放坡+樁板式擋墻計算書-剖面4-4（嵌固段1.5+4m）

樁、板計算條件------------------------------------------------------------------------1.總控制信息路基型式路堤地區(qū)類型一般地區(qū)支護類型樁＋板結(jié)構(gòu)重要性系數(shù)1.00抗震設(shè)計烈度(度)---配筋計算---水平地震系數(shù)Kh---水上地震角(度)---水下地震角(度)---重要性修正系數(shù)Ci---綜合影響系數(shù)Cz---2.坡線、土層和水位1)坡線信息坡線數(shù)5坡線水平投影豎向投影坡線長坡線仰角荷載數(shù)序號長(m)長(m)(m)(°)11.0000.0001.0000.000124.1253.3005.28338.660039.2900.0009.2900.000140.2502.6002.61284.5080530.0000.00030.0000.0001坡線荷載：荷載荷載類型P1P2X1(m)X2(m)序號(kN,kN/m)(kN/m)1-1分布力15.00015.0000.0001.0003-1分布力35.00035.0000.0009.2905-1分布力15.00015.00030.0000.0002)土層信息樁前是否有橫坡橫坡較大樁前橫坡角(度)0.000樁后橫坡角(度)0.000結(jié)構(gòu)與土摩擦角(度)7.000嵌固段以上土層數(shù):1序號土層重度浮重度粘聚力內(nèi)摩擦土摩阻厚(m)(kN/m3)(kN/m3)(kPa)角(°)力(kPa)120.00020.500---2.00022.0000.000嵌固段土層數(shù):3序號地層地層重度粘聚力內(nèi)摩擦綜合內(nèi)摩土摩阻計算m,c,K承載KHηR類型厚(m)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)(MPa)1土層1.50020.5002.00022.00025.0000.000m法6.0000.000---------2土層0.00024.00015.00015.00030.00080.000m法24.000500.000---------3巖層30.00024.500384.00029.940---410.000K法125.0002395.0000.5000.30010.4003)水位信息非浸水地區(qū)，無水位信息3.計算模型1)樁前覆土模型：荷載模型4.滑坡推力相關(guān)信息1)滑坡推力信息滑坡推力分布類型矩形計算目標自動搜索最危險滑面計算模型R/K模型|-自動搜索時可動的滑動邊號1|-自動搜索可動邊上點數(shù)(1-3)1|-自動搜索時步長(m)0.500安全系數(shù)K1.300是否考慮動水壓力和浮托力ㄨ是否考慮坡面外的靜水壓力ㄨ是否考慮承壓水的浮托力ㄨ樁前剩余抗滑力水平分力(kN/m)0.0001)滑面信息16.0500.0006.0500.0002.00022.00026.8303.4507.65226.7992.00022.00033.8002.8104.72636.48213.0007.500415.6606.78017.06523.4102.00022.0005.樁信息1)樁基本信息樁前地面以上長度(m)7.900嵌固點深度(m)0.000懸臂長度(m)7.900嵌固長度(m)5.500截面形狀矩形樁寬b(m)1.900樁高h(m)2.500樁中心距(m)4.000T型翼緣ㄨ樁底支承條件鉸支初始彈性系數(shù)A(MN/m3)0.000初始彈性系數(shù)A1(MN/m3)0.000坡線數(shù)52)樁配筋信息樁作用綜合分項系數(shù)1.35樁混凝土強度等級C30樁縱筋合力點到外皮距離(mm)50樁容重(kN/m3)25.00樁縱筋級別HRB400樁箍筋級別HRB4005.板信息1)板尺寸信息樁間板類型直板樁間板的種類數(shù)1板的搭接長度(m)0.150板類型號板厚(mm)板寬(m)板塊數(shù)13200.600142)板配筋信息板作用綜合分項系數(shù)1.350混凝土強度等級C30鋼筋合力點到邊緣距離(mm)35板縱筋級別HRB400板選筋鋼筋直徑146.結(jié)構(gòu)上自定義荷載以及荷載組合1)樁頂自定義荷載樁頂自定義荷載數(shù)：02)樁荷載組合[滑坡推力(一般)組合]荷載號荷載名稱是否參與調(diào)整系數(shù)1樁自重√1.0002樁頂恒載√1.0003樁頂活載√1.0004樁后滑坡推力√1.0005樁前剩余抗滑力√1.000[庫侖土壓力(一般)組合]荷載號荷載名稱是否參與調(diào)整系數(shù)1樁自重√1.0002樁頂恒載√1.0003樁頂活載√1.0004樁后主動土壓力√1.0005樁前被動土壓力√1.0002)板荷載組合[滑坡推力(一般)組合]荷載號荷載名稱是否參與調(diào)整系數(shù)1板后滑坡推力√1.000[庫侖土壓力(一般)組合]荷載號荷載名稱是否參與調(diào)整系數(shù)1板后主動土壓力√1.000------------------------------------------------------------------------抗滑動樁驗算計算項目：抗滑樁綜合分析1------------------------------------------------------------------------原始條件:鋼筋混凝土配筋計算依據(jù):《混凝土結(jié)構(gòu)設(shè)計規(guī)范GB50010-2010》=====================================================================第1種情況:滑坡推力(一般情況)(一)樁身內(nèi)力計算[自動搜索最不利的滑面]最不利的滑面數(shù)據(jù)：滑動面線段數(shù):5段號投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)13.0250.0002.00022.00023.0250.0002.00022.00036.8303.4502.00022.00043.8002.81013.0007.500515.6606.7802.00022.000剩余下滑力=95.792(kN) 剩余下滑力角度=0.000°剩余下滑力水平分力=95.792(kN) 