模板-計(jì)算書設(shè)計(jì)計(jì)算書

降排 監(jiān) 技術(shù)要 監(jiān)測(cè)內(nèi) 觀測(cè)要 應(yīng)急措 其 第二章支護(hù)結(jié)構(gòu)設(shè)計(jì)計(jì) 計(jì)算簡(jiǎn) 設(shè)計(jì)計(jì)算參數(shù)的確 支護(hù)結(jié)構(gòu)設(shè)計(jì)計(jì) ABC段C1勘探孔支護(hù)體計(jì) ADC段C9勘探孔支護(hù)體計(jì) 支護(hù)樁配 第三章支撐結(jié)構(gòu)設(shè)計(jì)計(jì) 冠梁、圍檁計(jì) 冠梁設(shè) 第一道圍檁設(shè) 第二道圍檁設(shè) 支撐設(shè)計(jì)計(jì) 第一道支撐計(jì)算（鋼筋混凝土 第二道支撐計(jì)算（ 第三道支撐計(jì)算（ 立柱及立柱樁設(shè)計(jì)計(jì) 立柱計(jì) 立柱樁驗(yàn) 第四章基坑止水降水設(shè) 止水降水設(shè) 第五章電算結(jié) ABC段（C1孔）計(jì) ADC段（C9孔）計(jì) 參考文 致 靖江市港口局辦公大樓基坑支護(hù)設(shè)設(shè)計(jì)過(guò)程中，應(yīng)該采用何種支護(hù)方案，除了與基坑深度直接有關(guān)外，更主要的是根據(jù)之后進(jìn)行配筋計(jì)算。再使用理正進(jìn)行校核，最后給出施工圖。：基 支護(hù)設(shè)計(jì) 支撐結(jié)ThefoundationpitdesignofundergroundgarageInthecustomsFoundationpitengineeringisanancienttraditionalsubjectofSoilmechanicsfoundationengineering,butitisalsoacomprehensivegeotechnicalengineeringproblems,involvingbothtypicalstrength,stabilityanddeformationinsoilmechanicsproblems,whilealsoinvolvingsoilandstructureinteractionproblems.Whichkindofsupportschemethatthefoundationpitsupportingprojectadopts,besidesrelatedtofoundationpitdepthdirectly,moremajorisaccordingtothestandorfalloftheunderlyingsoilwithdifferentsupportscheme.Howtodesignasafe,reasonableandpracticalfoundationpitproject,has eacommontopicofconstructionengineering.ThisarticleismainlyabouttheproposedJingjiangnorthresettlementareathecustomsofficeundergroundgaragefoundationpitdesign.Thisprrecordsprocessmadebyhandandcomputer,attachedtothedesigndrawings,thedesignprocessinvolvestheRankine'searthpressuretheory,theequivalentbeammethod,mechanicsofmaterials,steelstructureandotherrelatedtheories.ly,Rankinetheorywasusedtocalculatetheearthpressure.Secondly,basedontheearthpressure,thesupportingaxialforceandumbendingmomentwerecalculated.Thirdly,thereinforcementcalculationwasconducted.Forthly,themanualcalculationresultswereverifiedbytheLizhengsoftware.Lastly,theconstructiondrawingsweregiven.KeyWords:Thefoundationpit;Supportingdesign;Pile;Support第一章支護(hù)結(jié)構(gòu)設(shè)計(jì)方案綜合說(shuō)明工程概工程名稱：靖江港口商業(yè)辦公樓基坑支護(hù)設(shè)計(jì)（12.0米；地質(zhì)概②粉土夾粉質(zhì)粘土：黃色，2.01.0～5m，平均1.81m；層底標(biāo)高1.00～0.16m，平均0.26m。雙橋靜力觸探q平均值為1.297P，f平均值為17kP；壓縮系數(shù)12為0.35P－1，屬高壓縮性土。-4.76m，平均-5.53m；層底埋深：7.00～10.00m，平均8.44m。雙橋靜力觸探qc平均值為-26.17m,平均-26.83m。雙橋靜力觸探qc平均值為9.2981MPa,fs平均值為141kPa。標(biāo)貫實(shí)測(cè)均5.61m；層底標(biāo)高-17.65～-13.66m,平均-15.85m。雙橋靜力觸探qc平均值為2.054MPa,fs平-21.51m,平均-22.27m。雙橋靜力觸探qc平均值為4.143MPa,fs平均值為54kPa。壓縮系數(shù)α1-為0.22MPa－1，屬中壓縮性土⑦粉質(zhì)黏土：灰色，軟塑～可塑，切面有光澤，無(wú)搖震反應(yīng),富含有機(jī)質(zhì)，干強(qiáng)度中等，夾有厚度不等的稍密狀態(tài)粉砂。厚度為1.00～12.00m，平均8.17m；層底標(biāo)高：-38.84～-29.94m，平均-35.77m；層底埋深：33.00～41.50m，平均38.55m。該土層分布較穩(wěn)定，雙橋靜探qc平均值為3.150MPa,fs平均值為72kPa。壓縮系數(shù)α1-2為0.27MPa－1，屬1-1抗剪強(qiáng)度（固結(jié)快剪γsat①—②③④⑤⑥⑦支護(hù)方勘察公司提供的巖土工程勘察報(bào)告（勘察：20131047建設(shè)方提供的與基坑支護(hù)設(shè)計(jì)相關(guān)的其它資料和信息 《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009-行業(yè)標(biāo)準(zhǔn)《建筑基坑支護(hù)技術(shù)規(guī)程》（JGJ120-《建筑地礎(chǔ)設(shè)計(jì)規(guī)范》（GB50007-國(guó)家規(guī)范《建筑基坑工程監(jiān)測(cè)技術(shù)規(guī)范》（GB50497-《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50010-國(guó)家規(guī)范《混凝土結(jié)構(gòu)工程施工質(zhì)量驗(yàn)收規(guī)范－GB50204-2002國(guó)家規(guī)范《建筑地礎(chǔ)工程施工質(zhì)量驗(yàn)收規(guī)范－GB50202-2002國(guó)家規(guī)范《鋼筋焊接及驗(yàn)收規(guī)程－JGJ18-2003幕采用A650@900的三軸攪拌樁，坑內(nèi)采用管井降水。800mm1000mm，采用該種支護(hù)形式剛度較大，變形較?。灰子谠O(shè)置內(nèi)支撐，能很好的控制支護(hù)結(jié)構(gòu)的變形，減小基坑開挖及結(jié)構(gòu)施工期間對(duì)周邊環(huán)境周邊施工空間的因素，圈梁頂標(biāo)高設(shè)置在地面下0.6m，即-0.6m，一層支撐中心標(biāo)高為-1.000m，二層支撐中心標(biāo)高為-5.000m位置，三層支撐中心標(biāo)高為-9.000m位置水帷幕采用A650@900的三軸軸攪拌樁。設(shè)計(jì)計(jì)取1.1；

