PAGE1幼兒園及綜合樓建設(shè)工程邊坡支護計算書PAGE1支護計算說明一、任務(wù)來源及設(shè)計要求:我院受奉節(jié)縣香山小學(xué)附屬幼兒園及綜合樓建設(shè)工程部委托，對奉節(jié)縣香山小學(xué)附屬幼兒園及綜合樓建設(shè)工程邊坡進行施工圖設(shè)計。平場完成后，場地北邊形成3~8米的巖土混合邊坡（土層厚度2~8m）。場地A-B段邊坡為永久性邊坡，設(shè)計使用年限為50年。安全等級一級。邊坡工程的抗震設(shè)防烈度為6度。二、設(shè)計依據(jù):1.奉節(jié)縣香山小學(xué)附屬幼兒園及綜合樓建設(shè)工程部的設(shè)計合同及設(shè)計委托書；2.重慶永宏巖土工程有限公司編制的《奉節(jié)縣香山小學(xué)附屬幼兒園及綜合樓建設(shè)工程工程地質(zhì)勘察報告》（直接詳勘）(2020.11)3.建筑專業(yè)提供的總平面布置圖；4.關(guān)于進一步加強全市高切坡、深基坑和高填方項目勘察設(shè)計管理的意見(渝建發(fā)2010166號)5.邊坡治理工程方案設(shè)計安全專項論證專家意見及邊坡支護方案可行性評估報告；6.主要規(guī)范規(guī)程：(1).《建筑抗震設(shè)計規(guī)范》GB50011-2010（2016年版）。(2).《建筑邊坡工程技術(shù)規(guī)范》GB50330-2013；(3).《建筑樁基技術(shù)規(guī)范》JGJ94-2008；(4).《混凝土結(jié)構(gòu)設(shè)計規(guī)范》GB50010-2010（2015年版）；(5).《建筑地基基礎(chǔ)設(shè)計規(guī)范》DBJ50-047-2016三、主要邊坡計算1、樁板擋墻部分,以下列剖面為例1).A-B段3-3樁板式擋土墻驗算[執(zhí)行標(biāo)準：通用]計算項目：樁板式擋土墻4-4原始條件:墻身尺寸:樁總長(m)18.000嵌入深度(m)9.000截面形狀方樁樁寬(m)1.200樁高(m)1.800樁徑(m)樁間距(m)4.000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板類板厚板寬板塊型號(m)(m)數(shù)10.3001.0009土層土層厚重度MCK序號(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)110.00024.5040.000物理參數(shù):樁混凝土強度等級C30樁縱筋合力點到外皮距離(mm)75樁縱筋級別RRB400樁箍筋級別RRB400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)縱筋比板混凝土強度等級C30板縱筋合力點到外皮距離(mm)35板縱筋級別RRB400場地環(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)26.000墻后填土粘聚力(kPa)5.000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)10.000地震烈度面?zhèn)鹊卣饎铀畨毫ο禂?shù)背側(cè)地震動水壓力系數(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地基強度與偏心距驗算時斜面長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(m)(kN/m3)(kN/m3)(kPa)角(度)調(diào)整系數(shù)13.00021.0009.0005.00026.0001.000土壓力計算：土壓力計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填土對橫坡面的摩擦角(度)26.000擋墻分段長度(m)10.000坡面線段參數(shù):折線水平投豎向投坡線長坡線仰換算序號影長(m)影長(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1-10.00010.0001.400鋼筋混凝土配筋計算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計規(guī)范》(GB50010-2010)注意：內(nèi)力計算時，庫侖土壓力分項(安全)系數(shù)=1.400=====================================================================第1種情況:一般情況[土壓力計算]計算高度為9.000(m)處的庫侖主動土壓力第1破裂角：34.236(度)Ea=348.308(kN)Ex=343.016(kN)Ey=60.483(kN)作用點高度Zy=3.186(m)(一)樁身內(nèi)力計算計算方法: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=9249.487(kN-m)距離樁頂11.880(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1916.120(kN)距離樁頂9.000(m)樁頂位移=45(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-45-0.00020.3600.895-7.462-44-0.00030.7206.591-25.077-42-0.00041.08019.597-48.077-41-0.00051.44041.852-76.459-39-0.00061.80075.294-110.226-38-0.00072.160121.861-149.376-37-0.00082.520183.491-193.910-35-0.00092.880262.122-243.827-34-0.000103.240359.692-299.128-32-0.000113.600478.140-359.813-31-0.000123.960619.403-425.881-29-0.000134.320785.420-497.333-28-0.000144.680978.129-574.169-27-0.000155.0401199.468-656.388-25-0.000165.4001451.375-743.991-24-0