AB段樁板式擋土墻驗(yàn)算計(jì)算書

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：10-10剖面位移計(jì)算、埋深計(jì)算、內(nèi)力配筋計(jì)算------------------------------------------------------------------------原始條件:墻身尺寸:樁總長(zhǎng)(m)18.000嵌入深度(m)9.000截面形狀方樁樁寬(m)1.000樁高(m)1.500樁間距(m)2.000擋土板的類型數(shù)(<=5)2嵌入段土層數(shù)(<=20)2樁底支承條件鉸接計(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)10.2500.600820.2500.6008土層土層厚重度浮重度Mφ序號(hào)(m)(kN/m3)(kN/m3)(°)13.20027.0027.0035.00052.000250.00027.4027.40280.00052.000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)65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---樁拉區(qū)縱筋配筋范圍(度)---樁壓區(qū),拉區(qū)縱筋比---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)墻后填土類型單層填土墻后填土內(nèi)摩擦角(度)28.000墻后填土粘聚力(kPa)0.000墻后填土容重(kN/m3)27.000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---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)27.000地基土浮容重(kN/m3)---基底摩擦系數(shù)0.400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)35.000地基土粘聚力(kPa)0.000地基強(qiáng)度與偏心距驗(yàn)算時(shí)斜面長(zhǎng)度作為基底寬土壓力計(jì)算：土壓力計(jì)算方法庫侖坡線土柱:參數(shù)名稱參數(shù)值坡面線段數(shù)2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)12.000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11.5001.0001.80333.6901220.0000.00020.0000.0001換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)序號(hào)1-10.1001.0000.2502-10.10020.0000.250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)1.350穩(wěn)定計(jì)算目標(biāo)給定圓心、半徑計(jì)算安全系數(shù)圓心X坐標(biāo)(m)0.000圓心Y坐標(biāo)(m)0.000半徑(m)17.000條分法的土條寬度(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)，庫侖土壓力分項(xiàng)(安全)系數(shù)=1.490=====================================================================第1種情況:一般情況[土壓力計(jì)算]計(jì)算高度為9.000(m)處的庫侖主動(dòng)土壓力第1破裂角：34.578(度)Ea=454.100(kN)Ex=443.336(kN)Ey=98.285(kN)作用點(diǎn)高度Zy=3.250(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)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=4393.432(kN-m)距離樁頂12.000(m)面?zhèn)茸畲髲澗?17.661(kN-m)距離樁頂17.500(m)最大剪力=1462.159(kN)距離樁頂13.782(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)10.0000.0000.000-35-0.0000.00020.5001.081-5.911-33-0.0000.00031.0007.088-18.921-32-0.0000.00041.50021.226-39.030-30-0.0000.00052.00047.080-65.111-29-0.0000.00062.50087.062-95.540-27-0.0000.00073.000143.344-130.315-25-0.0000.00083.500218.101-169.437-24-0.0000.00094.000313.505-212.905-22-0.0000.000104.500431.731-260.721-20-0.0000.000115.000574.951-312.884-19-0.0000.000125.500745.339-369.393-17-0.0000.000136.000945.068-430.250-15-0.0000.000146.5001176.313-495.453-14-0.0000.000157.0001441.246-565.003-12-0.0000.000167.5001742.041-638.900-11-0.0000.000178.0002080.871-717.144-9-0.0000.000188.5002459.909-799.735-8-0.0000.000199.0002881.330-879.211-7-0.0000.000209.5003317.205-822.611-6-98.2790.0002110.0003703.941-728.796-5-157.7960.0002210.1253789.354-639.977-4-167.2660.0002310.5004012.880-513.514-4-184.29627.0022411.0004228.477-339.114-3-184.15862.9912511.5004351.994-164.955-2-164.15898.9802612.0004393.433-38.091-1-131.240134.9692712.2004392.092160.588-1-116.009149.3642812.5004297.748508.147-1-738.432171.3532912.7274138.245851.019-1-595.008187.9563013.0003865.4571113.280-0-429.317207.8803113.2553553.3001297.677-0-285.523226.4753213.5003217.2671411.291-0-160.016244.4073313.7822807.6271462.159-0-34.501264.9953414.0002486.7351458.054047.959280.9343514.3092039.9901409.9890142.249303.5143614.5001777.5621324.8610187.517317.4613714.8361348.6651214.4130244.550342.0343815.0001159.8741083.9220262.594353.9883915.364791.105944.0680282.715380.5534015.500671.920798.4170283.990390.5154115.891389.365655.4850272.098419.0724216.000325.203517.4430265.289427.0424316.418138.388390.2850228.373457.5924416.500111.074275.2710219.493463.5694516.94514.542176.1740164.138496.1114617.0007.14393.7980156.678500.0964717.473-17.41630.461087.112534.6314817.500-17.661-13.177082.849536.6234918.0000.000-35.32200.000573.150嵌入段為土層：滑動(dòng)面以下1/3嵌固長(zhǎng)度處：土反力131.240≤承載力134.969,橫向承載力滿足規(guī)范要求。