城區(qū)雨污分流治理及市政道路提檔升級工程（龍山片區(qū)）結構計算書

設計遵循的主要規(guī)范及標準《建筑邊坡工程技術規(guī)范》（GB50330-2013）；《建筑結構荷載規(guī)范》(GB50009-2012)；《混凝土質量控制標準》（GB50164—2011）；《混凝土結構設計規(guī)范》（GB50010-2010）（2015年版）；《工程結構通用規(guī)范》（GB55001-2021）；《建筑與市政工程抗震通用規(guī)范》（GB55002-2021）；《建筑與市政地基基礎通用規(guī)范》（GB55003-2021）；《建筑基坑支護技術規(guī)程》（JGJ120-2012）；《給水排水工程構筑物結構設計規(guī)范》（GB50069-2002）；《給水排水管道工程施工及驗收規(guī)范》（GB50268—2008）；本次設計基坑支護范圍本項目共設置3個調節(jié)池基坑，基坑具體布置詳見下表：表2-1龍山1#調節(jié)池基坑邊坡段落表基坑邊坡段落基坑邊坡類型坡向坡長/m最大坡高/m邊坡破壞破壞模式防護形式AB段巖土混合邊坡30°24.212.7折線形滑動破壞排樁φ1.2m@2.5m+錨索BC段巖土混合邊坡300°12.29.6圓弧滑移破壞+裂隙滑動排樁φ1.2m@2.5mCD段巖土混合邊坡210°24.25.94圓弧滑移破壞排樁φ1.2m@3.0mDA段巖土混合邊坡120°12.29.5圓弧滑移破壞排樁φ1.2m@2.5m表2-2龍山2#調節(jié)池深基坑段落表基坑邊坡段落基坑邊坡類型坡向坡長/m最大坡高/m邊坡破壞破壞模式防護形式AB段巖土混合邊坡59°21.27.5圓弧滑移破壞+裂隙滑動排樁1.2m@3mBC段巖土混合邊坡329°11.27.5圓弧滑移破壞+裂隙滑動排樁1.2m@2.5mCD段巖土混合邊坡239°12.29.7圓弧滑移破壞排樁1.2m@3mDA段巖土混合邊坡149°24.29.7圓弧滑移破壞排樁1.2m@2.5m表2-3龍山3#調節(jié)池深基坑段落表基坑邊坡段落基坑邊坡類型坡向坡長/m最大坡高/m邊坡破壞破壞模式防護形式AB段巖土混合邊坡0°11.214.96圓弧滑移破壞+裂隙滑動排樁φ1.8m@3.0m+錨索BC段巖土混合邊坡270°41.29.5圓弧滑移破壞排樁φ1.2m@3.0mCD段巖土混合邊坡180°11.213.2圓弧滑移破壞排樁φ1.8m@3.0m+錨索DA段巖土混合邊坡90°41.216.01折線形滑動破壞排樁φ1.8m@3.0m+錨索巖土設計參數(shù)巖土體物理力學參數(shù)根據(jù)試驗成果并結合地區(qū)經驗，本次勘察巖土體物理力學參數(shù)建議值見表巖土名稱狀態(tài)重度內聚力內摩擦角抗拉強度壓縮模量或變形模量巖石抗壓強度標準值（MPa）地基承載力特征值[fak]樁的極限端阻力標準值（機械）（泥漿護壁樁周極限側阻力標準值（機械）（泥漿護壁基底摩擦系數(shù)巖石或土體與錨固體極限粘結強度標準值巖土層地基系數(shù)巖體（KN/m3）、土體（KN/m4）（水平地基系數(shù)/豎向地基系數(shù)）KN/m3KPa°MPaMPa天然飽和fak(kPa)kPakPa/KPa素填土（壓實后）天然19.6*5.00*27*現(xiàn)場試驗確定23*0.30*25*2000*/4000*飽和20.4*3.00*23*砂質泥巖強風化23.60*200*1400*140*0.36*140*10000*/15000*中風化24.80*54333.30.167.964.9328890.42*500*60000*/100000*砂巖強風化23.90*300*1700*165*0.39*200*12000*/18000*中風化25.00*192338.250.7429.9124.0879460.45*900*200000*/300000*巖土界面天然5*飽和3*天然25*飽和23*巖層層面50*18*裂隙結構面29*15*通過室內試驗并結合當?shù)亟涷炛酗L化砂質泥巖巖體內摩擦角由砂質泥巖巖石的內摩擦角按0.90折減而得到；砂質泥巖巖體內聚力由砂質泥巖巖石的內聚力按0.30折減而得到；砂質泥巖巖體抗拉強度由砂質泥巖巖石的抗拉強度按0.40折減后抗拉強度標準值為160Kpa；同理較完整中風化砂巖巖體也按此折減系數(shù)計算而得，中風化砂巖巖體抗拉強度標準值為740Kpa。臨時放坡坡率：在坡高小于10m,無整體滑動可能性前提下，填土1:1.50，粉質粘土1:1.50，強風化基巖1:1.0，中風化基巖1：0.50。永久放坡坡率：在坡高小于10m,無整體滑動可能性前提下，填土1:1.75，粉質粘土1:1.75，強風化基巖1:1.25，中風化基巖1：0.75。表中帶“*”為依據(jù)當?shù)亟涷灱皡⒄障鄳?guī)范取值，對樁的極限側阻力、端阻力等力學參數(shù)建議現(xiàn)場通過載荷試驗予以最終確定。填土負摩阻力系數(shù)取0.25。Ⅳ級圍巖圍巖彈性抗力系數(shù)取2.0（MPa/cm），Ⅴ級圍巖圍巖彈性抗力系數(shù)取0.5（MPa/cm）支護結構計算設計標準（1）基坑安全等級：一級（1#、3#基坑）、二級（2#基坑）（2）基坑設計工作年限：1#基坑50年；2#、3#基坑2年（3）抗震設防烈度：6度（0.05g）。（4）設計荷載：地面車輛荷載20kpa，人行荷載4kpa本次邊坡設計遵循“安全、經濟、實用”的指導思想，應用工程地質類比法，綜合經濟性等因素確定基坑設計方案。1#調節(jié)池1#調節(jié)池各段基坑為一級邊坡，按永久邊坡設計，穩(wěn)定安全系數(shù)為1.35。