tan2(45i2tan2(45i2土方到冠標(biāo)高下0.5m；2.方到二層支撐設(shè)計(jì)標(biāo)高下0.5m；4.工況6.澆筑三層圍檁、支撐；.C9勘探圍護(hù)體內(nèi)力及穩(wěn)定性進(jìn)行計(jì)算。其主要計(jì)算結(jié)果見(jiàn)表1-2~1-3。1-2支撐軸力AB段BC段1-3支護(hù)樁彎矩（kN·mABC段ADC段1-4WHZ-1-5A600t=16Q235AA600t=16Q235AA800t=16Q235AA800t=16Q235A施工技術(shù)要HRB400HRB335級(jí)鋼筋，二層支撐HPB300級(jí)鋼筋；焊條：HPB300Q235BE43xx型焊條，HRB335E50xx鋼筋籠應(yīng)經(jīng)中間驗(yàn)收合格方可安裝四塊，墊塊縱向間距3米。作為圍護(hù)樁時(shí)沉渣厚度<200，作為立柱樁時(shí)沉渣厚度小于50mm，超灌長(zhǎng)度500mm；拌時(shí)鉆頭的提升速度不得大于1.0m/min,下沉速度不得大于0.5m/min.施工時(shí)應(yīng)保證前臺(tái)密切配合，斷漿，如因故障停漿，應(yīng)在恢復(fù)施工前先將攪拌頭下沉0.5m后在注漿攪拌施工，以保證攪拌樁的連續(xù)性。幕時(shí)若應(yīng)時(shí)間過(guò)長(zhǎng)無(wú)法搭接、搭接不良或遇物無(wú)法施工時(shí)，應(yīng)對(duì)搭接不良、遇物無(wú)法施工處具置以絕對(duì)坐標(biāo)記錄在案。并經(jīng)監(jiān)理、設(shè)計(jì)單位確認(rèn)后，在搭接處采取合面積不得大于總面積的50％；沉渣厚度小于5厘米（混凝土澆筑前）；105檢測(cè)，檢測(cè)數(shù)量不得少于總樁數(shù)的2%，且不得少于3根。宜少于5根，并應(yīng)根據(jù)設(shè)計(jì)要求進(jìn)行單軸抗壓強(qiáng)度試驗(yàn)；土方開挖與降30cm以上，且鋪設(shè)走道板，監(jiān)變形對(duì)周圍建筑物的影響，每隔20米左右設(shè)置一個(gè)觀測(cè)點(diǎn)；情況，在圍護(hù)樁部位每20米左右設(shè)置一個(gè)觀測(cè)點(diǎn)；監(jiān)測(cè)方案及施工組織設(shè)計(jì)，并報(bào)本設(shè)計(jì)單位確定后方可執(zhí)行；值如果位移發(fā)生在開挖階段，應(yīng)立即停止部位的開挖，如果連續(xù)3天報(bào)其 計(jì)算簡(jiǎn)

