樁板式擋墻計(jì)算

五、樁板式擋墻計(jì)算1#~5#樁板式擋墻計(jì)算1，樁頂放坡穩(wěn)定性驗(yàn)算------------------------------------------------------------------------計(jì)算項(xiàng)目：1-1剖面------------------------------------------------------------------------[計(jì)算簡圖][控制參數(shù)]:采用規(guī)范: 建筑邊坡工程技術(shù)規(guī)范(50330--2013)計(jì)算目標(biāo): 安全系數(shù)計(jì)算滑裂面形狀:圓弧滑動法不考慮地震[坡面信息]坡面線段數(shù)4坡面線號水平投影(m)豎直投影(m)超載數(shù)115.0007.0001超載1距離0.010(m)寬17.000(m)荷載(10.00--10.00kPa)270.00(度)22.0000.0001超載1距離0.010(m)寬2.000(m)荷載(10.00--10.00kPa)270.00(度)37.8004.4501超載1距離0.010(m)寬9.000(m)荷載(10.00--10.00kPa)270.00(度)420.0000.0001超載1距離0.010(m)寬20.000(m)荷載(10.00--10.00kPa)270.00(度)[土層信息]上部土層數(shù)1層號定位重度飽和重度層頂線粘結(jié)強(qiáng)度孔隙水壓高(m)(kN/m3)(kN/m3)傾角(度)(kpa)力系數(shù)115.00019.500---0.000120.000---層號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)10.00030.000------層號十字板?強(qiáng)度增十字板羲?強(qiáng)度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值1------------================================================================下部土層數(shù)3層號定位重度飽和重度層頂線粘結(jié)強(qiáng)度孔隙水壓深(m)(kN/m3)(kN/m3)傾角(度)(kpa)力系數(shù)11.80019.500----5.200120.000---24.20018.000----6.800120.000---310.00018.000----7.000120.000---層號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)10.00030.000------20.00035.000------31062.00033.000------層號十字板?強(qiáng)度增十字板羲?強(qiáng)度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值1------------2------------3------------不考慮水的作用[計(jì)算條件]圓弧穩(wěn)定分析方法:Bishop法土條重切向分力與滑動方向反向時:當(dāng)下滑力對待穩(wěn)定計(jì)算目標(biāo):給定圓弧出入、口范圍搜索危險滑面條分法的土條寬度:1.000(m)圓弧入口起點(diǎn)x坐標(biāo):0.000(m)圓弧入口終點(diǎn)x坐標(biāo):50.000(m)圓弧出口起點(diǎn)x坐標(biāo):0.000(m)圓弧出口終點(diǎn)x坐標(biāo):0.000(m)搜索時的圓心步長:1.000(m)入口搜索步長:1.000(m)出口搜索步長:1.000(m)搜索圓弧底的上限:1000.000(m)搜索圓弧底的下限:-1000.000(m)圓弧限制最小矢高:1.000(m)------------------------------------------------------------------------計(jì)算結(jié)果:------------------------------------------------------------------------[計(jì)算結(jié)果圖]最不利滑動面:滑動圓心=(0.000,16.553)(m)滑動半徑=16.553(m)滑動安全系數(shù)=1.383總的下滑力=166.806(kN)總的抗滑力=230.935(kN)土體部分下滑力=166.806(kN)土體部分抗滑力=230.935(kN)筋帶在滑弧切向產(chǎn)生的抗滑力=0.000(kN)筋帶在滑弧法向產(chǎn)生的抗滑力 =0.000(kN)2，巖土界面滑坡剩余下滑力及穩(wěn)定驗(yàn)算下滑力T=1090.724KN,抗滑力R=416.893+364.931=781.824KNFS=R/T=781.824/1090.724=0.72＜1.35滑坡邊坡穩(wěn)定狀態(tài)：不穩(wěn)定剩余水平下滑力：308.901*cos7.266=306.42KN3，抗滑樁驗(yàn)算樁、板計(jì)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)1.10抗震設(shè)計(jì)烈度(度)---配筋計(jì)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)4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)(°)115.0007.00016.55325.017122.0000.0002.0000.000137.8004.4508.98029.7051430.0000.00030.0000.0001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10.00010.0000.00015.0002-1分布力10.00010.0000.0002.0003-1分布力10.00010.0000.0007.8004-1分布力10.00010.0000.00029.0002)土層信息樁前是否有橫坡無橫坡樁前橫坡角(度)7.000樁后橫坡角(度)7.000結(jié)構(gòu)與土摩擦角(度)12.500嵌固段以上土層數(shù):2序號地層地層重度浮重度粘聚力內(nèi)摩擦綜合內(nèi)摩土摩阻計(jì)算m,c,K承載KHηR類型厚(m)(kN/m3)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)(MPa)1土層2.40024.500---0.00030.000---120.000m法120.000300.000---------2土層30.00019.500---0.00030.000---120.000m法8.000100.000---------嵌固段土層數(shù):1序號地層地層重度粘聚力內(nèi)摩擦綜合內(nèi)摩土摩阻計(jì)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巖層20.00024.7001062.00033.100---120.000K法310.0005820.0000.5000.30019.4003)水位信息非浸水地區(qū)，無水位信息3.