樁板式擋墻計(jì)算書-剖面3-3懸臂段7m(嵌固段1.5+3.0m)

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)1.00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)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(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(jì)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(jì)算目標(biāo)自動(dòng)搜索最危險(xiǎn)滑面計(jì)算模型R/K模型|-自動(dòng)搜索時(shí)可動(dòng)的滑動(dòng)邊號1|-自動(dòng)搜索可動(dòng)邊上點(diǎn)數(shù)(1-3)1|-自動(dòng)搜索時(shí)步長(m)0.500安全系數(shù)K1.300是否考慮動(dòng)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)7.000嵌固點(diǎn)深度(m)0.000懸臂長度(m)7.000嵌固長度(m)4.500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(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)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(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)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(dòng)土壓力√1.0005樁前被動(dòng)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(dòng)土壓力√1.000------------------------------------------------------------------------抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁綜合分析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[自動(dòng)搜索最不利的滑面]最不利的滑面數(shù)據(jù)：滑動(dòng)面線段數(shù):2段號投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)110.0009.2792.00022.000210.0001.0312.00022.000剩余下滑力=391.625(kN) 剩余下滑力角度=42.858°剩余下滑力水平分力=287.076(kN) 剩余下滑力豎直分力=266.378(kN)分布范圍為樁頂以下(0～7.000m)范圍[樁前剩余抗滑力]樁前覆土層到嵌固點(diǎn)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(diǎn)到嵌固點(diǎn)距離=0.000(m)第1嵌固段地層計(jì)算方法:m法第2嵌固段地層計(jì)算方法:m法第3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=5787.373(kN-m)距離樁頂8.901(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=3270.682(kN)距離樁頂11.300(m)最大位移=-47(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-47.170.00020.2003.281-32.809-46.270.00030.40013.123-65.617-45.360.00040.60029.528-98.426-44.460.00050.80052.494-131.235-43.560.00061.00082.022-164.044-42.650.00071.200118.111-196.852-41.750.00081.400160.763-229.661-40.840.00091.600209.976-262.470-39.940.000101.800265.751-295.278-39.040.000112.000328.087-328.087-38.140.000122.200396.985-360.896-37.230.000132.400472.446-393.705-36.330.000142.600554.467-426.513-35.430.000152.800643.051-459.322-34.530.000163.000738.196-492.131-33.640.000173.200839.903-524.939-32.740.000183.400948.172-557.748-31.840.000193.6001063.002-590.557-30.950.000203.8001184.395-623.366-30.060.000214.0001312.349-656.174-29.170.000224.2001446.865-688.983-28.280.000234.4001587.942-721.792-27.400.000244.6001735.581-754.600-26.510.000254.8001889.782-787.409-25.640.000265.0002050.545-820.218-24.760.000275.2002217.869-853.027-23.890.000285.4002391.755-885.835-23.020.000295.6002572.203-918.644-22.160.000305.8002759.213-951.453-21.300.000316.0002952.784-984.261-20.450.000326.2003152.918-1017.070-19.600.000336.4003359.613-1049.879-18.760.000346.6003572.869-1082.688-17.920.000356.8003792.688-1115.496-17.090.000367.0004019.068-1099.564-16.26-0.000377.2144244.244-1050.822-15.39-0.000387.4294469.420-1050.822-14.52-0.000397.6434694.596-1050.822-13.67-0.000407.8574919.772-1050.822-12.82-0.000418.0715144.948-1050.822-11.99-0.000428.2865370.125-1050.822-11.16-0.000438.5005595.301-1051.079-10.34-0.000448.5015596.353-902.344-10.34-0.000458.7015746.972-477.710-9.59-1198.843468.9015787.37352.317-8.85-1106.390479.1015726.052540.127-8.12-1015.230489.3015571.394986.311-7.40-925.350499.5015331.6601391.451-6.69-836.716509.7015014.9981756.108-5.99-749.274519.9014629.4512080.812-5.30-662.9545210.1004182.9522366.059-4.62-577.6695310.3003683.3442612.304-3.95-493.3195410.5003138.3772819.951-3.28-409.7945510.7002555.7382989.351-2.62-326.9705610.9001943.0373120.795-1.96-244.7195711.1001307.8383214.517-1.30-162.9025811.300657.6583270.682-0.65-81.3775911.5000.0001644.6960.000.000樁底豎向合力=976.50(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