由于1#調節(jié)池基坑周邊無放坡條件，AB段基坑采用排樁+錨索（8φs15.2），進行垂直支護，BC、CD、DA段基坑均采用排樁進行垂直支護，排樁頂部巖土放坡坡率按填土1:1.50，粉質粘土1:1.50，強風化基巖1:1.0，中風化基巖1：0.50執(zhí)行。排樁直徑φ1.2m，AB、BC、DA段排樁間距2.5m，CD段排樁間距3.0m。樁間采用8cm厚掛網(wǎng)噴砼封閉。在基坑周邊設置截水溝，截水溝截面尺寸300x300mm。基坑內積水可采用明溝抽排、埋管引流的方式處理。經驗算邊坡穩(wěn)定性滿足相關規(guī)范要求。其中AB段基坑邊坡最高，約為12.94m，本次選取AB段基坑9號樁和BC段12號樁進行計算。4.2.1AB段基坑9號樁（排樁+錨索）(1)計算下滑推力①上部土體：計算結果如下：②下部巖體：下滑總推力合計為：89.94+306=503.04kN/m（2）排樁+錨索支護計算原始條件:墻身尺寸:樁總長:19.940(m)嵌入深度:7.000(m)截面形狀:圓樁樁徑:1.200(m)樁間距:2.500(m)嵌入段土層數(shù):1樁底支承條件:自由計算方法:K法土層序號土層厚(m)重度(kN/m3)內摩擦角(度)土摩阻力(kPa)K(MN/m3)被動土壓力調整系數(shù)150.00025.00055.00320.0050.0001.000樁前滑動土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):2錨桿號錨桿類型豎向間距水平剛度入射角錨固體水平預加筋漿強度(m)(MN/m)(度)直徑(mm)力(kN)fb(kPa)1錨索3.00015.00020.00250300.002100.002錨索3.00015.00020.00250300.002100.00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:100(mm)樁縱筋級別:HRB400樁箍筋級別:HRB400樁箍筋間距:200(mm)樁配筋形式:縱筋非均勻配筋樁拉區(qū)縱筋配筋范圍:90.000(度)樁壓區(qū),拉區(qū)縱筋比:0.500擋土墻類型:一般擋土墻墻后填土內摩擦角:34.000(度)墻背與墻后填土摩擦角:0.000(度)墻后填土容重:20.400(kN/m3)橫坡角以上填土的土摩阻力(kPa):320.00橫坡角以下填土的土摩阻力(kPa):320.00坡線與滑坡推力:坡面線段數(shù):2折線序號水平投影長(m)豎向投影長(m)126.00010.000230.0000.000地面橫坡角度:0.000(度)墻頂標高:0.000(m)參數(shù)名稱參數(shù)值推力分布類型梯形梯形荷載(q1/q2)0.500樁后剩余下滑力水平分力503.000(kN/m)樁后剩余抗滑力水平分力0.000(kN/m)鋼筋混凝土配筋計算依據(jù)：《混凝土結構設計規(guī)范》(GB50010-2010)注意：內力計算時，滑坡推力、庫侖土壓力分項(安全)系數(shù)=1.350=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計算]假定荷載梯形分布樁后:上部=64.786(kN/m)下部=129.572(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長度=0.000(m)(一)樁身內力計算計算方法:K法 背側——為擋土側；面?zhèn)取獮榉菗跬羵取１硞茸畲髲澗?908.616(kN-m)距離樁頂14.496(m)面?zhèn)茸畲髲澗?629.036(kN-m)距離樁頂9.084(m)最大剪力=604.562(kN)距離樁頂12.940(m)最大位移=22(mm)第1道錨索水平拉力=570.354(kN)距離樁頂3.000(m)第2道錨索水平拉力=522.710(kN)距離樁頂6.000(m)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-21.85-0.00020.4298.121-38.104-21.29-0.00030.85732.838-77.450-20.73-0.00041.28674.684-118.037-20.17-0.00051.714134.190-159.865-19.62-0.00062.143211.888-202.935-19.07-0.00072.571308.312-247.247-18.54-0.00083.000423.992-292.800-18.02-0.00093.429315.023230.760-17.53-0.000103.857226.375182.724-17.06-0.000114.286158.579133.447-16.60-0.000124.714112.16982.928-16.16-0.000135.14387.67531.168-15.71-0.000145.57185.630-21.833-15.28-0.000156.000106.567446.633-14.85-0.000166.386-56.056396.774-14.46-0.000176.771-199.261345.910-14.08-0.000187.157-322.662294.041-13.68-0.000197.542-425.870241.167-13.27-0.000207.928-508.499187.289-12.84-0.000218.313-570.162132.406-12.38-0.000228.699-610.47076.518-11.90-0.000239.084-629.03619.625-11.38-0.000249.470-625.474-38.272-10.84-0.000259.856-599