抗滑樁計(jì)算書

計(jì)算項(xiàng)目：ZH1（4-4剖面）原始條件:墻身尺寸:樁總長(zhǎng)(m)15.000嵌入深度(m)6.000截面形狀圓樁樁徑(m)1.500樁間距(m)3.500擋土板的類型數(shù)(<=5)1嵌入段土層數(shù)(<=20)1樁底支承條件鉸接計(jì)算方法K法初始彈性系數(shù)A(MN/m3)---初始彈性系數(shù)A1(MN/m3)---樁前橫坡角(°)0.000嵌入段地層類型巖層板類板厚板寬板塊型號(hào)(m)(m)數(shù)10.2000.60017土層土層厚重度浮重度KKHηfrk序號(hào)(m)(kN/m3)(kN/m3)(MPa)150.00026.0015.00100.0000.5000.3009.300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)75樁縱筋級(jí)別HRB500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)境一般地區(qū)墻后填土類型多層填土墻后第1層填土內(nèi)摩擦角(度)25.000墻后第1層填土粘聚力(kPa)5.000墻后第1層填土容重(kN/m3)20.000墻后第1層填土浮容重(kN/m3)---墻背與墻后填土摩擦角(度)15.000地震烈度---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---墻身地震力調(diào)整系數(shù)---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)15.00020.0009.0005.00025.0001.00021.80026.00013.00080.00029.0001.000320.00026.00013.000420.00032.0001.000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)28.000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110.0000.00010.0000.0001換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)序號(hào)1-10.00010.0001.500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)1.250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)=1.350=====================================================================第1種情況:一般情況[土壓力計(jì)算]計(jì)算高度為9.000(m)處的庫(kù)侖主動(dòng)土壓力第1破裂角：0.000(度)Ea=116.373(kN)Ex=112.407(kN)Ey=30.119(kN)作用點(diǎn)高度Zy=5.852(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)--為擋土側(cè)；面?zhèn)?-為非擋土側(cè)。背側(cè)最大彎矩=4153.746(kN-m)距離樁頂10.000(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1064.176(kN)距離樁頂14.692(m)樁頂位移=35(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)1-0.0000.0000.000-35-0.0000.00020.3000.503-5.031-34-0.0000.00030.6003.670-16.580-33-0.0000.00040.90010.748-31.102-32-0.0000.00051.20022.629-48.597-31-0.0000.00061.50040.204-69.066-30-0.0000.00071.80064.366-92.509-29-0.0000.00082.10096.007-118.925-27-0.0000.00092.400136.018-148.315-26-0.0000.000102.700185.293-180.678-25-0.0000.000113.000244.722-216.014-24-0.0000.000123.300315.198-254.324-23-0.0000.000133.600397.614-295.608-22-0.0000.000143.900492.860-339.865-21-0.0000.000154.200601.830-387.095-20-0.0000.000164.500725.415-437.299-19-0.0000.000174.800864.507-490.477-18-0.0000.000185.1001017.609-522.730-17-0.0000.000195.4001176.317-536.701-16-0.0000.000205.7001340.455-558.932-15-0.0000.000216.0001512.502-589.423-14-0.0000.000226.3001694.935-628.174-13-0.0000.000236.6001890.232-675.184-12-0.0000.000246.9002098.368-705.424-11-0.0000.000257.2002311.735-718.145-10-0.0000.000267.5002529.931-737.622-9-0.0000.000277.8002754.984-763.858-8-0.0000.000288.1002988.922-796.852-7-0.0000.000298.4003233.771-836.604-7-0.0000.000308.7003491.844-878.865-6-0.0000.000319.0003761.908-820.232-5-0.0000.000329.3333999.009-544.147-4-449.1521395.000339.6674124.247-232.105-4-382.9581395.0003410.0004153.74632.586-3-322.8871395.0003510.3334102.523254.539-3-268.9861395.0003610.6673984.053438.352-2-221.1831395.0003711.0003810.288585.949-2-179.3051395.0003811.3083610.102701.032-1-145.6851395.0003911.6153378.883791.839-1-116.6441395.0004011.9233122.818864.023-1-91.8881395.0004112.2312847.177920.440-1-71.0941395.0004212.5382556.393963.711-1-53.9121395.0004312.8462254.124996.210-0-39.9751395.0004413.1541943.3411020.051-0-28.8981395.0004513.4621626.4011037.076-0-20.2871395.0004613.7691305.1401048.855-0-13.7411395.0004714.077980.9511056.676-0-8.8521395.0004814.385654.8771061.543-0-5.2091395.0004914.692327.6941064.176-0-2.3961395.0005015.0000.000532.503-0-0.0001395.000嵌入段為巖層，樁的最大土反力≤巖層橫向地基承載力，橫向承載力滿足規(guī)范要求。