AB段樁板式擋土墻驗(yàn)算[執(zhí)行標(biāo)準(zhǔn)：通用]計(jì)算項(xiàng)目：樁板式擋土墻2計(jì)算時(shí)間：2022-11-0112:02:46星期二------------------------------------------------------------------------原始條件:墻身尺寸:樁總長(zhǎng)(m)19.000嵌入深度(m)14.000截面形狀圓樁樁徑(m)1.500樁間距(m)5.000擋土板的類型數(shù)(<=5)1嵌入段土層數(shù)(<=20)2樁底支承條件自由計(jì)算方法M法初始彈性系數(shù)A(MN/m3)0.000初始彈性系數(shù)A1(MN/m3)0.000樁前橫坡角(°)0.000嵌入段地層類型土層板類板厚板寬板塊型號(hào)(m)(m)數(shù)10.3001.0005土層土層厚重度浮重度Mφ序號(hào)(m)(kN/m3)(kN/m3)(°)15.00021.0011.006.00023.000250.00020.2010.2014.00015.300物理參數(shù):樁混凝土強(qiáng)度等級(jí)C30樁縱筋合力點(diǎn)到外皮距離(mm)35樁縱筋級(jí)別HRB400樁箍筋級(jí)別HRB400樁箍筋間距(mm)200樁配筋形式縱筋非均勻配置樁拉區(qū)縱筋配筋范圍(度)90.000樁壓區(qū),拉區(qū)縱筋比0.500板混凝土強(qiáng)度等級(jí)C30板縱筋合力點(diǎn)到外皮距離(mm)35板縱筋級(jí)別HRB400場(chǎng)地環(huán)境抗震地區(qū)墻后填土類型單層填土墻后填土內(nèi)摩擦角(度)23.000墻后填土粘聚力(kPa)2.000墻后填土容重(kN/m3)21.000墻后填土浮容重(kN/m3)---墻背與墻后填土摩擦角(度)12.500地震烈度設(shè)計(jì)烈度6度面?zhèn)鹊卣饎?dòng)水壓力系數(shù)---背側(cè)地震動(dòng)水壓力系數(shù)---地基土容重(kN/m3)18.000地基土浮容重(kN/m3)---基底摩擦系數(shù)0.500地基浮力系數(shù)---地基土類型土質(zhì)地基抗震基底容許偏心距B/5墻身地震力調(diào)整系數(shù)1.000地基土內(nèi)摩擦角(度)30.000地基土粘聚力(kPa)10.000地基強(qiáng)度與偏心距驗(yàn)算時(shí)斜面長(zhǎng)度作為基底寬墻后填土層參數(shù)：層層厚度容重浮容重粘聚力內(nèi)摩擦土壓力號(hào)(m)(kN/m3)(kN/m3)(kPa)角(度)調(diào)整系數(shù)13.00021.0009.0002.00023.0001.000地震參數(shù)：參數(shù)名稱參數(shù)值地震烈度6水上地震角(度)0.000水下地震角(度)0.000水平地震系數(shù)Kh0.050重要性修正系數(shù)Ci1.000綜合影響系數(shù)Cz0.300土壓力計(jì)算：土壓力計(jì)算方法庫(kù)侖坡線土柱:參數(shù)名稱參數(shù)值坡面線段數(shù)1坡面起始是否低于墻頂否坡面起始距離(m)0.000地面橫坡角度(度)0.000填土對(duì)橫坡面的摩擦角(度)23.000擋墻分段長(zhǎng)度(m)10.000坡面線段參數(shù):折線水平投豎向投坡線長(zhǎng)坡線仰換算序號(hào)影長(zhǎng)(m)影長(zhǎng)(m)(m)角(度)土柱114.0000.00014.0000.0001換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)序號(hào)1-10.50014.0003.000整體穩(wěn)定計(jì)算參數(shù)：是否計(jì)算整體穩(wěn)定是穩(wěn)定計(jì)算容許安全系數(shù)1.300穩(wěn)定計(jì)算目標(biāo)自動(dòng)搜索最危險(xiǎn)滑裂面條分法的土條寬度(m)1.000搜索時(shí)的圓心步長(zhǎng)(m)1.000搜索時(shí)的半徑步長(zhǎng)(m)1.000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)注意：內(nèi)力計(jì)算時(shí)，庫(kù)侖土壓力分項(xiàng)(安全)系數(shù)=1.300=====================================================================第1種情況:一般情況[土壓力計(jì)算]計(jì)算高度為5.000(m)處的庫(kù)侖主動(dòng)土壓力第1破裂角：39.132(度)Ea=193.410(kN)Ex=188.826(kN)Ey=41.862(kN)作用點(diǎn)高度Zy=1.822(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:m法 背側(cè)--為擋土側(cè)；面?zhèn)?-為非擋土側(cè)。背側(cè)最大彎矩=5147.865(kN-m)距離樁頂9.278(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1215.911(kN)距離樁頂5.000(m)樁頂位移=49(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力橫向承載力(m)(kN-m)(kN)(mm)(kPa)(kPa)1-0.0000.0000.000-49-0.0000.00020.3850.125-0.977-47-0.0000.00030.7691.374-6.811-45-0.0000.00041.15410.240-50.672-43-0.0000.00051.53845.228-132.560-41-0.0000.00061.923113.204-222.208-39-0.0000.00072.308217.153-319.617-37-0.0000.00082.692360.059-424.787-35-0.0000.00093.077544.907-537.717-33-0.0000.000103.462774.682-658.408-30-0.0000.000113.8461052.370-786.859-28-0.0000.000124.2311380.953-923.071-26-0.0000.000134.6151763.419-1067.044-24-0.0000.000145.0002202.751-1215.911-22-0.0000