.000175.7601735.787-836.977-22-0.000186.1202054.645-935.348-21-0.000196.4802409.884-1039.101-20-0.000206.8402803.443-1148.239-18-0.000217.2003237.262-1262.760-17-0.000227.5603713.277-1382.665-16-0.000237.9204233.426-1507.953-14-0.000248.2804799.649-1638.625-13-0.000258.6405413.883-1774.681-12-0.000269.0006078.064-1916.120-11-0.000279.3606767.867-1860.627-10-140.133289.7207417.717-1706.271-9-249.6562910.0807996.383-1476.355-8-330.9393010.4408480.693-1192.211-7-386.5963110.8008854.775-873.021-6-419.4403211.1609109.268-535.687-5-432.4153311.5209240.471-194.749-4-428.5393411.8809249.487137.641-4-410.8323512.2409141.369451.703-3-382.2543612.6008924.262739.951-2-345.6453712.9608608.604997.081-2-303.6723813.3208206.3641219.812-1-258.7833913.6807730.3391406.707-1-213.1744014.0407193.5351557.952-1-168.7594114.4006608.6121675.134-1-127.1534214.7605987.4381760.992-0-89.6624315.1205340.6991819.179-0-57.2744415.4804677.6291854.002-0-30.6654515.8404005.8171870.186-0-10.2024616.2003331.0951872.62204.0504716.5602657.5311866.141012.3184816.9201987.4751855.277015.1164917.2801321.7291844.048013.2385017.640659.7611835.73607.7525118.0000.000916.333-0-0.000(二)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋 (m)(mm2)(mm2)(mm2)1-0.0004320432022920.3604320432022930.7204320432022941.0804320432022951.4404320432022961.8004320432022972.1604320432022982.5204320432022992.88043204320229103.24043204320229113.60043204320229123.96043204320229134.32043204320229144.68043204320229155.04043204320229165.40043204320229175.76043204320229186.12043204320229196.48043204320229206.84043204703229217.20043205408229227.56043206189229237.92043207050229248.28043207999229258.64043209041229269.000432010185229279.360432011390229289.7204320125442292910.0804320135872293010.4404320144712293110.8004320151612293211.1604320156352293311.5204320158802293411.8804320158972293512.2404320156952293612.6004320152902293712.9604320147062293813.3204320139692293913.6804320131052294014.0404320121442294114.4004320111102294214.7604320100282294315.120432089162294415.480432077942294515.840432066722294616.200432055612294716.560432044672294816.920432043202294917.280432043202295017.640432043202295118.00043204320229(三)擋土板內(nèi)力配筋計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(mm)距離(m)(kPa)(kN-m)面積(mm2)13009.000100.087200.1742364樁板式擋土墻驗算[執(zhí)行標(biāo)準：通用]計算項目：樁板式擋土墻4-4原始條件:墻身尺寸:樁總長(m)21.300嵌入深度(m)11.500截面形狀方樁樁寬(m)1.400樁高(m)2.000樁徑(m)樁間距(m)4.000擋土板的類型數(shù)(<=5)1嵌入段土層數(shù)(<=20)2樁底支承條件鉸接計算方法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板類板厚板寬板塊型號(m)(m)數(shù)10.3001.0008土層土層厚重度MCK序號(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)17.00024.5040.000220.00024.00450.000物理參數(shù):樁混凝土強度等級C30樁縱筋合力點到外皮距離(mm)75樁縱筋級別RRB400樁箍筋級別RRB400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)縱筋比板混凝土強度等級C30板縱筋合力點到外皮距離(mm)35板縱筋級別RRB400場地環