(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)1-0.0001767353425220.3001767353425230.6001767353425240.9001767353425251.2001767353425261.5001767353425271.8001767353425282.1001767353425292.40017673534252102.70017673534252113.00017673534252123.30017673534252133.60017673534252143.90017673534252154.20017673534252164.50017673534252174.80017673534252185.10017673534252195.40017673534252205.70017673534252216.00017673534252226.30017673534252236.60017673534252246.90018793758252257.20020744149252267.50022754549252277.80024824964252288.10026985396252298.40029255850252308.70031656331252319.00034186835252329.33336407280252339.667375875162523410.000378575702523510.333373774752523610.667362572512523711.000346369252523811.308327565512523911.615306061192524011.923282256442524112.231256751332524212.538229945972524312.846202240432524413.154176735342524513.462176735342524613.769176735342524714.077176735342524814.385176735342524914.692176735342525015.00017673534252(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)12009.00053.94149.558949(四)整體穩(wěn)定驗(yàn)算最不利滑動(dòng)面:圓心:(-3.75000,-1.50000)半徑=14.55448(m)安全系數(shù)=2.530總的下滑力 =1474.502(kN)總的抗滑力 =3730.894(kN)土體部分下滑力 =1474.502(kN)土體部分抗滑力 =3730.894(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)=2.530≥1.250============================================================================ZH2（5-5剖面）------------------------------------------------------------------------原始條件:墻身尺寸:樁總長(zhǎng)(m)10.500嵌入深度(m)5.000截面形狀圓樁樁徑(m)1.200樁間距(m)3.500擋土板的類型數(shù)(<=5)1嵌入段土層數(shù)(<=20)2樁底支承條件鉸接計(jì)算方法K法初始彈性系數(shù)A(MN/m3)---初始彈性系數(shù)A1(MN/m3)---樁前橫坡角(°)0.000嵌入段地層類型巖層板類板厚板寬板塊型號(hào)(m)(m)數(shù)10.2000.60017土層土層厚重度浮重度KKHηfrk序號(hào)(m)(kN/m3)(kN/m3)(MPa)11.40026.0015.0010.0000.5000.3001.000220.00026.0016.00100.0000.5000.3009.300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)75樁縱筋級(jí)別HRB500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)境一般地區(qū)墻后填土類型多層填土墻后第1層填土內(nèi)摩擦角(度)25.000墻后第1層填土粘聚力(kPa)5.000墻后第1層填土容重(kN/m3)20.000墻后第1層填土浮容重(kN/m3)---墻背與墻后填土摩擦角(度)15.000地震烈度---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---墻身地震力調(diào)整系數(shù)---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)16.00020.0009.0005.00025.0001.00021.20026.00013.00080.00029.0001.000320.00026.00013.000420.00032.0001.000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)28.000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110.0000.00010.0000.0001換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)序號(hào)1-10.00010.0001.500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)1.250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)=1.350=====================================================================第1種情況:一般情況[土壓力計(jì)算]計(jì)算高度為5.500(m)處的庫(kù)侖主動(dòng)土壓力第1破裂角：35.568(度)Ea=137.987(kN)Ex=133.285(kN)Ey=35.714(kN)作用點(diǎn)高度Zy=2.023(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)--為擋土側(cè)；面?zhèn)?-為非擋土側(cè)。背側(cè)最大彎矩=2094.143(kN-m)距離樁頂7.375(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=963.539(kN)距離樁頂10.292(m)樁頂位移=29(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)1-0.0000.0000.000-29-0.0000.00020.2120.228-3.239-28-0.0000.00030.4231.651-10.456-27-0.0000.00040.6354.756-19.152-27-0.0000.00050.8469.858-29.326-26-0.0000.00061.05817.268-40.979-25-0.0000.00071.26927.299-54.111-24-0.0000.00081.48140.265-68.722-23-0.0000.00091.69256.478-84.811-23-0.0000.000101.90476.251-102.379-22-0.0000.000112.11599.897-121.426-21-0.0000.000122.327127.728-141.951-20-0.0000.000132.538160.057-163.955-19-0.0000.000142.750197.198-187.438-19-0.0000.000152.962239.462-212.399-18-0.0000.000163.173287.163-238.839-17-0.0000.000173.385340.613-266.758-16-0.0000.000183.596400.126-296.155-16-0.0000.000193.808466.014-327.031-15-