第二章支護(hù)結(jié)構(gòu)設(shè)計(jì)計(jì)算該基坑周邊自然地面標(biāo)高為±0.00m，基坑底標(biāo)高為-12.0m12m。本計(jì)算根2-1設(shè)計(jì)計(jì)算參數(shù)的確2-12-2號(hào)γcφ①-②③④土⑤⑥⑦支護(hù)結(jié)構(gòu)設(shè)計(jì)計(jì)ABCC1三層支撐中心標(biāo)高為-9.000m。該孔位超載取q0=20kPa；水位位于自然地面下2.0m2-3①②③④⑤⑥⑦厚度①雜填土ea12000.5892100.7673.560kPa設(shè)第①層中距離頂 的距離處土壓力為0，即2018.3X2100.767得Xea1下2018.31.260.5892100.767ea2上2018.31.260.585212.40.765ea2水2018.31.2618.50.740.585212.40.765ea22018.31.2618.50.749.01.160.585212.40.765ea3上2018.31.2618.50.7419.01.160.722212.60.85035.465kPaea32018.31.2618.50.7419.01.1618.12.340.722212.60.850ep1上212.61.177ep118.12.861.386212.61.177ep2上18.12.86102.862.19023.11.480102.8688.510kPaep218.12.86194.4107.262.19023.11.480107.26ep1x18.1X1.386212.61.177ea3x2018.31.2618.50.7419.01.1618.12.3418.1X-212.6令ep1xea3x，得X=3.027m＞2.86m，不符ep2x18.12.8619.0X-102.86X23.11.480102.86ea4x2018.31.2618.50.7419.01.1618.15.219.0X-106.360.457-23.10.676106.36

11.26-0.33 Ea

16.21714.2260.7426.2170.742/214.2266.2170.742/2ha2

E 114.22631.9331.16E2a2 14.2261.162/231.93314.2261.162/ha2

ea3下2018.31.2618.50.7419.01.1618.15.20.722212.6Ea

135.456103.4205.2235.4565.22/2103.42035.4565.22/2ha3

a4 2018.31.2618.50.7419.01.1618.15.2106.36a423.10.67610ea42018.31.2618.50.7419.01.1618.15.219.01.33710Ea