(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)1-0.000.000.000.00049404940123920.200.004.43-32.80949404940123930.400.0017.72-65.61749404940123940.600.0039.86-98.42649404940123950.800.0070.87-131.23549404940123961.000.00110.73-164.04449404940123971.200.00159.45-196.85249404940123981.400.00217.03-229.66149404940123991.600.00283.47-262.470494049401239101.800.00358.76-295.278494049401239112.000.00442.92-328.087494049401239122.200.00535.93-360.896494049401239132.400.00637.80-393.705494049401239142.600.00748.53-426.513494049401239152.800.00868.12-459.322494049401239163.000.00996.56-492.131494049401239173.200.001133.87-524.939494049401239183.400.001280.03-557.748494049401239193.600.001435.05-590.557494049401239203.800.001598.93-623.366494049401239214.000.001771.67-656.174494049401239224.200.001953.27-688.983494049401239234.400.002143.72-721.792494049401239244.600.002343.03-754.600494049401239254.800.002551.21-787.409494049401239265.000.002768.24-820.218494049401239275.200.002994.12-853.027494049401239285.400.003228.87-885.835494049821239295.600.003472.47-918.644494053481239305.800.003724.94-951.453494057301239316.000.003986.26-984.261494061261239326.200.004256.44-1017.070494065381239336.400.004535.48-1049.879494069651239346.600.004823.37-1082.688494074081239356.800.005120.13-1115.496494078661239367.000.005425.74-1099.564494083411239377.210.005729.73-1050.822494088151239387.430.006033.72-1050.822494092921239397.640.006337.71-1050.822494097721239407.860.006641.69-1050.8224940102541239418.070.006945.68-1050.8224940107381239428.290.007249.67-1050.8224940112261239438.500.007553.66-1051.0794940117161239448.500.007555.08-902.3444940117181239458.700.007758.41-477.7104940120471239468.900.007812.9552.3174940121361239479.100.007730.17540.1274940120011239489.300.007521.38986.3114940116631239499.500.007197.741391.4514940111421239509.700.006770.251756.1084940104581239519.900.006249.762080.8124940963312395210.100.005646.992366.0594940868612395310.300.004972.512612.3044940763812395410.500.004236.812819.9514940650812395510.700.003450.252989.3514940531512395610.900.002623.103120.7954940494012395711.100.001765.583214.5174940494012395811.300.00887.843270.6824940494012965911.500.000.001644.696494049401239==========================================================================================================================================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：45.814(度)Ea=324.324(kN)Ex=321.906(kN)Ey=39.525(kN)作用點(diǎn)到嵌固點(diǎn)距離Zy=2.670(m)樁前覆土深度為0.000時(shí)的被動(dòng)土壓力：Ea=0.000(kN)Ex=0.000(kN)Ey=0.000(kN)作用點(diǎn)到嵌固點(diǎn)距離Zy=-0.000(m)第1嵌固段地層計(jì)算方法:m法第2嵌固段地層計(jì)算方法:m法第3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=5439.256(kN-m)距離樁頂8.901(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=3140.417(kN)距離樁頂11.300(m)最大位移=-46(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.1061.856-46.230.00020.2000.439-6.847-45.360.00030.4002.874-18.903-44.490.00040.6008.064-33.250-43.620.00050.80016.274-49.094-42.750.00061.00027.802-66.433-41.880.00071.20042.947-85.269-41.010.00081.40062.009-105.601-40.140.00091.60085.287-127.428-39.270.000101.800113.080-150.752-38.400.000112.000145.687-175.572-37.530.000122.200183.408-201.888-36.660.000132.400226.542-229.699-35.790.000142.600275.388-259.007-34.920.000152.800330.245-289.811-34.050.000163.000391.412-322.111-33.190.000173.200459.189-355.908-32.320.000183.400533.875-391.200-31.450.000193.600615.769-427.988-30.590.000203.800705.170-466.272-29.730.000214.000802.377-506.052-28.860.000224.200907.691-547.329-28.000.000234.4001021.409-590.101-27.140.000244.6001143.831-634.370-26.290.000254.8001275.256-680.134-25.430.000265.0001415.984-727.395-24.580.000275.2001566.314-776.151-23.730.000285.4001726.545-826.404-22.880.000295.6001896.975-878.153-22.030.000305.8002