0.0000.000204.019538.590-359.386-14-0.0000.000214.231618.166-393.220-13-0.0000.000224.442705.056-428.532-12-0.0000.000234.654799.573-465.323-12-0.0000.000244.865902.028-503.592-11-0.0000.000255.0771012.735-543.340-10-0.0000.000265.2881132.007-584.567-10-0.0000.000275.5001260.156-616.962-9-0.0000.000285.7331401.708-587.714-8-81.983150.000295.9671534.423-551.463-7-74.946150.000306.2001659.058-518.401-7-68.183150.000316.4331776.343-488.394-6-61.715150.000326.6671886.975-461.303-6-55.564150.000336.9001991.618-377.053-5-49.749150.000347.1672073.121-203.271-4-435.3761395.000357.3752094.143-20.427-4-390.1901395.000367.5832081.633131.819-3-347.9721395.000377.7922039.218267.259-3-308.7071395.000388.0001970.275387.098-3-272.3331395.000398.2081877.927492.510-2-238.7541395.000408.4171765.062584.620-2-207.8401395.000418.6251634.335664.495-2-179.4301395.000428.8331488.189733.128-2-153.3401395.000439.0421328.865791.436-1-129.3611395.000449.2501158.424840.241-1-107.2691395.000459.458978.765880.272-1-86.8211395.000469.667791.644912.155-1-67.7631395.000479.875598.701936.408-0-49.8281395.0004810.083401.475953.438-0-32.7431395.0004910.292201.434963.539-0-16.2291395.0005010.5000.000483.443-0-0.0001395.000嵌入段為巖層，樁的最大土反力≤巖層橫向地基承載力，橫向承載力滿足規(guī)范要求。(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)1-0.0001131226220120.2121131226220130.4231131226220140.6351131226220150.8461131226220161.0581131226220171.2691131226220181.4811131226220191.69211312262201101.90411312262201112.11511312262201122.32711312262201132.53811312262201142.75011312262201152.96211312262201163.17311312262201173.38511312262201183.59611312262201193.80811312262201204.01911312262201214.23111312262201224.44211312262201234.65411312262201244.86511312262201255.07711562312201265.28812962591201275.50014452891201285.73316123224201295.96717693537201306.20019163833201316.43320564112201326.66721884376201336.90023134626201347.16724114822201357.37524364873201367.58324214843201377.79223704740201388.00022884575201398.20821774354201408.41720424085201418.62518873774201428.83317143428201439.04215263052201449.25013262653201459.45811312262201469.66711312262201479.875113122622014810.083113122622014910.292113122622015010.50011312262201(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)12005.50058.67553.9081047(四)整體穩(wěn)定驗(yàn)算最不利滑動(dòng)面:圓心:(-1.52727,-0.25000)半徑=10.62757(m)安全系數(shù)=2.154總的下滑力 =682.794(kN)總的抗滑力 =1470.618(kN)土體部分下滑力 =682.794(kN)土體部分抗滑力 =1470.618(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)=2.154≥1.250============================================================================ZH3（5-5剖面）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1計(jì)算時(shí)間：2024-07-2511:08:32星期四------------------------------------------------------------------------原始條件:墻身尺寸:樁總長(zhǎng)(m)10.000嵌入深度(m)5.000截面形狀圓樁樁徑(m)1.200樁間距(m)3.500擋土板的類型數(shù)(<=5)1嵌入段土層數(shù)(<=20)2樁底支承條件鉸接計(jì)算方法K法初始彈性系數(shù)A(MN/m3)---初始彈性系數(shù)A1(MN/m3)---樁前橫坡角(°)0.000嵌入段地層類型巖層板類板厚板寬板塊型號(hào)(m)(m)數(shù)10.2000.60017土層土層厚重度浮重度KKHηfrk序號(hào)(m)(kN/m3)(kN/m3)(MPa)11.60026.0015.0010.0000.5000.3001.000220.00026.0016.00100.0000.5000.3009.300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)75樁縱筋級(jí)別HRB500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)境一般地區(qū)墻后填土類型多層填土墻后第1層填土內(nèi)摩擦角(度)25.000墻后第1層填土粘聚力(kPa)5.000墻后第1層填土容重(kN/m3)20.000墻后第1層填土浮容重(kN/m3)---墻背與墻后填土摩擦角(度)15.000地震烈度---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---墻身地震力調(diào)整系數(shù)---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)15.00020.0009.0005.00025.0001.00021.60026.00013.00080.00029.0001.000320.00026.00013.000420.00032.0001.000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