樁底處：土反力0.000≤承載力573.150,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)10.0003000300019120.5003000300019131.0003000300019141.5003000300019152.0003000300019162.5003000300019173.0003000300019183.5003000300019194.00030003000191104.50030003000191115.00030003000191125.50030003000191136.00030003000191146.50030003000191157.00030003443191167.50030004159191178.00030004978191188.50030005911191199.00030006972191209.500300080971912110.000300091211912210.125300093501912310.500300099571912411.0003000107501912511.5003000118941912612.0003000120101912712.2003000120061912812.5003000117431912912.7273000105011913013.000300095561913113.255300087191913213.500300078372413313.782300067852703414.000300059782683514.309300048782413614.500300042441923714.836300032251913815.000300030001913915.364300030001914015.500300030001914115.891300030001914216.000300030001914316.418300030001914416.500300030001914516.945300030001914617.000300030001914717.473300030001914817.500300030001914918.00030003000191(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受拉側(cè)縱筋號(hào)(mm)距離(m)(kPa)(kN-m)面積(mm2)12504.80078.37023.51131322509.000132.77039.831543(四)整體穩(wěn)定驗(yàn)算圓心:(0.00000,0.00000)半徑=17.00000(m)安全系數(shù)=1001.000總的下滑力 =0.000(kN)總的抗滑力 =0.000(kN)土體部分下滑力 =0.000(kN)土體部分抗滑力 =0.000(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)=1001.000≥1.350========================================================================================================================================================樁板式擋土墻驗(yàn)算[執(zhí)行標(biāo)準(zhǔn)：通用]計(jì)算項(xiàng)目：BC樁板擋墻9-9剖面計(jì)算時(shí)間：2021-05-2412:29:30星期一------------------------------------------------------------------------原始條件:墻身尺寸:樁總長(zhǎng)(m)14.000嵌入深度(m)5.200截面形狀方樁樁寬(m)0.800樁高(m)1.200樁間距(m)2.500擋土板的類型數(shù)(<=5)2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)10.2500.600820.2500.6008土層土層厚重度浮重度KKHηfrk序號(hào)(m)(kN/m3)(kN/m3)(MPa)150.00027.0027.00280.0000.6000.4006.000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)65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---樁拉區(qū)縱筋配筋范圍(度)---樁壓區(qū),拉區(qū)縱筋比---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)墻后填土類型單層填土墻后填土內(nèi)摩擦角(度)28.000墻后填土粘聚力(kPa)0.000墻后填土容重(kN/m3)27.000墻后填土浮容重(kN/m3)---墻背與墻后填土摩擦角(度)17.500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)27.000地基土浮容重(kN/m3)---基底摩擦系數(shù)0.400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)35.000地基土粘聚力(kPa)0.000地基強(qiáng)度與偏心距驗(yàn)算時(shí)斜面長(zhǎng)度作為基底寬土壓力計(jì)算：土壓力計(jì)算方法庫侖坡線土柱: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)0.000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120.0000.00020.0000.0001換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)序號(hào)1-10.10020.0000.250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)1.350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)，庫侖土壓力分項(xiàng)(安全)系數(shù)=1.490=====================================================================第1種情況:一般情況[土壓力計(jì)算]計(jì)算高度為8.800(m)處的庫侖主動(dòng)土壓力第1破裂角：35.010(度)Ea=355.788(kN)Ex=339.321(kN)Ey=106.988(kN)作用點(diǎn)高度Zy=3.007(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)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=2789.196(kN-m)距離樁頂9.543(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=783.490(kN)距離樁頂8.448(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)10.0000.0000.000-35-0.0000.00020.3520.264-2.371-34-0.0000.00030.7042.024-8.053-32-0.0000.00041.0566.235-16.306-31-0.0000.00051.40813.805-27.130-30-0.0000.00061.76025.636-40.525-28-0.0000.00072.11242.636-56.490-27-0.0000.00082.46465.707-75.027-25-0.0000.00092.81695.756-96.134-24-0.0000.000103.168133.688-119.813-23-0.0000.000113.520180.406-146.062-21-0.0000.000123.872236.817-174.882-20-0.0000.000134.224303.824-206.273-19-0.0000.000144.576382.334-240.234-17-0.0000.000154.928473.251-276.767-16-0.0000.000165.280