077.906-931.397-21.190.000316.0002269.634-986.138-20.350.000326.2002472.461-1042.375-19.520.000336.4002686.684-1100.108-18.690.000346.6002912.603-1159.337-17.870.000356.8003150.519-1220.062-17.050.000367.0003401.255-1241.542-16.24-0.000377.2143656.875-1192.890-15.37-0.000387.4293912.493-1192.890-14.51-0.000397.6434168.113-1192.890-13.66-0.000407.8574423.732-1192.890-12.82-0.000418.0714679.351-1192.890-11.99-0.000428.2864934.970-1192.890-11.17-0.000438.5005190.590-1192.854-10.36-0.000448.5015191.783-1043.913-10.35-0.000458.7015370.725-618.891-9.61-1200.912468.9015439.256-87.866-8.87-1108.659479.1015405.859401.016-8.14-1017.621489.3015278.904848.311-7.42-927.792499.5015066.6491254.570-6.71-839.143509.7014777.2431620.325-6.01-751.626519.9014418.7341946.081-5.32-665.1775210.1003999.0712232.311-4.64-579.7175310.3003526.1092479.448-3.96-495.1515410.5003007.6212687.880-3.29-411.3745510.7002451.3142857.941-2.63-328.2705610.9001864.8272989.914-1.97-245.7145711.1001255.7493084.018-1.31-163.5755811.300631.6303140.417-0.65-81.7175911.5000.0001579.6030.000.000樁底豎向合力=749.65(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(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)1-0.000.000.141.85649404940123920.200.000.59-6.84749404940123930.400.003.88-18.90349404940123940.600.0010.89-33.25049404940123950.800.0021.97-49.09449404940123961.000.0037.53-66.43349404940123971.200.0057.98-85.26949404940123981.400.0083.71-105.60149404940123991.600.00115.14-127.428494049401239101.800.00152.66-150.752494049401239112.000.00196.68-175.572494049401239122.200.00247.60-201.888494049401239132.400.00305.83-229.699494049401239142.600.00371.77-259.007494049401239152.800.00445.83-289.811494049401239163.000.00528.41-322.111494049401239173.200.00619.91-355.908494049401239183.400.00720.73-391.200494049401239193.600.00831.29-427.988494049401239203.800.00951.98-466.272494049401239214.000.001083.21-506.052494049401239224.200.001225.38-547.329494049401239234.400.001378.90-590.101494049401239244.600.001544.17-634.370494049401239254.800.001721.60-680.134494049401239265.000.001911.58-727.395494049401239275.200.002114.52-776.151494049401239285.400.002330.84-826.404494049401239295.600.002560.92-878.153494049401239305.800.002805.17-931.397494049401239316.000.003064.01-986.138494049401239326.200.003337.82-1042.375494051451239336.400.003627.02-1100.108494055821239346.600.003932.01-1159.337494060441239356.800.004253.20-1220.062494065331239367.000.004591.69-1241.542494070511239377.210.004936.78-1192.890494075831239387.430.005281.87-1192.890494081171239397.640.005626.95-1192.890494086551239407.860.005972.04-1192.890494091951239418.070.006317.12-1192.890494097391239428.290.006662.21-1192.8904940102861239438.500.007007.30-1192.8544940108371239448.500.007008.91-1043.9134940108401239458.700.007250.48-618.8914940112271239468.900.007343.00-87.8664940113761239479.100.007297.91401.0164940113031239489.300.007126.52848.3114940110281239499.500.006839.981254.5704940105701239509.700.006449.281620.325494099481239519.900.005965.291946.0814940918512395210.100.005398.752232.3114940829912395310.300.004760.252479.4484940731012395410.500.004060.292687.8804940623912395510.700.003309.272857.9414940510312395610.900.002517.522989.9144940494012395711.100.001695.263084.0184940494012395811.300.00852.703140.4174940494012395911.500.000.001579.603494049401239=====================================================================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)1-0.0049404940123920.2049404940123930.4049404940123940.6049404940123950.8049404940123961.0049404940123971.2049404940123981.4049404940123991.60494049401239101.80494049401239112.00494049401239122.20494049401239132.40494049401239142.60494049401239152.80494049401239163.00494049401239173.20494049401239183.40494049401239193.60494049401239203.80