樁板式擋墻計算書-剖面3-3

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(hù)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)3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)(°)17.2000.0007.2000.000120.0003.0703.07090.0000320.0000.00020.0000.0001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35.00035.0000.0007.2003-1分布力10.00010.0000.00019.0002)土層信息樁前是否有橫坡橫坡較大樁前橫坡角(度)46.000樁后橫坡角(度)27.000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0.60020.5002.00022.00025.0000.000m法6.0000.000---------2土層3.90024.00015.00015.00030.00080.000m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(biāo)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120.00010.31022.50127.2712.00022.0005.樁信息1)樁基本信息樁前地面以上長度(m)5.550嵌固點深度(m)0.000懸臂長度(m)5.550嵌固長度(m)7.330截面形狀矩形樁寬b(m)1.300樁高h(yuǎn)(m)1.900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)24.000初始彈性系數(shù)A1(MN/m3)24.000坡線數(shù)32)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RRB400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)13300.600122)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):2段號投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)110.0009.7952.00022.000210.0000.5162.00022.000剩余下滑力=271.006(kN) 剩余下滑力角度=44.405°剩余下滑力水平分力=193.609(kN) 剩余下滑力豎直分力=189.630(kN)分布范圍為樁頂以下(0～5.550m)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=5049.898(kN-m)距離樁頂10.252(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=2906.404(kN)距離樁頂12.678(m)最大位移=-50(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-49.930.00020.2062.948-28.683-49.040.00030.41111.792-57.366-48.150.00040.61726.532-86.048-47.260.00050.82247.167-114.731-46.380.00061.02873.699-143.414-45.490.00071.233106.126-172.097-44.600.00081.439144.450-200.780-43.710.00091.644188.669-229.463-42.820.000101.850238.784-258.145-41.940.000112.056294.796-286.828-41.050.000122.261356.703-315.511-40.160.000132.467424.506-344.194-39.280.000142.672498.205-372.877-38.390.000152.878577.799-401.559-37.510.000163.083663.290-430.242-36.620.000173.289754.677-458.925-35.740.000183.494851.959-487.608-34.860.000193.700955.138-516.291-33.980.000203.9061064.212-544.974-33.110.000214.1111179.183-573.656-32.230.000224.3171300.049-602.339-31.360.000234.5221426.811-631.022-30.490.000244.7281559.469-659.705-29.620.000254.9331698.023-688.388-28.760.000265.1391842.473-717.070-27.900.000275.3441992.818-745.753-27.040.000285.5502149.060-701.261-26.19-0.000295.7502274.677-628.085-25.36-0.000305.9502400.294-628.085-24.54-0.000316.1502525.911-628.085-23.72-0.000326.3552654.834-628.085-22.88-0.000336.5612783.757-628.085-22.05-0.000346.7662912.680-628.085-21.23-0.000356.9713041.602-628.085-20.41-0.000367.1763170.525-628.085-19.59-0.000377.3823299.448-628.085-18.79-0.000387.5873428.370-628.085-17.98-0.000397.7923557.293-628.085-17.19-0.000407.9973686.216-628.085-16.40-0.000418.2033815.139-628.085-15.62-0.000428.4083944.062-628.085-14.84-0.000438.6134072.984-628.085-14.08-0.000448.8184201.907-628.085-13.32-0.000459.0244330.830-628.085-12.57-0.000469.2294459.752-628.085-11.82-0.000479.4344588.675-628.085-11.09-0.000489.6394717.598-628.085-10.36-0.000499.8454846.521-628.085-9.65-0.0005010.0504975.443-498.207-8.94-0.0005110.2525049.898-128.561-8.25-1031.4205210.4545027.419331.256-7.57-946.5935310.6564915.977751.902-6.90-862.9155410.8594723.4351133.905-6.24-780.3595511.0614457.5551477.776-5.59-698.8845611.2634125.9921784.004-4.95-618.4275711.4653736.3082053.044-4.31-538.9135811.6673295.9762285.314-3.68-460.2545911.8692812.3882481.189-3.06-382.3486012.0712292.8672640.993-2.44-305.0856112.2741744.6712764.997-1.83-228.3466212.4761175.0172853.416-1.22-152.0076312.678591.0772906.404-0.61-75.9366412.8800.0001462.0280.000.000樁底豎向合力=984.97(kN