.3753.334-298071.981-695550.967-9

12、93622.94825-4442.87196.154338.7984.524-427199.163-1505236.252-1932435.41646-5761.05696.154467.7405.865-553947.731-2694678.736-3248626.46727-6935.81396.154605.4427.297-666905628-4866139.72548-7876.79996.154745.7318.756-757384.529-5873971.452-6631355.98129-8494.53296.154879.79810.150-8167

13、81.923-7473472.918-8290254.841410-8293.09696.154993.86511.336-797413.144-8242221.741-9039634.8861-4206166.71-26852426-31058592.71校核-31058592.71主動位移計算如下：計算精度校核：閉合差為08.解主動荷載的力法方程8.1墻底位移計算單位彎距作用下的轉(zhuǎn)角：主動荷載作用下的轉(zhuǎn)角：8.2解力法方程襯砌矢高力法方程系數(shù)如下：將各系數(shù)代入力法方程，得出立法方程式如下：解方程得： 9.主動荷載下的各截面的內(nèi)力 計算公式為： 計算過程列入下表： 表9.1 主動荷載產(chǎn)生的襯

14、砌內(nèi)力計算表截面001149.270801149.27081-223.82091149.2708107.00934911032.4592492-807.35071149.2708423.321495765.2415953-1865.21161149.2708934.6500307218.70923074-3099.94861149.27081618.317019-332.36078095-4442.87131149.27082443.59975-850.00074986-5761.05641149.27083373.603231-1238.1823697-6935.8131149.270843

15、66.785919-1419.7562818-7876.79911149.27085378.624158-1348.9041429-8494.5321149.27086345.591984-999.669216510-8293.09671149.27087168.30870924.48280938 表9.2 主動荷載產(chǎn)生的襯砌內(nèi)力計算表截面x2p*cos00693.5149693.5149693.5149151.322693.5149677.9801662729.30216622197.5059693.5149632.1388314829.64473143422.5374693.5149558

16、.07144980.608844694.2769693.5149458.96816081153.2450615980.5308693.5149339.40619211319.93699261246.6159693.5149204.58689551451.20279671465.3693693.514960.682553751526.05185481622.6545693.5149-85.99584761536.65865291764.3727693.5149-231.98073411532.391966101779.0141693.5149-531.16306191247.851038單位彈性

17、反力及相應摩擦力作用下基本結(jié)構(gòu)產(chǎn)生的位移和抗力上零點假定在接縫4，最大抗力值假定在接縫6，；BH弧最大抗力值以上各截面抗力強度按下式計算：所以計算可得：AH弧最大抗力值以下各截面抗力強度按下式計算：式中：-所考察截面外緣點到h點的垂直距離； -墻角外緣點到h點的垂直距離。由圖測量可得：則：按比例將所求得的抗力繪于圖1上。10.1各楔塊上的力 各楔塊上抗力集中力按下式近似計算： 式中：-楔快i外緣長度，可通過量取夾角，用弧長公式求得，的方向垂直于襯砌外緣，并通過楔塊上抗力圖形的形心?？沽辛εc摩擦力的合力： 式中：-圍巖與襯砌間的摩擦系數(shù)，此處取=0.2。則： 其作用方向與抗力集中力的夾角。由

18、于摩擦阻力的方向與襯砌位移的方向相反，其方向向上。畫圖時，也可取切向：徑向=1：5的比例求出合力的方向。的作用即為與襯砌外緣的交點。將的方向線延長，使之交于豎直軸，量取夾角,將分解為水平與豎直兩分力：10.2分解得到的水平力跟豎直力截面4001.51500010050.56550.28281.5150.436865.9650.91330.40730.3989717990.177925808610.78281.5151.209378.7160.98070.19571.1859689310.23663561670.90360.95181.5151.470590.151-0.00261.470523

19、105-0.0038497980.64910.77641.5151.1995102.0170.9781-0.20821.17317334-0.24972949190.29460.47191.5150.7290113.6980.9157-0.40190.667534527-0.2929993531000.14731.5150.22761350.7121-0.70210.162049878-03計算單位抗力及其相應的摩擦力在基本結(jié)構(gòu)中產(chǎn)生的內(nèi)力彎矩：軸力：式中：-力至接縫中心點的力臂，由分塊圖量得。表10.1結(jié)構(gòu)內(nèi)力圖1截面R5=0.4368R6=1.2093R7=1.4