.000155.3892674.491-1192.100-21-47.8760.000165.7783129.940-1133.112-19-86.9530.000176.1673555.801-1043.588-17-117.6750.000186.5563941.620-930.607-15-140.56714.236196.9444279.606-800.762-13-156.22329.299207.3334564.434-660.096-12-165.29744.363217.7224793.015-514.064-10-168.49159.427228.1114964.262-367.488-9-166.53874.490238.5005078.839-224.545-8-160.19089.554248.8895138.908-88.748-6-150.204104.618259.2785147.86537.049-5-137.333119.681269.6675110.092146.673-4-122.310134.7452710.0005044.688272.861-4-108.258147.6572810.3914907.923442.959-3-212.28466.9212910.7834698.023611.857-2-171.38575.8883011.1744429.079745.056-2-131.18984.8563111.5654114.937843.648-1-92.77493.8233211.9573768.832909.586-1-57.009102.7903312.3483403.087945.491-0-24.555111.7583412.7393028.883954.48304.128120.7253513.1302656.100940.004028.763129.6933613.5222293.227905.668049.236138.6603713.9131947.317855.125165.577147.6273814.3041623.998791.949177.935156.5953914.6961327.531719.540186.550165.5624015.0871060.881641.057191.731174.5294115.478825.834559.369193.831183.4974215.870623.114477.024193.224192.4644316.261452.510396.240190.286201.4314416.652313.013318.909185.377210.3994517.043202.929246.624078.827219.3664617.435120.003180.701070.923228.3334717.82661.511122.229061.903237.3014818.21724.34672.109051.949246.2684918.6095.07831.109041.187255.2365019.0000.0006.489029.687264.203嵌入段為土層：滑動(dòng)面以下1/3嵌固長(zhǎng)度處：土反力122.310≤承載力134.745,橫向承載力滿足規(guī)范要求。樁底處：土反力29.687≤承載力264.203,橫向承載力滿足規(guī)范要求。備注：本支護(hù)樁在考慮側(cè)阻力作用下能滿足豎向承載力要求。(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.0001767353425220.3851767353425230.7691767353425241.1541767353425251.5381767353425261.9231767353425272.3081767353425282.6921767353425293.07717673534252103.46217673534252113.84617673534252124.23117673534252134.61518223643252145.00022854569252155.38927855570252165.77832716543252176.16737287456252186.55641458290252196.94445129024252207.33348229644252217.722507110142252228.111525910519252238.500538510769252248.889545110901252259.278546110922252269.6675419108392522710.0005347106952522810.3915197103952522910.783496799352523011.174467493492523111.565433386662523211.957395879162523312.348356471292523412.739316363262523513.130276555302523613.522238047612523713.913201540302523814.304176735342523914.696176735342524015.087176735342524115.478176735342524215.870176735342524316.261176735342524416.652176735342524517.043176735342524617.435176735342524717.826176735342524818.217176735342524918.609176735342525019.00017673534252(三)擋土板內(nèi)力配筋計(jì)算板類型板厚板下緣距頂最大土壓力單塊板彎矩單塊板全部縱筋號(hào)(mm)距離(m)(kPa)(kN-m)面積(mm2)13005.00080.915252.8593110(四)整體穩(wěn)定驗(yàn)算最不利滑動(dòng)面:圓心:(-2.75000,-1.50000)半徑=18.01295(m)安全系數(shù)=3.458總的下滑力 =1472.117(kN)總的抗滑力 =5091.313(kN)土體部分下滑力 =1472.117(kN)土體部分抗滑力 =5091.313(kN)筋帶的抗滑力 =0.000(kN) 整體穩(wěn)定驗(yàn)算滿足:最小安全系數(shù)=3.458≥1.300=====================================================================第2種情況:地震情況[土壓力計(jì)算]計(jì)算高度為5.000(m)處的庫(kù)侖主動(dòng)土壓力第1破裂角：39.132(度)Ea=193.410(kN)Ex=188.826(kN)Ey=41.862(kN)作用點(diǎn)高度Zy=1.822(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:m法 背側(cè)--為擋土側(cè)；面?zhèn)?