.395-97.174-10.26-0.0002610.241-550.413-157.081-9.66-0.0002710.627-478.139-217.992-9.03-0.0002811.012-382.187-279.909-8.37-0.0002911.398-262.169-342.830-7.70-0.0003011.783-117.698-406.756-7.02-0.0003112.16951.614-471.686-6.33-0.0003212.554246.154-537.622-5.64-0.0003312.940466.309-604.562-4.96-124.5733413.329664.273-426.229-4.30-215.1223513.718797.821-272.651-3.68-183.7843614.107876.335-142.451-3.09-154.3993714.496908.616-34.049-2.54-127.1643814.884902.81854.243-2.04-102.1653915.273866.427124.140-1.59-79.3884015.662806.264177.322-1.17-58.7474116.051728.510215.376-0.80-40.0954216.440638.749239.761-0.46-23.2424316.829542.029251.777-0.16-7.9684417.218442.922252.5490.125.9644517.607345.602243.0150.3818.7994617.996253.911223.9280.6230.7764718.384171.436195.8620.8442.1214818.773101.574159.2271.0653.0354919.16247.592114.2871.2763.6925019.55112.68361.1901.4874.2235119.9400.00016.3071.6984.713(二)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側縱筋箍筋(m)(mm2)(mm2)(mm2)10.0001131226220120.4291131226220130.8571131226220141.2861131226220151.7141131226220162.1431131226220172.5711131226220183.0001131226220193.42911312262201103.85711312262201114.28611312262201124.71411312262201135.14311312262201145.57111312262201156.00011312262201166.38622621131201176.77122621131201187.15722621131201197.54222621131201207.92822621131201218.31322621131201228.69922621131201239.08422621131201249.47022621131201259.856226211312012610.241226211312012710.627226211312012811.012226211312012911.398226211312013011.783226211312013112.169113122622013212.554113122622013312.940113122622013413.329113122622013513.718113622722013614.107125025002013714.496129725942013814.884128825762013915.273123524702014015.662114822962014116.051113122622014216.440113122622014316.829113122622014417.218113122622014517.607113122622014617.996113122622014718.384113122622014818.773113122622014919.162113122622015019.551113122622015119.94011312262201=====================================================================第2種情況:庫侖土壓力(一般情況)[土壓力計算]計算高度為12.940(m)處的庫侖主動土壓力第1破裂角：34.308(度)Ea=628.547Ex=628.547Ey=0.000(kN)作用點高度Zy=4.313(m)(一)樁身內力計算計算方法:K法 背側——為擋土側；面?zhèn)取獮榉菗跬羵?。