計(jì)算模型1)樁前覆土模型：彈簧模型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(jì)算目標(biāo)按指定滑面計(jì)算推力計(jì)算模型KT模型安全系數(shù)K1.350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120.0002.55020.1627.26618.1009.000215.1007.20016.72925.49318.1009.000315.1001.10015.1404.16718.1009.0005.樁信息1)樁基本信息樁前地面以上長度(m)3.000嵌固點(diǎn)深度(m)2.500懸臂長度(m)5.500嵌固長度(m)4.000截面形狀矩形樁寬b(m)1.000樁高h(yuǎn)(m)1.400樁中心距(m)3.000T型翼緣ㄨ樁底支承條件鉸支坡線數(shù)42)樁配筋信息樁作用綜合分項(xiàng)系數(shù)1.35樁混凝土強(qiáng)度等級C30樁縱筋合力點(diǎn)到外皮距離(mm)100樁容重(kN/m^3~)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)0.500板類型號板厚(mm)板寬(m)板塊數(shù)12500.60002)板配筋信息板作用綜合分項(xiàng)系數(shù)1.350混凝土強(qiáng)度等級C30鋼筋合力點(diǎn)到邊緣距離(mm)25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√1.000[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√1.3502)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(yàn)算計(jì)算項(xiàng)目：1-1------------------------------------------------------------------------原始條件:鋼筋混凝土配筋計(jì)算依據(jù):《混凝土結(jié)構(gòu)設(shè)計(jì)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(jì)算剩余下滑力=371.180(kN) 剩余下滑力角度=7.266°剩余下滑力水平分力=368.199(kN) 剩余下滑力豎直分力=46.945(kN)分布范圍為樁頂以下(0～3.000m)范圍樁頂以下(3.000m～5.500m)范圍內(nèi)按土壓力計(jì)算按實(shí)際墻背計(jì)算得到:第1破裂角：44.803(度)Ea=176.359(kN)Ex=172.178(kN)Ey=38.171(kN)作用點(diǎn)到嵌固點(diǎn)距離Zy=1.843(m)段內(nèi)的土壓力合力:Ea=121.119(kN),Ex=118.248(kN),Ey=26.215(kN)作用點(diǎn)高度Zy=1.058合并后整個樁后范圍內(nèi):水平分力=486.447(kN) 豎直分力=73.160(kN)作用點(diǎn)高度=3.285(m)第1嵌固段地層計(jì)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=4698.655(kN-m)距離樁頂6.071(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1854.254(kN)距離樁頂9.310(m)最大位移=-20(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-20.310.00020.1886.472-69.037-19.670.00030.37525.889-138.075-19.040.00040.56358.250-207.112-18.400.00050.750103.556-276.150-17.760.00060.938161.806-345.187-17.130.00071.125233.001-414.224-16.500.00081.313317.141-483.262-15.860.00091.500414.224-552.299-15.230.000101.688524.253-621.337-14.600.000111.875647.226-690.374-13.970.000122.063783.143-759.411-13.350.000132.250932.005-828.449-12.730.000142.4381093.811-897.486-12.120.000152.6251268.562-966.524-11.510.000162.8131456.414-1031.803-10.910.000173.0001655.504-1092.691-10.31-0.000183.1001764.559-1099.841-10.00-5.174193.3001986.442-1114.250-9.38-19.567203.5002210.452-1123.031-8.77-32.634213.7002435.818-1128.383-8.17-45.701223.9002661.951-1130.701-7.59-58.767234.1002888.244-1129.986-7.03-71.834244.3003114.091-1126.236-6.48-84.901254.5003338.885-1119.453-5.95-97.967264.7003562.019-1109.635-5.43-111.034274.9003782.885-1096.783-4.94-124.101285.1004000.878-1080.897-4.47-137.167295.3004215.390-1061.978-4.03-150.234305.5004425.815-950.138-3.61-163.301315.6904585.982-656.664-3.23-1001.992325.8814674.708-295.767-2.88-892.717336.0714698.65524.958-2.55-791.089346.2624665.200308.432-2.25-697.149356.4524581.157557.574-1.97-610.844366.6434452.791775.266-1.72-532.038376.8334285.818964.324-1.49-460.521387.0244085.4291127.476-1.28-396.023397.2143856.3031267.330-1.09-338.214407.4053602.6361386.366-0.92-286.722417.5953328.1641486.909-0.78-241.130427.7863036.1951571.122-0.65-200.990437.9762729.6411640.991-0.53-165.824448.1672411.0551698.316-0.44-135.130458.3572082.6651744.700-0.35-108.386468.5481746.4081781.546-0.27-85.055478.7381403.9801810.049-0.21-64.586488.9291056.8651831.192-0.15-46.417499.119706.3821845.744-0.10-29.980509.310353.7251854.254-0.05-14.700519.5000.000928.5270.000.000樁底豎向合力=405.66(kN)，樁底面積A=1.400(m2)樁底所在土層承載力=5820.00(kPa)故樁的豎向地基承載力滿足。