抗滑樁設(shè)計巖土工程課程設(shè)計

1、2013年巖土工程課程設(shè)計某高速公路 K15+620K15+880 滑坡處治設(shè)計 設(shè) 計： 秦萬家 學(xué) 號： 20100641 班 級：10級土木12班 指導(dǎo)教師： 鄧榮貴 2013年11月1、工程概況1.1：概述某高速公路K15+620K15+880位于崩坡積塊石土斜坡前緣，原設(shè)計為路塹墻支擋塊石土，泥巖已護面墻防護。開挖揭露地質(zhì)情況與設(shè)計差異較大，在坡題前緣全斷面開挖臨空后，受預(yù)計暴雨作用塊石土形成牽引式滑坡?；掳l(fā)生后，對該滑坡進行施工圖勘測，并結(jié)合工程地質(zhì)勘測報告，對該滑坡提出處置的方案。K15+620K15+880滑坡采用“清方+支檔+截排水”綜合處理，滑坡處治平面布置圖見附圖1，要

2、求對抗滑樁進行設(shè)計。1.2：工程地質(zhì)條件 該高速公路 K15+620K15+880 滑坡區(qū)位于條狀低山斜坡中上部，沿該段公路左側(cè)展布，前緣高程304m 左右，后緣高程355m 左右，地形坡角約30 度。滑體縱向長約105 米，寬200300 米，滑體厚度820 米，面積接近1.5×104m2，體積約15×104m3。主滑動方向202°，屬于大型牽引式塊石土滑坡。 通過地質(zhì)測繪及鉆探揭露，滑體物質(zhì)主要由崩坡積塊石土（Q4c+dl）組成。塊石土呈紫紅、灰褐等色，稍濕濕，松散稍密，成份主要為砂巖、少量粉砂質(zhì)泥巖，多為中等風(fēng)化，棱角狀，粒徑20cm50cm，約占60%，次

3、為小塊石，約占10%，其間由紫紅色低液限粘土充填。在滑體后部相對較薄，厚m；在滑體中部、前端分布較厚，厚924m?；瑒訋В妫┒酁閴K石土與基巖的接觸帶，滑帶厚0.20.6m 左右，滑帶土中小塊石含量較低（<5）,低液限粘土濕、 可塑軟塑，有搓揉現(xiàn)象，見鏡面、擦痕等?；参镔|(zhì)主要為侏羅系沙溪廟組泥巖、砂巖。泥巖多為紫紅色，主要由粘土礦物組成，砂質(zhì)含量不均，局部富集，泥質(zhì)結(jié)構(gòu)、厚層狀構(gòu)造；砂巖多為灰白色，主要由長石、石英、云母等礦物組成，泥、鈣質(zhì)膠結(jié)，細粒結(jié)構(gòu)，厚層狀構(gòu)造。巖層產(chǎn)狀265º290º15º28º,基巖頂面的產(chǎn)狀近似于巖層產(chǎn)狀。巖體內(nèi)見節(jié)理

4、、裂隙發(fā)育，裂隙產(chǎn)狀273º72º、210º65º。 該滑坡的變形跡象明顯，包括拉張裂縫、滑塌、地裂縫等。拉張裂縫主要沿后緣基巖陡壁的壁腳分布，分布高程一般在340350m 左右，縫寬一般1020cm，長度一般615m，一般無下錯，可見深度30cm，延伸方向100º左右。隨著滑坡變形發(fā)展，該滑坡可分為I、II 級。I 級滑坡主要位于路線左側(cè)的第一級塊石堆積坡體，為滑坡的主要推力來源。該段滑體深厚，下滑變形強烈，裂縫密集，前緣溜塌、鼓出明顯。II 級滑坡位于整個滑坡的右后緣塊石堆積坡體上，滑體厚度較小，變形不強烈，主要受一級牽引所致。 1.3平面