背側最大彎?1162.484(kN-m)距離樁頂14.884(m)面?zhèn)茸畲髲澗?1653.765(kN-m)距離樁頂9.084(m)最大剪力=1062.892(kN)距離樁頂12.940(m)最大位移=16(mm)第1道錨索水平拉力=518.358(kN)距離樁頂3.000(m)第2道錨索水平拉力=540.092(kN)距離樁頂6.000(m)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-12.85-0.00020.4290.332-2.327-13.09-0.00030.8572.659-9.308-13.33-0.00041.2868.975-20.943-13.57-0.00051.71421.275-37.231-13.82-0.00062.14341.553-58.174-14.06-0.00072.57171.803-83.770-14.31-0.00083.000114.021404.337-14.56-0.00093.429-51.953369.432-14.81-0.000103.857-201.971329.874-15.07-0.000114.286-334.037285.662-15.31-0.000124.714-446.159236.796-15.53-0.000135.143-536.340183.276-15.72-0.000145.571-602.587125.102-15.88-0.000156.000-642.905602.366-16.01-0.000166.386-863.609541.867-16.08-0.000176.771-1060.261477.602-16.12-0.000187.157-1231.409409.571-16.11-0.000197.542-1375.602337.772-16.03-0.000207.928-1491.385262.208-15.89-0.000218.313-1577.309182.876-15.67-0.000228.699-1631.91999.778-15.38-0.000239.084-1653.76512.914-15.01-0.000249.470-1641.393-77.717-14.56-0.000259.856-1593.352-172.115-14.03-0.0002610.241-1508.189-270.279-13.42-0.0002710.627-1384.453-372.210-12.74-0.0002811.012-1220.690-477.907-11.99-0.0002911.398-1015.449-587.371-11.19-0.0003011.783-767.278-700.602-10.33-0.0003112.169-474.723-817.599-9.43-0.0003212.554-136.334-938.362-8.52-0.0003312.940249.342-1062.892-7.59-190.6743413.329605.838-788.213-6.67-333.7393513.718862.397-548.372-5.78-289.2243614.1071032.350-342.000-4.94-246.8083714.4961128.397-167.315-4.14-206.9193814.8841162.484-22.280-3.40-169.7983915.2731145.72695.273-2.71-135.5354015.6621088.382187.530-2.08-104.0924116.051999.869256.607-1.51-75.3314216.440888.799304.489-0.98-49.0374316.829763.044332.970-0.50-24.9384417.218629.822343.621-0.05-2.7264517.607495.784337.7680.3617.9274617.996367.113316.4860.7537.3504718.384249.627280.6001.1255.8604818.773148.868230.7031.4773.7454919.16270.192167.1791.8391.2515019.55118.84090.2472.17108.5735119.9400.00024.2232.52125.835(二)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側縱筋箍筋(m)(mm2)(mm2)(mm2)10.0001131226220120.4291131226220130.8571131226220141.2861131226220151.7141131226220162.1431131226220172.5711131226220183.0001131226220193.42922621131201103.85722621131201114.28622621131201124.71422621131201135.14322621131201145.57122621131201156.00022621131201166.38624621231201176.77130361518201187.15735381769201197.54239621981201207.92843052153201218.31345602280201228.69947232362201239.08447882394201249.47047522376201259.856460823042012610.241435521782012710.627398819942012811.012350617532012911.398290514522013011.783226211312013112.169226211312013212.554226211312013312.940113122622013413.329113122622013513.718123024592013614.107147729542013714.496161732352013814.884166833352013915.273164332862014015.662155931182014116.051143028592014216.440126825362014316.829113122622014417.218113