1109.363128.2321.337158.832kPaha

109.3631.3372/2128.232109.3631.3372/6

129.660101.4082.86187.427kN29.6602.862/2101.40829.6602.862/62hp12

ep218.12.8619.01.337104.1972.19023.11.48010

188.510128.2321.337288.5101.3372/2128.23288.5101.3372/2hp2

對(duì)土壓力零點(diǎn)取矩，設(shè)第一道支撐軸力為Tc1，根據(jù)下式 ha1Eachp1Epc h Tc14.6608.7477.5648.01926.7727.043361.101.513158.632得Tc1ea1上2000.5892100.767 的距離處土壓力為0，即2018.3X2100.767得Xea1下2018.31.260.5892100.767ea2上2018.31.260.585212.40.765ea2水2018.31.2618.50.740.585212.40.765ea22018.31.2618.50.749.01.160.585212.40.765ea3上2018.31.2618.50.7419.01.160.722212.60.85035.465kPaea3下2018.31.2618.50.7419.01.1618.15.20.722212.60.850a4 2018.31.2618.50.7419.01.1618.15.2106.36a423.10.67610ea42018.31.2618.50.7419.01.1618.15.219.01.14100.45723.10.67610ep1上23.11.480ep119.03.26103.262.19023.11.480103.26ep2上19.03.261.430213.51.196ep219.03.2619.05.31.430213.51.196ep1x19.0X10X2.19023.11.48010Xea4x2018.31.2618.50.7419.01.1618.15.219.01.14X107.50.45723.10.676107.5令ep1xea4x，得X=7.455m＞3.26m，不符合ep2x19.03.2619.0X1.430213.51.196ea5x2018.31.2618.50.7419.01.1618.15.219.04.419.00.699213.5令ep2xea5x

11.26-0.33 Ea

16.21714.2260.7426.2170.742/214.2266.2170.742/2ha2

E 114.22631.9331.16E2a2 14.2261.162/231.93314.2261.162/ha2

Ea

135.456103.4205.2361.101kPa35.4565.22/2103.42035.4565.22/62ha32

ea42018.31.2618.50.7419.01.1618.15.219.04.40.45723.1 Ea

1109.363171.4604.42ha4

ea5上2018.31.2618.50.7419.01.1618.15.219.04.4213.5ea52018.31.2618.50.7419.01.1618.15.219.04.419.00.699213.5Ea

1156.727191.0192.582448.940kN156.7272.5822/2191.019156.7272.5822/62ha52

19.176106.0313.26187.787kN9.1763.262/2106.0319.1763.262/62hp1 2ep219.03.2619.02.5821.432

1120.866191.0192.582402.644kPa120.8662.5822/2191.019120.8662.5822/62hp22

ha1Eachp1EpcTc1hT2hc2dd為第一、二道支撐的間距hh

Tc24.66014.3927.56413.66426.77212.688361.1019.118617.811/12.762.582得Tc2ea1上2000.5892100.767設(shè)第①層中距離頂面X的距離處土壓力為0，即2018.3X0.5892100.7670得X0.330mea1下2018.31.260.5892100.767ea2上2018.31.260.585212.40.765ea2水2018.31.2618.50.740.585212.40.765ea22018.31.2618.50.749.01.160.585212.40.765ea3上2018.31.2618.50.7419.01.160.722212.60.85035.465kPaea3下2018.31.2618.50.7419.01.1618.15.20.722212.60.850a4 2018.31.2618.50.7419.01.1618.15.2106.36a4ea42018.31.2618.50.7419.01.1618.15.219.03.64100.45723.1ep1上23.11.480ep119.00.76100.762.19023.11.480100.76ep2上19.00.761.430213.51.196ep219.00.7619.05.31.430213.51.196ep1x19.0X10X2.19023.11.48010ea4x2018.31.2618.50.7419.01.1618.15.219.03.64X10100.45723.10.6761010令ep1xea4x，得X=9.717m＞0.76m，不符合ea5x2018.31.2618.50.7419.01.1618.15.219.04.419.00.699213.5令ep2xea5x，得X=7.473m＞5.3mep3x19.00.7619.05.319.1X106.06X1.9372106.06 2018.31.2618.50.7419.01.1618.15.219.04.419.0a 19.1X1016.06 0.51622.10.7191016.06令ep3xea6x，得X=6.720m＞6.5m，不符 2018.31.2618.50.7419.01.1618.15.219.04.419.0 19.16.519.7 0.677233.6