剩余下滑力豎直分力=0.000(kN)分布范圍為樁頂以下(0～7.900m)范圍[樁前剩余抗滑力]樁前覆土層到嵌固點的厚度=0.000(m)樁前剩余抗滑力水平分力=0.000(kN)合力作用點到嵌固點距離=0.000(m)第1嵌固段地層計算方法:m法第2嵌固段地層計算方法:m法第3嵌固段地層計算方法:K法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=2159.505(kN-m)距離樁頂10.001(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=933.213(kN)距離樁頂13.200(m)最大位移=-7(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.0000.000-7.190.00020.2030.995-9.825-7.070.00030.4053.980-19.650-6.950.00040.6088.956-29.474-6.830.00050.81015.921-39.299-6.710.00061.01324.877-49.124-6.590.00071.21535.823-58.949-6.470.00081.41848.759-68.774-6.350.00091.62163.685-78.598-6.230.000101.82380.601-88.423-6.110.000112.02699.508-98.248-5.990.000122.228120.404-108.073-5.870.000132.431143.291-117.898-5.750.000142.633168.168-127.722-5.630.000152.836195.035-137.547-5.510.000163.038223.892-147.372-5.390.000173.241254.740-157.197-5.270.000183.444287.577-167.022-5.150.000193.646322.405-176.847-5.030.000203.849359.223-186.671-4.910.000214.051398.031-196.496-4.790.000224.254438.829-206.321-4.670.000234.456481.617-216.146-4.560.000244.659526.396-225.971-4.440.000254.862573.164-235.795-4.320.000265.064621.923-245.620-4.200.000275.267672.672-255.445-4.080.000285.469725.411-265.270-3.970.000295.672780.140-275.095-3.850.000305.874836.859-284.919-3.730.000316.077895.569-294.744-3.620.000326.279956.269-304.569-3.500.000336.4821018.958-314.394-3.390.000346.6851083.638-324.219-3.270.000356.8871150.308-334.043-3.160.000367.0901218.969-343.868-3.050.000377.2921289.619-353.693-2.940.000387.4951362.260-363.518-2.830.000397.6971436.891-373.343-2.710.000407.9001513.511-383.037-2.60-0.000418.1141595.563-381.913-2.49-3.200428.3291677.188-379.021-2.37-6.107438.5431758.001-374.413-2.26-8.723448.7571837.651-368.268-2.15-11.053458.9711915.830-360.763-2.04-13.103469.1861992.264-352.070-1.93-14.875479.4002066.717-345.085-1.82-16.377489.4012067.060-309.515-1.82-65.532499.6012122.307-214.014-1.72-214.858509.8012152.644-93.019-1.62-202.4705110.0012159.50520.835-1.52-190.2275210.2012144.312127.631-1.43-178.1285310.4012108.466227.454-1.33-166.1745410.6012053.353320.386-1.23-154.3625510.8011980.343406.509-1.14-142.6885611.0011890.790485.901-1.05-131.1465711.2011786.031558.638-0.96-119.7325811.4001667.391624.790-0.87-108.4385911.6001536.178684.427-0.78-97.2576011.8001393.688737.610-0.69-86.1786112.0001241.207784.396-0.60-75.1936212.2001080.008824.837-0.51-64.2926312.400911.356858.977-0.43-53.4636412.600736.504886.856-0.34-42.6966512.800556.701908.506-0.26-31.9786613.000373.192923.953-0.17-21.2986713.200187.213933.213-0.09-10.6436813.400-0.000468.1490.000.000樁底豎向合力=1591.25(kN)，樁底面積A=4.750(m2)樁底所在土層承載力=2395.00(kPa)故樁的豎向地基承載力滿足。(二)樁身配筋計算點號距頂距離面?zhèn)葟澗乇硞?cè)彎矩剪力面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(kN.m)(kN.m)(kN)(mm2)(mm2)(mm2//m)1-0.000.000.000.00095009500181120.200.001.34-9.82595009500181130.410.005.37-19.65095009500181140.610.0012.09-29.47495009500181150.810.0021.49-39.29995009500181161.010.0033.58-49.12495009500181171.220.0048.36-58.94995009500181181.420.0065.82-68.77495009500181191.620.0085.97-78.598950095001811101.820.00108.81-88.423950095001811112.030.00134.34-98.248950095001811122.230.00162.55-108.073950095001811132.430.00193.44-117.898950095001811142.630.00227.03-127.722950095001811152.840.00263.30-137.547950095001811163.040.00302.25-147.372950095001811173.240.00343.90-157.197950095001811183.440.00388.23-167.022950095001811193.650.00435.25-176.847950095001811203.850.00484.95-186.671950095001811214.050.00537.34-196.496950095001811224.250.00592.42-206.321950095001811234.460.00650.18-216.146950095001