(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)26.000墻后填土粘聚力(kPa)5.000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)10.000地震烈度面?zhèn)鹊卣饎铀畨毫ο禂?shù)背側(cè)地震動水壓力系數(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)地基土類型巖石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)18.000地基土粘聚力(kPa)200.000地基強度與偏心距驗算時斜面長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(m)(kN/m3)(kN/m3)(kPa)角(度)調(diào)整系數(shù)13.00021.0009.0005.00026.0001.000土壓力計算：土壓力計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填土對橫坡面的摩擦角(度)26.000擋墻分段長度(m)20.000坡面線段參數(shù):折線水平投豎向投坡線長坡線仰換算序號影長(m)影長(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1-10.00010.0001.400鋼筋混凝土配筋計算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計規(guī)范》(GB50010-2010)注意：內(nèi)力計算時，庫侖土壓力分項(安全)系數(shù)=1.400=====================================================================第1種情況:一般情況[土壓力計算]計算高度為9.800(m)處的庫侖主動土壓力第1破裂角：34.290(度)Ea=408.820(kN)Ex=402.609(kN)Ey=70.991(kN)作用點高度Zy=3.455(m)(一)樁身內(nèi)力計算計算方法: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=11534.837(kN-m)距離樁頂12.781(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=2294.577(kN)距離樁頂17.467(m)樁頂位移=41(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-41-0.00020.4261.337-9.417-40-0.00030.8529.898-32.022-39-0.00041.27829.697-62.170-37-0.00051.70463.949-99.859-36-0.00062.130115.866-145.091-34-0.00072.557188.662-197.865-33-0.00082.983285.552-258.180-31-0.00093.409409.748-326.038-30-0.000103.835564.465-401.439-28-0.000114.261752.915-484.381-27-0.000124.687978.313-574.865-26-0.000135.1131243.871-672.892-24-0.000145.5391552.805-778.460-23-0.000155.9651908.326-891.571-21-0.000166.3912313.649-1012.224-20-0.000176.8172771.988-1140.419-19-0.000187.2433286.556-1276.156-17-0.000197.6703860.566-1419.435-16-0.000208.0964497.233-1570.257-15-0.000218.5225199.770-1728.621-13-0.000228.9485971.389-1894.526-12-0.000239.3746815.307-2067.974-11-0.000249.8007721.612-2156.583-10-0.0002510.2268640.158-2080.553-9-148.7542610.6529493.936-1870.752-8-261.7282711.07810233.761-1562.149-7-342.0602811.50410824.656-1186.344-6-393.2112911.93011244.351-771.272-5-418.8873012.35611481.665-341.006-4-422.9393112.78111534.83784.342-3-409.2633213.20711409.818488.612-3-381.7013313.63311118.612859.494-2-343.9383414.05910677.6571188.325-2-299.4273514.48510106.3341469.813-1-251.3093614.9119425.5941701.689-1-202.3613715.3378656.7481884.316-1-154.9523815.7637820.4362020.255-0-111.0163916.1896935.7882113.815-0-72.0354016.6156019.7782170.586-0-39.0404117.0415086.7702263.051-0-141.8714217.4674091.9962294.577080.1904317.8933132.1332135.4390231.1674418.3192272.9181854.0580319.3604518.7441552.7491509.2430355.2784619.170987.2651148.7830349.9704719.596574.156809.5640313.7194820.022297.636518.8140255.1414920.448132.204296.0350180.7315020.87445.459155.195094.8255121.3000.00053.365-0-0.000