)，樁底面積A=2.470(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)1-0.000.000.000.00049404940123920.210.003.98-28.68349404940123930.410.0015.92-57.36649404940123940.620.0035.82-86.04849404940123950.820.0063.68-114.73149404940123961.030.0099.49-143.41449404940123971.230.00143.27-172.09749404940123981.440.00195.01-200.78049404940123991.640.00254.70-229.463494049401239101.850.00322.36-258.145494049401239112.060.00397.97-286.828494049401239122.260.00481.55-315.511494049401239132.470.00573.08-344.194494049401239142.670.00672.58-372.877494049401239152.880.00780.03-401.559494049401239163.080.00895.44-430.242494049401239173.290.001018.81-458.925494049401239183.490.001150.15-487.608494049401239193.700.001289.44-516.291494049401239203.910.001436.69-544.974494049401239214.110.001591.90-573.656494049401239224.320.001755.07-602.339494049401239234.520.001926.20-631.022494049401239244.730.002105.28-659.705494049401239254.930.002292.33-688.388494049401239265.140.002487.34-717.070494049401239275.340.002690.30-745.753494049401239285.550.002901.23-701.261494049401239295.750.003070.81-628.085494049401239305.950.003240.40-628.085494049991239316.150.003409.98-628.085494052541239326.360.003584.03-628.085494055171239336.560.003758.07-628.085494057801239346.770.003932.12-628.085494060441239356.970.004106.16-628.085494063091239367.180.004280.21-628.085494065741239377.380.004454.25-628.085494068401239387.590.004628.30-628.085494071081239397.790.004802.35-628.085494073751239408.000.004976.39-628.085494076441239418.200.005150.44-628.085494079131239428.410.005324.48-628.085494081831239438.610.005498.53-628.085494084541239448.820.005672.57-628.085494087261239459.020.005846.62-628.085494089981239469.230.006020.67-628.085494092721239479.430.006194.71-628.085494095461239489.640.006368.76-628.085494098211239499.840.006542.80-628.08549401009712395010.050.006716.85-498.20749401037312395110.250.006817.36-128.56149401053412395210.450.006787.02331.25649401048512395310.660.006636.57751.90249401024612395410.860.006376.641133.9054940983312395511.060.006017.701477.7764940926712395611.260.005570.091784.0044940856612395711.470.005044.022053.0444940774812395811.670.004449.572285.3144940683312395911.870.003796.722481.1894940583912396012.070.003095.372640.9934940494012396112.270.002355.312764.9974940494012396212.480.001586.272853.4164940494012396312.680.00797.952906.4044940494012396412.880.000.001462.028494049401239==========================================================================================================================================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：36.301(度)Ea=202.617(kN)Ex=201.107(kN)Ey=24.693(kN)作用點到嵌固點距離Zy=2.163(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=4757.461(kN-m)距離樁頂10.252(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=2764.192(kN)距離樁頂12.678(m)最大位移=-48(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-47.690.00020.2060.395-5.768-46.850.00030.4112.817-18.035-46.010.00040.6177.910-31.762-45.170.00050.82215.975-46.950-44.340.00061.02827.311-63.598-43.500.00071.23342.221-81.707-42.660.00081.43961.002-101.277-41.820.00091.64483.957-122.307-40.990.000101.850111.384-144.798-40.150.000112.056143.585-168.749-39.310.000122.261180.859-194.161-38.480.000132.467223.507-221.034-37.640.000142.672271.828-249.367-36.800.000152.878326.124-279.160-35.970.000163.083386.694-310.414-35.130.000173.289453.839-343.129-34.300.000183.494527.859-377.304-33.470.000193.700609.053-412.940-32.630.000203.906697.723-450.037-31.800.000214.111794.168-488.594-30.970.000224.317898.689-528.611-30.140.000234.5221011.587-570.090-29.320.000244.7281133.160-613.028-28.490.000254.9331263.709-657.428-27.670.000265.1391403