577.480-315.870-15-0.0000.000175.632695.925-357.545-13-0.0000.000185.984829.493-401.790-12-0.0000.000196.336979.087-448.606-11-0.0000.000206.6881145.613-497.993-10-0.0000.000217.0401329.975-549.950-8-0.0000.000227.3921533.080-604.479-7-0.0000.000237.7441755.830-661.578-6-0.0000.000248.0961999.132-721.249-5-0.0000.000258.4482263.891-783.490-4-0.0000.000268.8002551.010-698.818-3-0.0000.000279.1712755.048-320.635-3-724.3911440.000289.5432789.19676.122-2-532.3071440.000299.9142698.501361.362-1-371.1661440.0003010.2862520.757541.693-1-240.0241440.0003110.5332370.986631.417-1-168.3451440.0003210.6572289.521680.414-0-136.9681440.0003310.9192105.816715.453-0-79.9311440.0003411.0292025.691737.805-0-59.4611440.0003511.3041820.018750.192-0-16.8041440.0003611.4001747.522753.594-0-4.5761440.0003711.6891529.601750.483024.4501440.0003811.7711467.975741.585030.7791440.0003912.0741245.063729.078047.3081440.0004012.1431195.428713.472049.7171440.0004112.459972.259696.622055.1821440.0004212.514934.406678.862055.2761440.0004312.844713.261661.708051.3451440.0004412.886686.287645.357050.3711440.0004513.230467.175630.968038.9141440.0004613.257449.984618.641037.7761440.0004713.615230.925609.166020.8501440.0004813.629222.590602.578020.1361440.0004914.0000.006599.28200.0001440.000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)10.0001920192015320.3521920192015330.7041920192015341.0561920192015351.4081920192015361.7601920192015372.1121920192015382.4641920192015392.81619201920153103.16819201920153113.52019201920153123.87219201920153134.22419201920153144.57619201920153154.92819201920153165.28019201920153175.63219202104153185.98419202502153196.33619202954153206.68819203465153217.04019204041153227.39219204690153237.74419205420153248.09619206240153258.44819207162153268.80019208402153279.17119209069153289.54319209411153299.914192091541533010.286192083901533110.533192075451533210.657192072531533310.919192066081533411.029192063311533511.304192056341533611.400192053921533711.689192046791533811.771192044811533912.074192037741534012.143192036201534112.459192029331534212.514192028181534312.844192021561534412.886192020761534513.230192019201534613.257192019201534713.615192019201534813.629192019201534914.00019201920153(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受拉側(cè)縱筋號(hào)(mm)距離(m)(kPa)(kN-m)面積(mm2)12504.80062.45029.27339322508.800111.91052.458730(四)整體穩(wěn)定驗(yàn)算最不利滑動(dòng)面:圓心:(-1.52727,-3.88235)半徑=10.50429(m)安全系數(shù)=1.975總的下滑力 =1188.571(kN)總的抗滑力 =2347.868(kN)土體部分下滑力 =1188.571(kN)土體部分抗滑力 =2347.868(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)=1.975≥1.350============================================================================樁板式擋土墻驗(yàn)算[執(zhí)行標(biāo)準(zhǔn)：通用]計(jì)算項(xiàng)目：BC樁板擋墻8-8剖面計(jì)算時(shí)間：2021-05-2412:36:51星期一------------------------------------------------------------------------原始條件:墻身尺寸:樁總長(zhǎng)(m)14.000嵌入深度(m)3.300截面形狀方樁樁寬(m)0.800樁高(m)1.200樁間距(m)2.500擋土板的類型數(shù)(<=5)2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)10.2500.600820.2500.6008土層土層厚重度浮重度KKHηfrk序號(hào)(m)(kN/m3)(kN/m3)(MPa)15.00027.0027.00280.0000.6000.4006.000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)65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---樁拉區(qū)縱筋配筋范圍(度)---樁壓區(qū),拉區(qū)縱筋比---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)墻后填土類型單層填土墻后填土內(nèi)摩擦角(度)28.000墻后填土粘聚力(kPa)0.000墻后填土容重(kN/m3)27.000墻后填土浮容重(kN/m3)---墻背與墻后填土摩擦角(度)17.500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)27.000地基土浮容重(kN/m3)---基底摩擦系數(shù)0.400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)35.000地基土粘聚力(kPa)0.000地基強(qiáng)度與偏心距驗(yàn)算時(shí)斜面長(zhǎng)度作為基底寬土壓力計(jì)算：土壓力計(jì)算方法庫侖坡線土柱: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)0.000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120.0000.00020.0000.0001附加集中力:編號(hào)作用點(diǎn)X作用點(diǎn)Y荷載P作用角度是否為備注(m)(m)(kN/m)(度)被動(dòng)土壓力10.000-