(二)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋 (m)(mm2)(mm2)(mm2)1-0.0005600560026720.4265600560026730.8525600560026741.2785600560026751.7045600560026762.1305600560026772.5575600560026782.9835600560026793.40956005600267103.83556005600267114.26156005600267124.68756005600267135.11356005600267145.53956005600267155.96556005600267166.39156005600267176.81756005600267187.24356005600267197.67056005789267208.09656006713267218.52256007743267228.94856008885267239.374560010149267249.8005600115242672510.2265600129372672610.6525600142692672711.0785600154382672811.5045600163812672911.9305600170572673012.3565600174412673112.7815600175272673213.2075600173252673313.6335600168542673414.0595600161452673514.4855600152352673614.9115600141622673715.3375600129632673815.7635600116752673916.1895600103312674016.615560089572674117.041560075772674217.467560061242674317.893560056002674418.319560056002674518.744560056002674619.170560056002674719.596560056002674820.022560056002674920.448560056002675020.874560056002675121.30056005600267(三)擋土板內(nèi)力配筋計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(mm)距離(m)(kPa)(kN-m)面積(mm2)13008.00089.711179.4232088計算項目：剖面5-5計算樁、板計算條件1.總控制信息路基型式路堤地區(qū)類型一般地區(qū)支護類型樁＋板結(jié)構(gòu)重要性系數(shù)1.10抗震設(shè)計烈度(度)配筋計算水平地震系數(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)Cz2.坡線、土層和水位1)坡線信息坡線數(shù)1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)(°)115.0000.00015.0000.0001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30.00030.0001.00010.0002)土層信息樁前是否有橫坡無橫坡樁前橫坡角(度)0.000樁后橫坡角(度)0.000結(jié)構(gòu)與土摩擦角(度)12.500嵌固段以上土層數(shù):1序號土層重度浮重度粘聚力內(nèi)摩擦水下粘聚水下內(nèi)摩土摩阻厚(m)(kN/m3)(kN/m3)(kPa)角(°)力(kPa)擦角(°)力(kPa)111.70021.0005.00026.000120.000嵌固段土層數(shù):2序號地層地層重度粘聚力內(nèi)摩擦綜合內(nèi)摩土摩阻計算m,c,K承載類型厚(m)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)1土層8.00024.500100.00030.000120.000m法40.000400.0002土層20.00018.000490.00021.000120.000m法450.0008995.0003)水位信息非浸水地區(qū)，無水位信息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三角形計算目標(biāo)按指定滑面計算推力計算模型KT模型安全系數(shù)K1.000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)滑面起點標(biāo)高(m)0.0001)滑面信息18.9004.3009.88425.7875.60019.200210.0000.00010.0000.0005.60019.2005.樁信息1)樁基本信息樁前地面以上長度(m)12.500嵌固點深度(m)0.000懸臂長度(m)12.500嵌固長度(m)12.500截面形狀矩形樁寬b(m)1.400樁高h(m)2.000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)0.000初始彈性系數(shù)A1(MN/m3)0.000坡線數(shù)12)樁配筋信息樁作用綜合分項系數(shù)1.00樁混凝土強度等級C30樁縱筋合力點到外皮距離(mm)75樁容重(kN/m^3~)26.00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)13001.00052)板配筋信息板作用綜合分項系數(shù)1.000混凝土強度等級C30鋼筋合力點到邊緣距離(mm)35板縱筋級別HRB400板選筋鋼筋直徑166.