.536-703.287-26.850.000275.3441552.939-750.608-26.030.000285.5501712.219-728.913-25.22-0.000295.7501843.906-658.437-24.43-0.000305.9501975.594-658.437-23.64-0.000316.1502107.281-658.437-22.86-0.000326.3552242.434-658.437-22.06-0.000336.5612377.586-658.437-21.27-0.000346.7662512.739-658.437-20.48-0.000356.9712647.892-658.437-19.69-0.000367.1762783.045-658.437-18.91-0.000377.3822918.198-658.437-18.14-0.000387.5873053.350-658.437-17.37-0.000397.7923188.503-658.437-16.60-0.000407.9973323.656-658.437-15.84-0.000418.2033458.809-658.437-15.09-0.000428.4083593.962-658.437-14.35-0.000438.6133729.115-658.437-13.61-0.000448.8183864.267-658.437-12.88-0.000459.0243999.420-658.437-12.15-0.000469.2294134.573-658.437-11.44-0.000479.4344269.726-658.437-10.73-0.000489.6394404.878-658.437-10.03-0.000499.8454540.031-658.437-9.34-0.0005010.0504675.184-532.731-8.65-0.0005110.2524757.461-174.927-7.99-998.4245210.4544745.904270.207-7.33-916.4255310.6564648.220677.469-6.68-835.5115410.8594472.0121047.360-6.05-755.6595511.0614224.7871380.362-5.41-676.8285611.2633913.9521676.938-4.79-598.9645711.4653546.8251937.521-4.18-521.9945811.6673130.6412162.506-3.57-445.8355911.8692672.5562352.249-2.96-370.3916012.0712179.6612507.059-2.36-295.5596112.2741658.9862627.192-1.77-221.2246212.4761117.5222712.854-1.18-147.2706312.678562.2182764.192-0.59-73.5716412.880-0.0001390.6470.000.000樁底豎向合力=820.03(kN)，樁底面積A=2.470(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)1-0.000.000.000.00049404940123920.210.000.53-5.76849404940123930.410.003.80-18.03549404940123940.620.0010.68-31.76249404940123950.820.0021.57-46.95049404940123961.030.0036.87-63.59849404940123971.230.0057.00-81.70749404940123981.440.0082.35-101.27749404940123991.640.00113.34-122.307494049401239101.850.00150.37-144.798494049401239112.060.00193.84-168.749494049401239122.260.00244.16-194.161494049401239132.470.00301.73-221.034494049401239142.670.00366.97-249.367494049401239152.880.00440.27-279.160494049401239163.080.00522.04-310.414494049401239173.290.00612.68-343.129494049401239183.490.00712.61-377.304494049401239193.700.00822.22-412.940494049401239203.910.00941.93-450.037494049401239214.110.001072.13-488.594494049401239224.320.001213.23-528.611494049401239234.520.001365.64-570.090494049401239244.730.001529.77-613.028494049401239254.930.001706.01-657.428494049401239265.140.001894.77-703.287494049401239275.340.002096.47-750.608494049401239285.550.002311.50-728.913494049401239295.750.002489.27-658.437494049401239305.950.002667.05-658.437494049401239316.150.002844.83-658.437494049401239326.360.003027.29-658.437494049401239336.560.003209.74-658.437494049531239346.770.003392.20-658.437494052271239356.970.003574.65-658.437494055031239367.180.003757.11-658.437494057781239377.380.003939.57-658.437494060551239387.590.004122.02-658.437494063331239397.790.004304.48-658.437494066111239408.000.004486.94-658.437494068911239418.200.004669.39-658.437494071711239428.410.004851.85-658.437494074521239438.610.005034.30-658.437494077331239448.820.005216.76-658.437494080161239459.020.005399.22-658.437494083001239469.230.005581.67-658.437494085841239479.430.005764.13-658.437494088691239489.640.005946.59-658.437494091551239499.840.006129.04-658.4374940944212395010.050.006311.50-532.7314940973012395110.250.006422.57-174.9274940990612395210.450.006406.97270.2074940988112395310.660.006275.10677.4694940967312395410.860.006037.221047.3604940929812395511.060.005703.461380.3624940877412395611.260.005283.831676.9384940812012395711.470.004788.211937.5214940735412395811.670.004226.362162.5064940649212395911.870.003607.952352.2494940555312396012.070.002942.542507.0594940494012396112.270.002239.632627.1924940494012396212.480