5、圖及主要計算斷面：見附圖。 1.4主要計算參數(shù)與數(shù)據(jù)根據(jù)地勘單位提供的室內(nèi)試驗值、推薦值，結(jié)合實測斷面反算參數(shù)，確定計算參數(shù)及數(shù)據(jù)如下： 設(shè)計采用滑面參數(shù) C=20kPa =10o。=22.5kN/m3滑坡穩(wěn)定安全系數(shù) K=1.202、 設(shè)計計算2.1滑坡推力計算*傳遞系數(shù)法第i條塊的剩余下滑力（即該部分的滑坡推力）Ei可用下式計算式中Ei第i塊滑體剩余下滑力；Ei-1第（i-1）塊滑體剩余下滑力；Wi第i塊滑體的重量；Ri第i塊滑體滑床反力；傳遞系數(shù)，；ci第i塊滑體滑面上巖土體的粘聚力；li第i塊滑體的滑面長度；第i塊滑體滑面上巖土的內(nèi)摩擦角；第i塊滑體滑面的傾角；第（i-1）塊滑體滑面的

6、傾角。安全系數(shù)。計算時從上往下逐塊進行。按上式計算得到的推力可以用來判斷滑坡體的穩(wěn)定性。如果最后一塊的En為正值，說明滑坡體是不穩(wěn)定的；如果計算過程中某一塊的Ei 為負值或為零，則說明本塊以上巖土體已能穩(wěn)定，并且下一條塊計算時按無上一條塊推力考慮。剖面1滑面1：條塊號hb底滑面長（m）s重度(kN/m3)重量（kN/m3)傾角傾角/弧度C傳遞系數(shù)下滑力抗滑力剩余下滑力穩(wěn)定性系數(shù)安全系數(shù)支護力1支護力200/0/14.959.9313.6424.5767522.5552.97687542.250.737401608300.209439510371.8032957496.2043972-124.4

7、0110151.3345884851.2-149.2813218-50.04044239210.3318.7825.13143.479222.53228.28241.840.730245758300.209439510.9984533872029.0364621264.931412764.10504960.6234148261.2916.92605961169.912342312.633.34.4337.88422.5852.3941.840.730245758300.2094395111332.694141267.88181091064.812330.201007721.21277.7747

8、961331.351158416.068.7910.64126.0925522.52837.08237534.340.599346064300.209439510.9637006632656.108361846.67570531809.4326550.3187654981.22171.3191862340.654327516.6711.3912.78186.3973522.54193.94037527.020.471587963300.209439510.9647680193699.9991981226.5491142473.4500840.3314998321.22968.140101321

9、3.449923613.9226.2326.64401.1878522.59026.7266256.610.115366263300.209439510.8630950923357.2409422888.48292468.75802190.860374031.2562.50962631140.2062176.127.0326.89270.570322.56087.831753.650.063704518300.209439510.98768967855.69274232103.228919-1247.5361762.4579253911.2-1497.043411-1076.397628801

10、2.8812.9139.28422.5883.893.650.063704518300.209439511-1191.266468574.7955214-1766.061989-0.4825079331.2-2119.274387-2004.315283剖面1滑面2：條塊號hb底滑面長（m）s重度重量（kN/m3)傾角傾角/弧度C傳遞系數(shù)下滑力抗滑力剩余下滑力穩(wěn)定性系數(shù)安全系數(shù)支護力支護力200/15.553.37.039.157522.5206.0437562.011.082278668300.209439510181.9427131231.4542042-49.511491131.2721

11、268161.2-59.41378936-13.12294852210.338.7911.9869.792622.51570.333542.810.747175452300.209439510.8744736071020.393039600.8072193419.58581950.5887998021.2503.5029834623.6644273316.6711.3915.52153.76522.53459.712542.810.747175452300.2094395112770.7004061005.0864241765.6139820.362755361.22118.736778231

12、9.754063413.8926.4226.64403.697622.59083.1966.610.115366263300.209439510.6814232032470.351872938.709071-468.35720121.1895912911.2-562.028641425.7131727456.126.8326.89268.1658522.56033.7316253.650.063704518300.209439510.98768967-83.616300362081.466982-2165.083282-24.893076751.2-2598.099939-2181.80654

13、26012.8812.9139.28422.5883.893.650.063704518300.209439511-2108.813574574.7955214-2683.609095-0.2725682011.2-3220.330914-3105.37181剖面2：條塊號hb底滑面長（m）s重度重量（kN/m3)傾角傾角/弧度C傳遞系數(shù)下滑力抗滑力剩余下滑力穩(wěn)定性系數(shù)安全系數(shù)支護力支護力200/15.94.9789.8514.685122.5330.41475601.04719755300.209439510286.1475671330.6159116-44.468344541.155403