11.26-0.33 Ea

16.21714.2260.7426.2170.742/214.2266.2170.742/2ha2

E 114.22631.9331.16E2a2 14.2261.162/231.93314.2261.162/ha2

Ea

135.456103.4205.2361.101kPa35.4565.22/2103.42035.4565.22/62ha32

Ea

1109.363171.4604.42ha4

ea52018.31.2618.50.7419.01.1618.15.219.04.419.00.699213.5Ea

1156.727227.1165.31017.184kN156.7275.32/2227.116156.7275.32/62ha52

ea6上2018.31.2618.50.7419.01.1618.15.219.04.419.01016.06)0.51622.1 ea62018.31.2618.50.7419.01.1618.15.219.04.419.019.16.51022.56)0.51622.10.71910Ea

1259.030354.5516.51994.138kN259.0306.52/2354.551259.0306.52/62ha62

19.17640.8000.7618.991kN9.1760.762/240.8009.1760.762/62hp12

152.941196.9425.3252.9415.32/2196.94252.9415.32/2hp2

p3 19.00.7619.05.3106.061.9372p3ep319.00.7619.05.319.16.5102

2172.0906.52/2351.664172.0906.52/2hp3

第三道支撐軸力為Tc3ha1Eachp1EpcTcihTihc3di d為T到T的距離

Tc34.66023.6107.56422.88226.77221.906361.10118.336 .1383.08118.99112.1662.1908.6981702.201126.62224.5654407.63224.565/24.56得Tc3ea1上2000.5892100.767 的距離處土壓力為0，即2018.3X2100.767得Xea1下2018.31.260.5892100.767ea2上2018.31.260.585212.40.765ea2水2018.31.2618.50.740.585212.40.765ea22018.31.2618.50.749.01.160.585212.40.765ea3上2018.31.2618.50.7419.01.160.722212.60.85035.465kPaea3下2018.31.2618.50.7419.01.1618.15.20.722212.60.850ea4上2018.31.2618.50.7419.01.1618.15.2106.3623.10.67610ea42018.31.2618.50.7419.01.1618.15.219.04.4 ea5上2018.31.2618.50.7419.01.1618.15.219.04.4ea52018.31.2618.50.7419.01.1618.15.219.04.419.00.699213.5ea6上2018.31.2618.50.7419.01.1618.15.219.04.419.01016.06)0.51622.1 ea62018.31.2618.50.7419.01.1618.15.219.04.419.019.16.51022.56)0.51622.10.71910ea7上(2018.31.2618.50.7419.01.1618.15.219.04.419.019.16.5)0.677233.6ea7(2018.31.2618.50.7419.01.1618.15.219.04.419.019.16.519.74.8)0.677233.6ep1上23.11.480ep119.00.76100.762.19023.11.480100.76ep2上19.00.761.430213.51.196ep219.00.7619.05.31.430213.51.196p3 19.00.7619.05.3106.061.93722.11.39210p3ep3下19.00.7619.05.319.16.51012.561.9372 p4 19.00.7619.05.319.16.51.4772p4ep419.00.7619.05.319.16.519.74.81.4772