9.033373.6300.000√附加集中力1換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)序號(hào)1-10.10020.0000.250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)1.350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)，庫侖土壓力分項(xiàng)(安全)系數(shù)=1.490=====================================================================第1種情況:一般情況[土壓力計(jì)算]計(jì)算高度為10.700(m)處的庫侖主動(dòng)土壓力第1破裂角：35.010(度)Ea=521.132(kN)Ex=497.012(kN)Ey=156.707(kN)作用點(diǎn)高度Zy=3.642(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)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=2990.945(kN-m)距離樁頂11.030(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1334.235(kN)距離樁頂14.000(m)樁頂位移=50(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)10.0000.0000.000-50-0.0000.00020.3340.225-2.154-48-0.0000.00030.6691.752-7.368-47-0.0000.00041.0035.411-14.902-45-0.0000.00051.33711.976-24.756-43-0.0000.00061.67222.225-36.930-42-0.0000.00072.00636.932-51.424-40-0.0000.00082.34156.873-68.237-38-0.0000.00092.67582.824-87.371-37-0.0000.000103.009115.561-108.824-35-0.0000.000113.344155.859-132.597-33-0.0000.000123.678204.494-158.690-32-0.0000.000134.012262.241-187.103-30-0.0000.000144.347329.877-217.836-28-0.0000.000154.681408.178-250.888-27-0.0000.000165.016497.917-286.261-25-0.0000.000175.350599.873-323.953-23-0.0000.000185.684714.819-363.965-22-0.0000.000196.019843.533-406.297-20-0.0000.000206.353986.789-450.949-18-0.0000.000216.6881145.364-497.921-17-0.0000.000227.0221320.032-547.212-15-0.0000.000237.3561511.571-598.824-14-0.0000.000247.6911720.754-652.755-13-0.0000.000258.0251948.359-709.006-11-0.0000.000268.3592195.161-767.577-10-0.0000.000278.6942461.934-828.468-9-0.0000.000289.0282749.457-891.679-8-0.0000.000299.3632751.037-23.134-6-0.0000.000309.6972770.052-90.985-6-0.0000.0003110.0312812.142-161.155-5-0.0000.0003210.3662878.083-233.645-4-0.0000.0003310.7002968.649-188.007-3-0.0000.0003411.0302990.944124.255-2-683.8381440.0003511.3602886.640465.810-2-533.8271440.0003611.6902683.510691.832-1-407.9331440.0003711.8002599.017820.157-1-371.0611440.0003812.0202407.134919.650-1-304.5031440.0003912.1672265.2921004.291-1-265.1661440.0004012.3502074.3541075.959-1-221.2491440.0004112.5331870.7741136.061-1-182.7061440.0004212.6801700.3941185.900-1-155.3881440.0004312.9001434.1681226.890-0-119.6071440.0004413.0101297.3651259.838-0-103.7881440.0004513.267969.8561286.020-0-71.3571440.0004613.340874.8141305.856-0-63.0691440.0004713.633488.8801320.333-0-33.1481440.0004813.670440.2971329.608-0-29.6881440.0004914.0000.0131334.23500.0001440.000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)10.0001920192016720.3341920192016730.6691920192016741.0031920192016751.3371920192016761.6721920192016772.0061920192016782.3411920192016792.67519201920167103.00919201920167113.34419201920167123.67819201920167134.01219201920167144.34719201920167154.68119201920167165.01619201920167175.35019201920167185.68419202160167196.01919202543167206.35319202975167216.68819203458167227.02219203999167237.35619204602167247.69119205274167258.02519206021167268.35919206852167278.69419207775167289.02819208804167299.36319209180167309.697192096331673110.0311920101811673210.3661920109331673310.7001920116011673411.0301920139921673511.3601920126831673611.6901920121381673711.8001920104721723812.020192096322723912.167192090133584012.350192081884324112.533192073224944212.680192066095464312.900192055185894413.010192049696244513.267192036836524613.340192033176744713.633192019206894813.670192019207004914.00019201920705(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受拉側(cè)縱筋號(hào)(mm)距離(m)(kPa)(kN-m)面積(mm2)12504.80062.45029.27339322509.600121.80857.098800(四)整體穩(wěn)定驗(yàn)算最不利滑動(dòng)面:圓心:(-2.54545,-4.84047)半徑=9.90228(m)安全系數(shù)=1.422總的下滑力 =1247.813(kN)總的抗滑力 =1774.784(kN)土體部分下滑力 =1247.813(kN)土體部分抗滑力 =1774.784(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)=1.422≥1.350======