811244.660.00710.63-225.971950095001811254.860.00773.77-235.795950095001811265.060.00839.60-245.620950095001811275.270.00908.11-255.445950095001811285.470.00979.30-265.270950095001811295.670.001053.19-275.095950095001811305.870.001129.76-284.919950095001811316.080.001209.02-294.744950095001811326.280.001290.96-304.569950095001811336.480.001375.59-314.394950095001811346.680.001462.91-324.219950095001811356.890.001552.92-334.043950095001811367.090.001645.61-343.868950095001811377.290.001740.99-353.693950095001811387.490.001839.05-363.518950095001811397.700.001939.80-373.343950095001811407.900.002043.24-383.037950095001811418.110.002154.01-381.913950095001811428.330.002264.20-379.021950095001811438.540.002373.30-374.413950095001811448.760.002480.83-368.268950095001811458.970.002586.37-360.763950095001811469.190.002689.56-352.070950095001811479.400.002790.07-345.085950095001811489.400.002790.53-309.515950095001811499.600.002865.11-214.014950095001811509.800.002906.07-93.0199500950018115110.000.002915.3320.8359500950018115210.200.002894.82127.6319500950018115310.400.002846.43227.4549500950018115410.600.002772.03320.3869500950018115510.800.002673.46406.5099500950018115611.000.002552.57485.9019500950018115711.200.002411.14558.6389500950018115811.400.002250.98624.7909500950018115911.600.002073.84684.4279500950018116011.800.001881.48737.6109500950018116112.000.001675.63784.3969500950018116212.200.001458.01824.8379500950018116312.400.001230.33858.9779500950018116412.600.00994.28886.8569500950018116512.800.00751.55908.5069500950018116613.000.00503.81923.9539500950018116713.200.00252.74933.2139500950018116813.400.000.00468.149950095001811==========================================================================================================================================第2種情況:庫侖土壓力(一般情況)(一)樁身內(nèi)力計算按實際墻背計算得到:第1破裂角：44.064(度)Ea=500.884(kN)Ex=497.151(kN)Ey=61.042(kN)作用點到嵌固點距離Zy=2.908(m)樁前覆土深度為0.000時的被動土壓力：Ea=0.000(kN)Ex=0.000(kN)Ey=0.000(kN)作用點到嵌固點距離Zy=-0.000(m)第1嵌固段地層計算方法:m法第2嵌固段地層計算方法:m法第3嵌固段地層計算方法:K法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=9300.608(kN-m)距離樁頂10.001(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=4137.272(kN)距離樁頂13.200(m)最大位移=-33(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-32.880.00020.2030.144-2.126-32.340.00030.4051.050-7.045-31.800.00040.6083.088-13.300-31.270.00050.8106.528-20.890-30.730.00061.01311.641-29.815-30.190.00071.21518.738-40.677-29.650.00081.41828.406-55.765-29.120.00091.62141.729-76.769-28.580.000101.82359.907-103.689-28.040.000112.02684.429-140.855-27.500.000122.228117.508-185.976-26.960.000132.431159.863-232.433-26.430.000142.633211.763-280.225-25.890.000152.836273.480-329.352-25.350.000163.038345.283-379.814-24.820.000173.241427.444-431.612-24.280.000183.444520.231-484.744-23.740.000193.646623.917-539.213-23.210.000203.849738.772-595.016-22.670.000214.051865.065-652.155-22.130.000224.2541003.068-710.629-21.600.000234.4561153.051-770.438-21.060.000244.6591315.285-831.583-20.530.000254.8621490.039-894.062-20.000.000265.0641677.585-957.878-19.460.000275.2671878.192-1023.028-18.930.000285.4692092.132-1089.513-18.400.000295.6722319.675-1157.334-17.870.000305.8742561.091-