11.26-0.33 Ea

16.21714.2260.7426.2170.742/214.2266.2170.742/2ha2

E E2a2 14.2261.162/231.93314.2261.162/ha2

Ea

135.456103.4205.2361.101kPa35.4565.22/2103.42035.4565.22/62ha32

Ea

1109.363171.4604.42ha4

Ea

1156.727227.1165.31017.184kN156.7275.32/2227.116156.7275.32/62ha52

Ea

1259.030354.5516.51994.138kN259.0306.52/2354.551259.0306.52/62ha62

Ea

1270.574334.5914.81452.396kN270.5744.82/2334.591270.5744.82/62ha72

19.17640.8000.7618.991kN9.1760.762/240.8009.1760.762/62hp12

152.941196.9425.3252.9415.32/2196.94252.9415.32/2hp2

1172.090351.6646.51702.201kN172.0906.52/2351.664172.0906.52/62hp32

1435.079574.7444.82423.757kN435.0794.82/2574.744435.0794.82/62hp4 2 2.9024.82.642423.5752.289 40132.307kNMa4.6600.3130.747.5640.32223.526.7720.50628.842.13623.64617.8112.038 .1843.183 2.3152.64909.507KMTMp28898.5140132.3071.28

Ma MaX米處，根據(jù)TcEa2解得XM1126.6223.161.50814.6600.311.91.5087.5640.3221.1626.7720.5061.50868.340252.103kNX米處，根據(jù)TcEa126.622407.6324.6607.56426.772361.101(109.363109.363190.457100.543X)2解得XM2126.6228.361.0221407.6328.361.02254.660.311.95.27.5641.4825.21.02226.7720.5065.21.022361.1012.1361227.267kNX米處，根據(jù)TcEa156.72713.281X)2解得XM3126.62212.760.8211407.63212.760.821512.760.82194.6600.311.95.24.40.8210.3221.165.24.40.82126.7720.5065.24.40.821361.1012.1364.40.821617.8112.0380.821133.1490.4062860.847kNX米處，根據(jù)TcEa 29.097X)X4.6607.56426.772361.101 2(270.574270.57413.337X)2解得XM4126.622(24.562.6831)407.632(24.562.6835)607.268(24.56 (2.879 .0441.3054.66(0.311.95.26.52.683)(0.5065.24.45.36.52.683)361.101(2.1364.45.36.52.683)(3.0812.683)773.954ADCC9三層支撐中心標(biāo)高為-9.000m。該孔位超載取q0=20kPa；水位位于自然地面下2.0m2-3①②③④⑤⑥⑦厚度①雜填土 2000.5892100.7673.560kPa設(shè)第①層中距離頂 的距離處土壓力為0，即2018.3X2100.767得Xea1下2018.31.480.5892100.767ea2上2018.31.480.585212.40.765ea2水2018.31.4818.50.520.585212.40.765ea22018.31.4818.50.529.00.980.585212.40.76510ea3上2018.31.4818.50.5219.00.980.722212.60.85032.964kPaea32018.31.4818.50.5219.00.9818.12.520.722212.60.850ep1上212.61.177ep118.13.481.386212.61.177ep1x18.1X1.386212.61.177ea3x2018.31.4818.50.5219.00.9818.12.5218.1X-212.6令ep1xea3x，得X=3.015m＜3.48m，符合。故土壓力零點(diǎn)距離坑底3.015m