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樁后主動土壓力√1.0005樁前被動土壓力√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板后主動土壓力√1.000抗滑動樁驗算計算項目：抗滑樁綜合分析1原始條件:鋼筋混凝土配筋計算依據(jù):《混凝土結(jié)構(gòu)設(shè)計規(guī)范GB50010-2010》=====================================================================第1種情況:滑坡推力(一般情況)(一)樁身內(nèi)力計算剩余下滑力=208.419(kN) 剩余下滑力角度=25.787°剩余下滑力水平分力=187.663(kN) 剩余下滑力豎直分力=90.669(kN)分布范圍為樁頂以下(0～12.500m)范圍[樁前剩余抗滑力]樁前覆土層到嵌固點的厚度=0.000(m)樁前剩余抗滑力水平分力=0.000(kN)合力作用點到嵌固點距離=0.000(m)第1嵌固段地層計算方法:m法第2嵌固段地層計算方法: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=4404.908(kN-m)距離樁頂15.300(m)面?zhèn)茸畲髲澗?67.098(kN-m)距離樁頂23.773(m)最大剪力=846.926(kN)距離樁頂19.900(m)最大位移=-20(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-19.790.00020.2020.013-0.195-19.510.00030.4030.105-0.781-19.240.00040.6050.354-1.758-18.960.00050.8060.840-3.124-18.690.00061.0081.640-4.882-18.420.00071.2102.835-7.030-18.140.00081.4114.501-9.569-17.870.00091.6136.719-12.498-17.590.000101.8159.567-15.818-17.320.000112.01613.124-19.528-17.050.000122.21817.468-23.629-16.770.000132.41922.678-28.120-16.500.000142.62128.833-33.002-16.220.000152.82336.011-38.275-15.950.000163.02444.292-43.938-15.680.000173.22653.754-49.992-15.400.000183.42764.476-56.436-15.130.000193.62976.537-63.271-14.860.000203.83190.015-70.496-14.580.000214.032104.989-78.112-14.310.000224.234121.538-86.118-14.040.000234.435139.740-94.515-13.760.000244.637159.675-103.303-13.490.000254.839181.421-112.481-13.220.000265.040205.056-122.050-12.950.000275.242230.661-132.009-12.670.000285.444258.312-142.359-12.400.000295.645288.089-153.099-12.130.000305.847320.072-164.230-11.860.000316.048354.337-175.751-11.590.000326.250390.965-187.663-11.320.000336.452430.034-199.966-11.050.000346.653471.623-212.659-10.780.000356.855515.810-225.743-10.520.000367.056562.675-239.217-10.250.000377.258612.295-253.082-9.980.000387.460664.750-267.337-9.720.000397.661720.119-281.983-9.450.000407.863778.479-297.020-9.190.000418.065839.911-312.447-8.930.000428.266904.492-328.265-8.670.000438.468972.302-344.473-8.410.000448.6691043.419-361.071-8.150.000458.8711117.922-378.061-7.890.000469.0731195.889-395.441-7.640.000479.2741277.400-413.211-7.380.000489.4761362.532-431.372-7.130.000499.6771451.366-449.924-6.880.000509.8791543.979-468.866-6.630.0005110.0811640.451-488.198-6.390.0005210.2821740.860-507.921-6.140.0005310.4841845.285-528.035-5.900.0005410.6851953.804-548.540-5.670.0005510.8872066.496-569.434-5.430.0005611.0892183.441-590.720-5.200.0005711.2902304.716-612.396-4.970.0005811.4922430.401-634.463-4.750.0005911.6942560.574-656.920-4.520.0006011.8952695.314-679.767-4.310.0006112.0972834.700-703.005-4.090.0006212.2982978.810-726.634-3.880.0006312.5003127.724-748.007-3.68-0.0006412.7003278.397-750.697-3.48-27.8096512.9003427.201-731.423-3.28-52.4986613.1003570.967-701.019-3.09-74.1866713.3003707.610-660.895-2.91-92.9966813.5003835.325-612.402-2.73-109.0596913.7003952.570-556.825-2.55-122.5107013.9004058.055-495.385-2.38-133.4917114.1004150.725-429.232-2.22-142.1467214.3004229.748-359.448-2.06-148.6237314.5004294.