1226.491-17.340.000316.0772816.651-1296.982-16.820.000326.2793086.625-1368.809-16.290.000336.4823371.284-1441.971-15.770.000346.6853670.899-1516.469-15.250.000356.8873985.739-1592.301-14.730.000367.0904316.075-1669.469-14.210.000377.2924662.178-1747.972-13.700.000387.4955024.318-1827.811-13.180.000397.6975402.766-1908.984-12.670.000407.9005797.792-1990.886-12.17-0.000418.1146224.279-1987.468-11.63-9.020428.3296649.563-1979.038-11.11-18.060438.5437072.439-1964.991-10.58-27.101448.7577491.703-1945.326-10.06-36.142458.9717906.149-1920.044-9.55-45.183469.1868314.577-1889.144-9.04-54.223479.4008715.782-1863.387-8.53-63.264489.4018717.637-1699.720-8.53-82.032499.6019026.551-1252.829-8.06-1007.585509.8019218.643-685.315-7.60-949.8535110.0019300.608-151.097-7.14-892.7395210.2019279.066350.185-6.69-836.2515310.4019160.568818.893-6.24-780.3865410.6018951.5911255.385-5.80-725.1375510.8018658.5411660.016-5.36-670.4905611.0018287.7522033.128-4.93-616.4265711.2017845.4922375.052-4.50-562.9185811.4007337.9692686.102-4.08-509.9385911.6006771.3212966.575-3.66-457.4516011.8006151.6353216.746-3.24-405.4206112.0005484.9433436.865-2.83-353.8036212.2004777.2313627.161-2.42-302.5546312.4004034.4433787.833-2.01-251.6276412.6003262.4783919.053-1.61-200.9706512.8002467.2124020.964-1.20-150.5346613.0001654.4974093.677-0.80-100.2636713.200830.1534137.272-0.40-50.1046813.4000.0002075.8990.000.000樁底豎向合力=1652.29(kN)，樁底面積A=4.750(m2)樁底所在土層承載力=2395.00(kPa)故樁的豎向地基承載力滿足。(二)樁身配筋計算點號距頂距離面?zhèn)葟澗乇硞?cè)彎矩剪力面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(kN.m)(kN.m)(kN)(mm2)(mm2)(mm2//m)1-0.000.000.000.00095009500181120.200.000.19-2.12695009500181130.410.001.42-7.04595009500181140.610.004.17-13.30095009500181150.810.008.81-20.89095009500181161.010.0015.72-29.81595009500181171.220.0025.30-40.67795009500181181.420.0038.35-55.76595009500181191.620.0056.33-76.769950095001811101.820.0080.87-103.689950095001811112.030.00113.98-140.855950095001811122.230.00158.64-185.976950095001811132.430.00215.82-232.433950095001811142.630.00285.88-280.225950095001811152.840.00369.20-329.352950095001811163.040.00466.13-379.814950095001811173.240.00577.05-431.612950095001811183.440.00702.31-484.744950095001811193.650.00842.29-539.213950095001811203.850.00997.34-595.016950095001811214.050.001167.84-652.155950095001811224.250.001354.14-710.629950095001811234.460.001556.62-770.438950095001811244.660.001775.63-831.583950095001811254.860.002011.55-894.062950095001811265.060.002264.74-957.878950095001811275.270.002535.56-1023.028950095001811285.470.002824.38-1089.513950095001811295.670.003131.56-1157.334950095001811305.870.003457.47-1226.491950095001811316.080.003802.48-1296.982950095001811326.280.004166.94-1368.809950095001811336.480.004551.23-1441.971950095001811346.680.004955.71-1516.469950095001811356.890.005380.75-1592.301950095001811367.090.005826.70-1669.469950095001811377.290.006293.94-1747.972950095001811387.490.006782.83-1827.811950095001811397.700.007293.73-1908.984950095001811407.900.007827.02-1990.886950095001811418.110.008402.78-1987.468950097211811428.330.008976.91-1979.0389500103741811438.540.009547.79-1964.9919500110251811448.760.0010113.80-1945.3269500116741811458.97