11.48-0.33 Ea

18.57214.2000.5228.5720.522/214.2008.5720.522/2ha2

E 114.20029.1600.98E2a2 14.2000.982/229.16014.2000.982/ha2

ea3下2018.31.4818.50.5219.00.9818.15.5350.722212.6Ea

132.964105.2965.535382.635kPa32.9645.5352/2105.29632.9645.5352/62ha32

ep118.13.0151.386212.61.177

129.660105.2963.015203.446kN29.6603.0152/2105.29629.6603.0152/62hp12

對(duì)土壓力零點(diǎn)取矩，設(shè)第一道支撐軸力為 ，根據(jù)下式 ha1Eachp1Epc h Tc17.1257.4185.9216.75421.2465.969382.6352.285/5.53.015得Tc1 2000.5892100.7673.560kPa設(shè)第①層中距離頂 的距離處土壓力為0，即2018.3X2100.767得Xea1下2018.31.480.5892100.767ea2上2018.31.480.585212.40.765ea2水2018.31.4818.50.520.585212.40.765ea22018.31.4818.50.529.00.980.585212.40.76510ea3上2018.31.4818.50.5219.00.980.722212.60.85032.964kPaea3下2018.31.4818.50.5219.00.9818.160.722212.60.850a4 2018.31.4818.50.5219.00.9818.16106.98a40.45723.10.67610ep1上23.11.480ep119.04.28104.282.19023.11.480104.28ep2上19.04.281.430213.51.196ep219.04.2819.04.91.430213.51.196ep1x19.0X10X2.19023.11.48010ea4x2018.31.4818.50.5219.00.9818.1619.00.52X107.50.45723.10.676107.5令ep1xea4x，得X=7.433m＞4.28m，不符合ep2x19.04.2819.0X1.430213.51.196ea5x2018.31.4818.50.5219.00.9818.1619.05.219.04.2819.00.699213.5

11.48-0.33 Ea

18.57214.2000.5228.5720.522/214.2008.5720.522/2ha2

E 114.20029.1600.98E2a2 14.2000.982/229.16014.2000.982/ha2

Ea

132.964111.3736433.011kPa32.96462/2111.37332.96462/62ha32

ea4下2018.31.4818.50.5219.00.9818.1619.04.81011.78 Ea

1117.763185.5064.82117.7634.82/2185.506117.7634.82/2ha4

ea5上2018.31.4818.50.5219.00.9818.1619.04.8213.5ea52018.31.4818.50.5219.00.9818.1619.04.819.00.699213.5Ea

1169.740189.9801.524274.107kN169.7401.5242/2189.980169.7401.5242/62ha52

19.176136.3354.28311.394kN9.1764.282/2136.3359.1764.282/62hp12

ep219.04.2819.01.5241.4302

1148.580189.9871.524257.988kPa148.5801.5242/2189.987148.5801.5242/62hp22

對(duì)土壓力零點(diǎn)取矩，第一道支撐軸力為112.383kN，設(shè)第二道支撐軸力為 ，根據(jù) ha1Eachp1EpcTc1hT2hc2dd為第一、二道支撐的間距hh

Tc27.12514.2075.92113.54321.24612.758433.0118.781727.846274.1070.748311.3943.036257.9880.731112.38315.3045/15.304得Tc2ea12000.5892100.7673.560kPa設(shè)第①層中距離頂 的距離處土壓力為0，即2018.3X2100.767得Xea1下2018.31.480.5892100.767ea2上2018.31.480.585212.40.765ea2水2018.31.4818.50.520.585212.40.765ea22018.31.4818.50.529.00.980.585212.40.76510ea3上2018.31.4818.50.5219.00.980.722212.60.85032.964kPaea3下2018.31.4818.50.5219.00.9818.160.722212.60.850ea4上2018.31.4818.50.5219.00.9818.16106.9823.10.676100.45723.1ep1上23.11.480ep119.01.78101.782.19023.11.480101.78ep2上19.01.781.430213.51.196ep219.01.7819.04.91.430213.51.196ep1x19.0X10X2.19023.11.48010ea4x2018.31.4818.50.5219.00.9818.1619.03.02X10100.45723.10.6761010令ep1xea4x，得X=9.695m＞2.5m，不符合ep2x19.01.7819.0X1.430ea5x2018.31.4818.50.5219.00.9818.1619.04.819.00.699213.5令ep2xea5x，得X=6.414m＞4.9mep3x19.01.7819.04.919.1X106.68X1.9372106.68 2018.31.4818.50.5219.00.9818.1619.04.819.0 a 19.1X1016.68 0.51622.10.7191016.68