14、5391.2-53.3620134412.7611688828.3928.0330.66200.2743522.54506.172875240.41887902300.209439510.6840793831796.849981789.2532467.5967337870.9957721941.29.116080544366.9667298310.4223.6726.7222.6163522.55008.867875280.48869219300.209439511.0123912462359.0992551740.933173618.16608180.7379652081.2741.7992

15、9821089.98593348.127.0528.7250.48322.55635.8675200.34906585300.209439510.9606859132539.730342004.982643534.74769720.7894470571.2641.69723661042.693765510.5618.7819.44175.217422.53942.3915150.261799388300.209439510.9776691731553.0788231402.534147150.54467650.9030669441.2180.6536118461.16044116018.761

16、9.4399.052822.52228.688150.261799388300.209439511727.37157581040.480563-313.10898741.430466351.2-375.7307849-167.6346723剖面3：條塊號hb底滑面長（m）s重度重量（kN/m3)傾角傾角/弧度C傳遞系數(shù)下滑力抗滑力剩余下滑力穩(wěn)定性系數(shù)安全系數(shù)支護力支護力200/16.193.989.3912.318122.5277.15725651.134464013300.209439510251.1897738306.5971147-55.407340931.2205796041.2-66

17、.48880912-5.16938618227.415.398.7636.65222.5824.67470.820304748300.209439510.885372927550.4299439378.7074709171.7224730.6880212011.2206.0669676281.808461838.428.9632.68228.928822.55150.898280.48869219300.209439510.8763169282580.5669191958.984979621.58194090.7591296951.2745.8983291137.69532549.3416.6

18、318.27147.508122.53318.93225240.41887902300.209439510.9827368541969.9991591201.786851768.21230780.6100443471.2921.85476931162.2121458.828.2729.28256.408922.55769.20025150.261799388300.209439510.9544371692251.9332382088.440803163.4924350.9273990751.2196.190922613.87908256032.9935.25145.15622.53266.01

19、210.366519143300.209439511.0167401061333.0301121701.970091-368.93997861.2767679251.2-442.7279744-102.3339563取三者平均值為支護力：F=1081KN/m。3、 抗滑樁計算： 當滑坡體為粘聚力較大的粘土、土夾石、較完整的巖層時，滑體系均勻向下蠕動，或整體向下移動，推力可按矩形分布考慮。 擬采用2×3m的樁徑，間距5m，樁長20m，嵌固深度10m，采用k值法計算。K=150000kN/m3 （該樁屬于彈性樁）嵌固段任意深處內(nèi)力計算： 用excel計算如下：受荷段A型樁總長20mz(m

20、)Q(kN)M(kN.m)0000.5270.2567.56251540.5270.251.5810.75608.06252108110812.51351.251689.062531621.52432.253.51891.753310.56254216243244.52432.255472.562552702.56756.255.52972.758175.06256324397296.53513.2511418.062573783.513242.257.54053.7515201.562584324172968.54594.2519525.562594864.521890.259.55134.

21、7524390.062510540527025錨固段A型樁錨固段最短值h2(m)10Ah21.77831根據(jù)=1.78查表5，-0.6333Xa10.00759631821.1923Xa20.00151926431.4089cta1-0.00759631840.8953cta2-0.001519264滑面處的位移Xa(m)0.005719505滑面處的轉(zhuǎn)角a(rad)-0.00514955y1234010000.50.9999796640.1050995730.0055229980.00019348910.999674630.2101863210.0220915410.00154791.50.

22、9983528450.3151961290.0497015870.00522396520.9947944420.4199623020.0883374110.0123814722.50.9872924810.5241643320.1379581380.02417737730.9736548250.627276790.1984788810.0417622153.50.9512079830.7285185160.2697465390.06627425140.9168039780.8268023510.3515102640.0988308044.50.8668315630.9206858210.443

23、38670507972333031.008323280.5448201290.1923657555.50.7035302971.0874202450.6550376310.25534542960.5808565071.1551908060.7729996830.3303263566.50.4240048911.208319250.8973464340.4180540870.2274876931.2429272571.0263402440.519111897.5-0.0143865551.2545482831.157805140.6338779558-0.3074166