122622014517.607113122622014617.996113122622014718.384113122622014818.773113122622014919.162113122622015019.551113122622015119.94011312262201抗滑動樁驗算計算項目：抗滑樁錨桿設計原始條件:錨桿號錨桿類型豎向間距入射角錨固體水平預加水平剛度筋漿強度(m)(°)直徑(mm)力(kN)(MN/m)fb(kPa)1錨索3.0020.00250300.00026.372100.002錨索3.0020.00250300.00032.972100.00錨桿設計條件:錨桿自由長度計算參數(shù)：嵌入點到土壓力零點t(m)0.000土體破裂角計算值(度)62.00土體破裂角采用值(度)64.00錨桿控制參數(shù)：邊坡工程重要性系數(shù)1.1錨桿所在巖土類型巖石錨固體與土粘結系數(shù)1.00錨桿鋼筋等級HRB400錨桿鋼筋抗拉系數(shù)0.69錨桿材料彈模(10^5~MPa)2.00筋漿粘結強度系數(shù)0.60錨索類型1×7錨桿荷載分項系數(shù)1.30錨索鋼筋強度(MPa)1220.00自由長超過破裂面長(m)1.5錨索材料彈模(10^5~MPa)2.00自由構造長度(m)4.0注漿體彈模(10^4~MPa)3.00錨固構造長度(m)5.0錨桿水平內力取值：內力取值工況號①滑坡推力作用情況錨桿號錨桿最大錨桿最大錨桿最大錨桿內力錨桿內力內力①(kN)內力②(kN)內力③(kN)設計值(kN)實用值(kN)1570.35518.36741.46741.462522.71540.09679.52679.52錨桿設計結果:鋼筋類型對應關系：d-HPB300,D-HRB335,E-HRB400,F-RRB400,G-HRB500,P-HRBF335,Q-HRBF400,R-HRBF500錨桿支護鋼筋或自由段長度錨固段長度自由段長度錨固段長度實配[計算]錨桿剛度號類型鋼絞線配筋計算值(m)計算值(m)實用值(m)實用值(m)面積(mm2)(MN/m)1錨索8s15.27.55.07.58.01120.0[1031.1]26.372錨索8s15.26.05.06.08.01120.0[944.9]32.974.2.2BC段基坑12號樁（排樁）BC段邊坡與裂隙J2（300～310°∠75°）呈小角度相交，為順向坡，邊坡主要受裂隙面控制，對邊坡穩(wěn)定性影響大。（1）計算下滑力①含有外傾結構面的主動土壓力計算：②等效內摩擦角的主動土壓力計算：經比較，巖體沿裂隙下滑推力較大，為159.62Kn/m。③上部土主動土壓力計算下滑推力合計：159.62*1.35+57.72=273.21kN/m分別計算下滑推力和主動土壓力下支護樁的內力和位移。原始條件:墻身尺寸:樁總長:18.050(m)嵌入深度:8.000(m)截面形狀:圓樁樁徑:1.200(m)樁間距:2.500(m)嵌入段土層數(shù):1樁底支承條件:鉸接計算方法:K法土層序號土層厚(m)重度(kN/m3)內摩擦角(度)土摩阻力(kPa)K(MN/m3)被動土壓力調整系數(shù)120.00025.00055.00320.0050.0001.000樁前滑動土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):0錨桿號錨桿類型豎向間距水平剛度入射角錨固體水平預加筋漿強度(m)(MN/m)(度)直徑(mm)力(kN)fb(kPa)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:100(mm)樁縱筋級別:HRB400樁箍筋級別:HRB400樁箍筋間距:200(mm)樁配筋形式:縱筋非均勻配筋樁拉區(qū)縱筋配筋范圍:90.000(度)樁壓區(qū),拉區(qū)縱筋比:0.500擋土墻類型:一般擋土墻墻后填土內摩擦角:42.000(度)墻背與墻后填土摩擦角:15.000(度)墻后填土容重:20.400(kN/m3)橫坡角以上填土的土摩阻力(kPa):320.00橫坡角以下填土的土摩阻力(kPa):320.00坡線與滑坡推力:坡面線段數(shù):1折線序號水平投影長(m)豎向投影長(m)126.0000.000地面橫坡角度:0.000(度)墻頂標高:0.000(m)參數(shù)名稱參數(shù)值推力分布類型三角形樁后剩余下滑力水平分力273.210(kN/m)樁后剩余抗滑力水平分力0.000(kN/m)鋼筋混凝土配筋計算依據(jù)：《混凝土結構設計規(guī)范》(GB50010-2010)注意：內力計算時，滑坡推力、庫侖土壓力分項(安全)系數(shù)=1.350====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計算]假定荷載三角形分布:樁后:上部=0.000(kN/m)下部=135.925(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長度=0.000(m)(一)樁身內力計算計算方法:K法 