)28.000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110.0000.00010.0000.0001換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)序號(hào)1-10.00010.0001.500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)1.250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)=1.350=====================================================================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：35.478(度)Ea=116.373(kN)Ex=112.407(kN)Ey=30.119(kN)作用點(diǎn)高度Zy=1.852(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)--為擋土側(cè)；面?zhèn)?-為非擋土側(cè)。背側(cè)最大彎矩=1717.016(kN-m)距離樁頂7.083(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=834.537(kN)距離樁頂9.792(m)樁頂位移=24(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)1-0.0000.0000.000-24-0.0000.00020.2000.202-3.024-23-0.0000.00030.4001.455-9.731-22-0.0000.00040.6004.182-17.761-22-0.0000.00050.8008.648-27.112-21-0.0000.00061.00015.115-37.785-20-0.0000.00071.20023.849-49.779-20-0.0000.00081.40035.115-63.094-19-0.0000.00091.60049.175-77.732-18-0.0000.000101.80066.295-93.690-18-0.0000.000112.00086.739-110.971-17-0.0000.000122.200110.772-129.573-17-0.0000.000132.400138.657-149.496-16-0.0000.000142.600170.658-170.741-15-0.0000.000152.800207.041-193.307-15-0.0000.000163.000248.069-217.196-14-0.0000.000173.200294.007-242.405-13-0.0000.000183.400345.120-268.936-13-0.0000.000193.600401.670-296.789-12-0.0000.000203.800463.923-325.963-12-0.0000.000214.000532.144-356.459-11-0.0000.000224.200606.595-388.277-10-0.0000.000234.400687.542-421.416-10-0.0000.000244.600775.249-455.876-9-0.0000.000254.800869.981-491.658-9-0.0000.000265.000972.001-520.716-8-0.0000.000275.2001074.535-497.654-8-75.840150.000285.4001171.062-468.668-7-70.550150.000295.6001262.002-441.747-7-65.413150.000305.8001347.761-416.828-6-60.442150.000316.0001428.733-393.843-6-55.647150.000326.2001505.298-372.719-5-51.038150.000336.4001577.821-353.381-5-46.627150.000346.6001646.651-325.950-4-42.423150.000356.6671667.167-251.845-4-410.6901395.000366.8751707.988-119.638-4-369.9491395.000377.0831717.01625.063-3-331.6291395.000387.2921697.545154.458-3-295.7421395.000397.5001652.659269.547-3-262.2631395.000407.7081585.234371.308-2-231.1271395.000417.9171497.947460.690-2-202.2391395.000428.1251393.280538.594-2-175.4761395.000438.3331273.533605.865-2-150.6901395.000448.5421140.836663.286-1-127.7121395.000458.750997.164711.561-1-106.3521395.000468.958844.352751.318-1-86.4071395.000479.167684.115783.094-1-67.6611395.000489.375518.063807.338-0-49.8851395.000499.583347.724824.401-0-32.8451395.000509.792174.562834.537-0-16.2991395.0005110.0000.000418.949-0-0.0001395.000嵌入段為巖層，樁的最大土反力≤巖層橫向地基承載力，橫向承載力滿足規(guī)范要求。(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)1-0.0001131226220120.2001131226220130.4001131226220140.6001131226220150.8001131226220161.0001131226220171.2001131226220181.4001131226220191.60011312262201101.80011312262201112.00011312262201122.20011312262201132.40011312262201142.60011312262201152.80011312262201163.00011312262201173.20011312262201183.40011312262201193.60011312262201203.80011312262201214.00011312262201224.20011312262201234.40011312262201244.60011312262201254.80011312262201265.00011312262201275.20012282457201285.40013412682201295.60014482895201305.80015483097201316.00016443288201326.20017343468201336.40018203640201346.60019023803201356.66719263852201366.87519753949201377.08319853970201387.29219623924201397.50019093818201407.70818293658201417.91717253451201428.12516023204201438.33314612923201448.54213062611201458.75011382277201468.95811312262201479.16711312262201489.37511312262201499.58311312262201509.792113122622015110.0001131