20、705R8=1.1995R9=0.7290R10=0.2276r5i -R5r5ir6i -R6r6ir7i -R7r7ir8i -R8r8ir9i -R9r9ir10i -R10r10i50.5211-0.22760000000000-0.227761.9793-0.86460.7022-0.849200000000-1.713773.3913-1.48132.155-2.60600.7864-1.1564000000-5.243884.71-2.05733.5895-4.34082.2436-3.29920.822-0.98600000-10.683395.8431-2.55234.901

21、6-5.92753.6374-5.34882.2488-2.69740.8459-0.616600-17.1427106.5592-2.86515.8894-7.12214.7842-7.03523.5416-4.24812.2221-1.61990.9805-0.2232-23.1135表10.2 結(jié)構(gòu)內(nèi)力圖2截面560.7020.87210.48940.1779258080.3989717990.15520.1953-0.0401672.84240.95550.2950.4145614251.5849407290.39610.4676-0.0715784.98280.99620.08750

22、.4107116353.0554638350.40920.26740.1418897.12320.9923-0.1240.1609821444.2286371740.1597-0.52440.68419109.54170.9424-0.3345-0.1320172094.896171701-0.1244-1.63781.513410139.98720.643-0.7659-0.2918033465.058221579-0.1876-3.87413.686510.4單位抗力及相應摩擦力產(chǎn)生的載位移截面1/Iy/I(1+y)系數(shù)5-0.227696.1538338.79794.5235-21.88

23、460488-77.11040529-98.9950101746-1.713796.1538467.74025.8645-164.7787671-801.5663124-966.345079427-5.243896.1538605.44207.2966-504.2112964-3174.816849-3679.02814648-10.68396.1538745.73048.7556-1027.211045-7966.637984-8993.84902929-17.14396.1538879.797710.1499-1648.364593-15082.37119-16730.73579410-2

24、3.11396.1538993.864911.3362-2222.402779-22971.19961-25193.602391-4434.741461-37948.26733-42383.00879校核-42383.00879校核為：閉合差10.5墻底位移單位抗力及相應摩擦力作用下的轉(zhuǎn)角：解單位彈性反力及摩擦力作用下的力法方程力法方程：襯砌矢高求解方程為：11.2單位彈性反力及摩擦力作用下各截面的內(nèi)力 表11.1 單位彈性反力及摩擦力作用產(chǎn)生的襯砌內(nèi)力計算表截面x1x2yi00-5.0583773560-5.05837735610-5.0583773560.41908822-4.639289

25、13620-5.0583773561.657883666-3.4004936930-5.0583773563.660435478-1.39794187840-5.0583773566.3379284631.2795511075-0.22761648-5.0583773569.5700411134.2840472776-1.7137287-5.05837735613.212278986.4401729277-5.24376254-5.05837735617.101950016.7998101188-10.68331315-5.05837735621.064683095.3229925819-17

26、.14266436-5.05837735624.851687012.65064529510-23.11349798-5.05837735628.07375024-0.098125101 表11.2 單位彈性反力及摩擦力作用產(chǎn)生的襯砌內(nèi)力計算表截面x2x2cosi002.7160610512.7160610512.716061051102.7160610512.6552212832.655221283202.7160610512.4756896482.475689648302.7160610512.1856143282.185614328402.7160610511.7974892041.797

27、4892045-0.04012.7160610511.3292402781.2891402786-0.07152.7160610510.801238010.7297380170.14182.7160610510.2376553420.37945534280.68412.716061051-0.336791570.3473084391.51342.716061051-0.9085224220.604877578103.68652.716061051-2.0802311591.60626884112最大抗力值的求解首先求出最大抗力方向內(nèi)的位移。由式：12.1最大抗力位移修正計算表截面積分系數(shù)011

28、0506.8077-486.382438104.8645537560.366-2366.007371199274.9278-446.08549380.15434.7102467604.7649-2101.1518934273580.92259-326.97054720.61044.2541313020.6028-1390.9654052321029.73372-134.41748821.34773.516873957.36756-472.719422644-31957.76739123.03376022.33352.531-80885.10926311.398447225-81730.8413

29、3411.92762283.52351.341-109601.0582552.394942246-119055.997619.24739684.86450002909891.8833-4203.68226位移值為：則可得最大抗力:13.計算和計算襯砌截面總的內(nèi)力按下式進行計算：計算過程列入表：表14.1 襯砌總內(nèi)力計算表截面Nip01149.2708-5.05837735694.51262504693.51492.7160610511259.86007311032.459249-4.63928913665.08813416729.30216622.6552212831282.9612072765.241595-3.400493695664473142.4756896481345.8683563218.7092307-1.397941878-72.78555511980.608842.