背側——為擋土側；面?zhèn)取獮榉菗跬羵取１硞茸畲髲澗?2624.032(kN-m)距離樁頂11.141(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=683.025(kN)距離樁頂10.050(m)最大位移=60(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-59.84-0.00020.3720.116-0.937-57.78-0.00030.7440.930-3.748-55.73-0.00041.1173.139-8.432-53.67-0.00051.4897.440-14.991-51.61-0.00061.86114.531-23.423-49.55-0.00072.23325.110-33.730-47.50-0.00082.60639.873-45.910-45.44-0.00092.97859.520-59.964-43.39-0.000103.35084.746-75.892-41.33-0.000113.722116.249-93.693-39.29-0.000124.094154.728-113.369-37.25-0.000134.467200.879-134.919-35.21-0.000144.839255.399-158.342-33.18-0.000155.211318.988-183.639-31.17-0.000165.583392.341-210.810-29.17-0.000175.956476.157-239.855-27.19-0.000186.328571.132-270.774-25.23-0.000196.700677.965-303.567-23.29-0.000207.072797.353-338.233-21.39-0.000217.444929.994-374.774-19.52-0.000227.8171076.584-413.188-17.70-0.000238.1891237.822-453.476-15.92-0.000248.5611414.404-495.638-14.20-0.000258.9331607.029-539.674-12.55-0.000269.3061816.394-585.584-10.96-0.000279.6782043.196-633.367-9.46-0.0002810.0502288.133-683.025-8.06-199.0582910.4142483.774-415.950-6.78-339.0603010.7772590.642-192.855-5.61-280.6493111.1412624.032-9.806-4.56-227.8213211.5052597.774137.245-3.61-180.6523311.8682524.218252.352-2.78-139.0913412.2322414.245339.499-2.06-102.9833512.5952277.309402.526-1.44-72.0913612.9592121.499445.083-0.92-46.1243713.3231953.613470.596-0.49-24.7463813.6861779.247482.239-0.15-7.5953914.0501602.893482.9200.115.7044014.4141428.033475.2750.3115.5324114.7771257.238461.6680.4522.2674215.1411092.274444.1920.5326.2774315.505934.190424.6810.5627.9204415.868783.415404.7160.5527.5384516.232639.851385.6380.5125.4574616.595502.952368.5580.4421.9884716.959371.809354.3680.3517.4284817.323245.229343.7510.2412.0624917.686121.808337.1910.126.1635018.0500.000167.486-0.00-0.000(二)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側縱筋箍筋(m)(mm2)(mm2)(mm2)10.0001131226220120.3721131226220130.7441131226220141.1171131226220151.4891131226220161.8611131226220172.2331131226220182.6061131226220192.97811312262201103.35011312262201113.72211312262201124.09411312262201134.46711312262201144.83911312262201155.21111312262201165.58311312262201175.95611312262201186.32811312262201196.70011312262201207.07211352271201217.44413282655201227.81715423083201238.18917783556201248.56120394078201258.93323244649201269.30626375274201279.678297859562012810.050334966982012910.414364772942013010.777381176212013111.141386277242013211.505382276432013311.868370974182013412.232354170822013512.595333366652013612.959309661932013713.323284356872013813.686258151632013914.050231846372014014.414205941182014114.777180736132014215.141156531292014315.505133426682014415.868113122622014516.2321131