(二)樁身配筋計(jì)算點(diǎn)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)1-0.000.000.000.0002800280095320.190.008.74-69.0372800280095330.380.0034.95-138.0752800280095340.560.0078.64-207.1122800280095350.750.00139.80-276.1502800280095360.940.00218.44-345.1872800280095371.130.00314.55-414.2242800280095381.310.00428.14-483.2622800280095391.500.00559.20-552.29928002800953101.690.00707.74-621.33728002800953111.880.00873.75-690.37428002800953122.060.001057.24-759.41128002800953132.250.001258.21-828.44928003174953142.440.001476.65-897.48628003694953152.630.001712.56-966.52428004261953162.810.001966.16-1031.80328004879953173.000.002234.93-1092.69128005541953183.100.002382.15-1099.84128005908953193.300.002681.70-1114.25028006663953203.500.002984.11-1123.03128007438953213.700.003288.35-1128.38328008230953223.900.003593.63-1130.70128009039953234.100.003899.13-1129.98628009863953244.300.004204.02-1126.236280010701953254.500.004507.50-1119.453280011552953264.700.004808.73-1109.635280012413953274.900.005106.90-1096.783280013283953285.100.005401.19-1080.897280014160953295.300.005690.78-1061.978280015042953305.500.005974.85-950.138280015927953315.690.006191.08-656.664280016615953325.880.006310.86-295.767280017001953336.070.006343.1824.958280017106953346.260.006298.02308.432280016960953356.450.006184.56557.574280016594953366.640.006011.27775.266280016042953376.830.005785.85964.324280015336953387.020.005515.331127.476280014505953397.210.005206.011267.330280013576953407.400.004863.561386.366280012571953417.600.004493.021486.909280011511953427.790.004098.861571.122280010410953437.980.003685.021640.991280092841076448.170.003254.921698.316280081421211458.360.002811.601744.700280069941320468.550.002357.651781.546280058471407478.740.001895.371810.049280047051474488.930.001426.771831.192280035751524499.120.00953.621845.744280028001558509.310.00477.531854.254280028001578519.500.000.00928.52728002800953==========================================================================================================================================第2種情況:庫侖土壓力(一般情況)(一)樁身內(nèi)力計(jì)算按實(shí)際墻背計(jì)算得到:第1破裂角：44.803(度)Ea=176.359(kN)Ex=172.178(kN)Ey=38.171(kN)作用點(diǎn)到嵌固點(diǎn)距離Zy=1.843(m)第1嵌固段地層計(jì)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=1028.355(kN-m)距離樁頂6.071(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=422.210(kN)距離樁頂9.310(m)最大位移=-4(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-4.420.00020.1880.101-1.614-4.290.00030.3750.753-5.587-4.160.00040.5632.289-11.048-4.020.00050.7504.989-17.999-3.890.00060.9389.132-26.439-3.760.00071.12514.996-36.367-3.630.00081.31322.862-47.785-3.500.00091.50033.009-60.692-3.370.000101.68845.715-75.088-3.240.000111.87561.260-90.972-3.110.000122.06379.923-108.346-2.980.000132.250101.983-127.209-2.850.000142.438127.719-147.561-2.720.000152.625157.411-169.402-2.590.000162.813191.338-192.731-2.460.000173.000229.784-217.260-2.33-0.000183.100