-為非擋土側(cè)。背側(cè)最大彎矩=5147.865(kN-m)距離樁頂9.278(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1215.911(kN)距離樁頂5.000(m)樁頂位移=49(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力橫向承載力(m)(kN-m)(kN)(mm)(kPa)(kPa)1-0.0000.0000.000-49-0.0000.00020.3850.125-0.977-47-0.0000.00030.7691.374-6.811-45-0.0000.00041.15410.240-50.672-43-0.0000.00051.53845.228-132.560-41-0.0000.00061.923113.204-222.208-39-0.0000.00072.308217.153-319.617-37-0.0000.00082.692360.059-424.787-35-0.0000.00093.077544.907-537.717-33-0.0000.000103.462774.682-658.408-30-0.0000.000113.8461052.370-786.859-28-0.0000.000124.2311380.953-923.071-26-0.0000.000134.6151763.419-1067.044-24-0.0000.000145.0002202.751-1215.911-22-0.0000.000155.3892674.491-1192.100-21-47.8760.000165.7783129.940-1133.112-19-86.9530.000176.1673555.801-1043.588-17-117.6750.000186.5563941.620-930.607-15-140.56714.236196.9444279.606-800.762-13-156.22329.299207.3334564.434-660.096-12-165.29744.363217.7224793.015-514.064-10-168.49159.427228.1114964.262-367.488-9-166.53874.490238.5005078.839-224.545-8-160.19089.554248.8895138.908-88.748-6-150.204104.618259.2785147.86537.049-5-137.333119.681269.6675110.092146.673-4-122.310134.7452710.0005044.688272.861-4-108.258147.6572810.3914907.923442.959-3-212.28466.9212910.7834698.023611.857-2-171.38575.8883011.1744429.079745.056-2-131.18984.8563111.5654114.937843.648-1-92.77493.8233211.9573768.832909.586-1-57.009102.7903312.3483403.087945.491-0-24.555111.7583412.7393028.883954.48304.128120.7253513.1302656.100940.004028.763129.6933613.5222293.227905.668049.236138.6603713.9131947.317855.125165.577147.6273814.3041623.998791.949177.935156.5953914.6961327.531719.540186.550165.5624015.0871060.881641.057191.731174.5294115.478825.834559.369193.831183.4974215.870623.114477.024193.224192.4644316.261452.510396.240190.286201.4314416.652313.013318.909185.377210.3994517.043202.929246.624078.827219.3664617.435120.003180.701070.923228.3334717.82661.511122.229061.903237.3014818.21724.34672.109051.949246.2684918.6095.07831.109041.187255.2365019.0000.0006.489029.687264.203嵌入段為土層：滑動(dòng)面以下1/3嵌固長(zhǎng)度處：土反力122.310≤承載力134.745,橫向承載力滿足規(guī)范要求。樁底處：土反力29.687≤承載力264.203,橫向承載力滿足規(guī)范要求。備注：本支護(hù)樁在考慮側(cè)阻力作用下能滿足豎向承載力要求。(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)1-0.0001767353425220.3851767353425230.7691767353425241.1541767353425251.5381767353425261.9231767353425272.3081767353425282.6921767353425293.07717673534252103.46217673534252113.84617673534252124.23117673534252134.61518223643252145.00022854569252155.38927855570252165.77832716543252176.16737287456252186.55641458290252196.94445129024252207.33348229644252217.722507110142252228.111525910519252238.500538510769252248.889545110901252259.278546110922252269.6675419108392522710.0005347106952522810.3915197103952522910.783496799352523011.1744674