24、561.2381110331.2890640330.7624759738.5-0.6573902341.1879342051.4168747740.9047191499-1.0699402421.0977349691.537366361.0600474449.5-1.5503736990.9606539711.6459768651.227458210-2.1034699090.7692999131.7373950051.405430413錨固段位移及內(nèi)力A型樁Qy43EIxA14473.9151142EIA-73281.07586My42EIxA81391.863634EIA-412085.0

25、017XyxA0.005719505A/-0.028957712固定支座y-10xyQyMysigmay(kPa)00.005719505540527025857.92570630.51.0485268244279.64903829849.07443157279.023710.0106726633909.75523932244.445891600.8994951.50.0108601424239.3830334668.031491629.02124620.0111129095210.6317537561.008871666.9362922.50.0114250076763.4794844134

26、7.597521713.7510530.011788968835.31391846433.612281768.3439673.50.01219572811360.1795653204.582291829.35915140.0126346614267.7719162023.237341895.198944.50.01309343717482.2109273226.173761964.01560550.01355801620920.6281187119.523022033.7023925.50.01401256124491.60441103973.45912101.88417160.0144393

27、8628093.49952124015.3962165.9079646.50.01481889131612.71732147421.7432222.83369370.01512950334921.95714174308.10932269.4254977.50.01534762737878.50658204717.87082302.14402880.01544760140322.63799238609.0442317.1401648.50.0154016714207644852310.25062890.01517997442941.33168316150.1771227

28、6.9960339.50.01475054642699.8377359147.44652212.581927100.01407935641112.56895404282.95542111.903442配筋計算結(jié)果：z(m)Q(kN)M(kN.m)抗剪安全系數(shù)第1排鋼筋直徑32mm根數(shù)第1排抗彎矩抗彎安全系數(shù)第2排鋼筋直徑32mm根數(shù)第2排抗彎矩兩排合彎矩合抗彎安全系數(shù)01190000106684.9226756684.922675006684.9226756684.9226750.531077.5290.3225806106684.92267586.25706678006684.9226758

29、6.257066781620310145.1612903106684.92267521.56426669006684.92267521.564266691.5930697.596.77419355106684.9226759.584118531006684.9226759.58411853121240124072.58064516106684.9226755.391066674006684.9226755.3910666742.515501937.558.06451613106684.9226753.450282671006684.9226753.45028267131860279048.38

30、709677106684.9226752.396029633006684.9226752.3960296333.521703797.541.47465438106684.9226751.760348302006684.9226751.76034830242480496036.29032258106684.9226751.347766668006684.9226751.3477666684.527906277.532.25806452106684.9226751.064902059006684.9226751.06490205953100775029.032258062013369.845351

31、.7251413360013369.845351.7251413365.534109377.526.392961882013369.845351.4257366410013369.845351.425736641637201116024.193548392013369.845351.1980148160013369.845351.1980148166.5403013097.522.33250622013369.845351.020793690013369.845351.02079369743401519020.737327193020054.768031.3202612260020054.76

32、8031.3202612267.5465017437.519.354838713020054.768031.1500942240020054.768031.150094224849601984018.145161293020054.768031.0108250010020054.768031.0108250018.5527022397.517.077798864026739.69071.1938694360026739.69071.193869436955802511016.129032264026739.69071.0649020590026739.69071.0649020599.5589

33、027977.515.280135824026739.69070.9557569730026739.69070.9557569731062003100014.516129035033424.613381.0782133350033424.613381.07821333510.53474.38547233400.3603625.903861485033424.613381.000726130033424.613381.00072613111170.28093634544.6466276.904610885033424.613380.967577227106204.51758139629.1309

34、615-745.489815734635.36682-120.72599535033424.613380.965042858106204.51758139629.1309612306.70601633858.24725-39.016675465033424.613380.987192666106204.51758139629.1309615-3546.81174532382.173-25.374901884026739.69070.825753438106204.51758132944.208281.01735631

35、813-449855368-20.008221644026739.69070.880766924106204.51758132944.208281.08513480213.5-5191.35900227927.03178-17.33650094026739.69070.957484165106204.51758132944.2082815654.89626625206.4591-15.915411313020054.768030.7956202106204.51758126259.285611.04176812414.5-5914.70671722306.07467-15.216308153020054.768030.899072039106204.51758126259.2856115993.98978819321.82426-15.01504062013369.845350.691955644106204.51758119574.362931.01307012615.5-5913.0715591