252.131-230.385-2.27-1.814193.300300.300-249.043-2.13-19.567203.500351.949-264.557-2.00-32.634213.700406.344-277.271-1.87-45.701223.900463.054-287.718-1.75-58.767234.100521.628-295.899-1.62-71.834244.300581.611-301.813-1.50-84.901254.500642.551-305.461-1.38-97.967264.700703.993-306.841-1.27-111.034274.900765.484-305.956-1.16-124.101285.100826.572-302.803-1.05-137.167295.300886.991-293.146-0.95-150.234305.500943.866-272.169-0.86-163.301315.690987.393-189.080-0.77-238.388325.8811015.699-107.076-0.69-213.324336.0711028.355-30.268-0.61-189.921346.2621027.23037.946-0.54-168.200356.4521013.90098.204-0.48-148.159366.643989.819151.145-0.42-129.779376.833956.321197.392-0.36-113.018387.024914.622237.552-0.32-97.823397.214865.825272.209-0.27-84.126407.405810.923301.918-0.23-71.847417.595750.808327.202-0.20-60.895427.786686.274348.549-0.17-51.174437.976618.027366.406-0.14-42.577448.167546.691381.181-0.11-34.992458.357472.816393.237-0.09-28.302468.548396.887402.892-0.07-22.388478.738319.333410.418-0.06-17.123488.929240.537416.038-0.04-12.382499.119160.842419.927-0.03-8.035509.31080.564422.210-0.01-3.952519.5000.000211.4820.000.000樁底豎向合力=384.03(kN)，樁底面積A=1.400(m2)樁底所在土層承載力=5820.00(kPa)故樁的豎向地基承載力滿足。(二)樁身配筋計(jì)算點(diǎn)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)1-0.000.000.000.0002800280095320.190.000.14-1.6142800280095330.380.001.02-5.5872800280095340.560.003.09-11.0482800280095350.750.006.73-17.9992800280095360.940.0012.33-26.4392800280095371.130.0020.25-36.3672800280095381.310.0030.86-47.7852800280095391.500.0044.56-60.69228002800953101.690.0061.72-75.08828002800953111.880.0082.70-90.97228002800953122.060.00107.90-108.34628002800953132.250.00137.68-127.20928002800953142.440.00172.42-147.56128002800953152.630.00212.50-169.40228002800953162.810.00258.31-192.73128002800953173.000.00310.21-217.26028002800953183.100.00340.38-230.38528002800953193.300.00405.40-249.04328002800953203.500.00475.13-264.55728002800953213.700.00548.56-277.27128002800953223.900.00625.12-287.71828002800953234.100.00704.20-295.89928002800953244.300.00785.18-301.81328002800953254.500.00867.44-305.46128002800953264.700.00950.39-306.84128002800953274.900.001033.40-305.95628002800953285.100.001115.87-302.80328002838953295.300.001197.44-293.14628003030953305.500.001274.22-272.16928003212953315.690.001332.98-189.08028003351953325.880.001371.19-107.07628003442953336.070.001388.28-30.26828003483953346.260.001386.7637.94628003479953356.450.001368.7698.20428003436953366.640.001336.26151.14528003359953376.830.001291.03197.39228003252953387.020.001234.74237.55228003119953397.210.001168.86272.20928002963953407.400.001094.75301.91828002800953417.600.001013.59327.20228002800953427.790.00926.47348.54928002800953437.980.00834.34366.40628002800953448.170.00738.03381.18128002800953458.360.00638.30393.23728002800953468.550.00535.80402.89228002800953478.740.00431.10410.41828002800953488.930.00324.72416.03828002800953499.120.00217.14419.92728002800953509.310.00108.76422.21028002800953519.500.000.00211.48228002800953=====================================================================各點(diǎn)的配筋包絡(luò)結(jié)果點(diǎn)號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2/m)1-0.002800280095320.192800280095330.3828002800