11.48-0.33 Ea

18.57214.2000.5228.5720.522/214.2008.5720.522/2ha2

E 114.20029.1600.98E2a2 14.2000.982/229.16014.2000.982/ha2

Ea

132.964111.3736433.011kPa32.96462/2111.37332.96462/62ha32

Ea

2ha4

ea52018.31.4818.50.5219.00.9818.1619.04.819.00.699213.5Ea

1169.740234.8174.9991.164kN169.7404.92/2234.817169.7404.92/62ha52

ea6上2018.31.4818.50.5219.00.9818.1619.04.819.04.910 ea6(2018.31.4818.50.5219.00.9818.1619.04.819.04.919.1Ea

1267.715357.0646.0801899.328kN267.7156.082/2357.064267.7156.082/62ha62

19.17662.0601.7863.400kN9.1761.782/262.0609.1761.782/62hp12

180.655213.7884.9721.385kPa80.6554.92/2213.78880.6554.92/62hp22

p3 19.01.7819.04.9106.681.93722.11.39210p32

2189.0996.0802/2357.069189.0996.0802/2hp3

第三道支撐軸力為Tc3ha1Eachp1EpcTcihTihc3di d為T到T的距離

.3282.89563.40011.65721.3858.1611660.351112.38324.7654430.44624.765/24.76得Tc3 2000.5892100.7673.560kPa設(shè)第①層中距離頂 的距離處土壓力為0，即2018.3X2100.767得Xea1下2018.31.480.5892100.767ea2上2018.31.480.585212.40.765ea2水2018.31.4818.50.520.585212.40.765ea22018.31.4818.50.529.00.980.585212.40.76510ea3上2018.31.4818.50.5219.00.980.722212.60.85032.964kPaea3下2018.31.4818.50.5219.00.9818.160.722212.60.850ea4上2018.31.4818.50.5219.00.9818.16106.9823.10.67610ea42018.31.4818.50.5219.00.9818.1619.04.80.45723.1 ea5上2018.31.4818.50.5219.00.9818.1619.04.8ea52018.31.4818.50.5219.00.9818.1619.04.819.00.699213.5a6 2018.31.4818.50.5219.00.9818.1619.04.819.04.9a6 ea6(2018.31.4818.50.5219.00.9818.1619.04.819.04.919.1100.51622.10.71910a7 2018.31.4818.50.5219.00.9818.1619.04.819.04.919.1a70.677233.6ea7(2018.31.4818.50.5219.00.9818.1619.04.819.04.919.119.76)0.677233.6ep1上23.11.480ep119.01.78101.782.19023.11.480101.78ep2上19.01.781.430213.51.196ep219.01.7819.04.91.430213.51.196ep3上19.01.7819.04.9106.681.93722.11.39210ep319.01.7819.04.919.12 ep4上19.01.7819.04.919.17.11.4772ep419.01.7819.04.919.17.119.72

11.48-0.33 Ea

18.57214.2000.525.921kPa8.5720.522/214.2008.5720.522/ha2

E 114.20029.1600.98E2a2 14.2000.982/229.16014.2000.982/ha2

Ea

132.964111.3736433.011kPa32.96462/2111.37332.96462/62ha32

Ea

2ha4

ea52018.31.4818.50.5219.00.9818.1619.04.819.00.699213.5Ea

1169.740234.8174.9991.164kN169.7404.92/2234.817169.7404.92/62ha52

Ea

1267.715372.0547.12271.179kN267.7157.12/2372.054267.7157.12/62ha62

Ea

1285.790365.81161954.803kN285.79062/2365.811285.79062/62ha72

19.17662.0601.7863.400kN9.1761.782/262.0609.1761.782/62hp12

180.655213.7884.9721.385kPa80.6554.92/2213.78880.6554.92/62hp22

1189.099385.2487.12038.932kN189.0997.12/2385.248189.0997.12/62hp32

1469.405642.93863337.029kN469.40562/2642.938469.40562/62hp42

2-2ADC區(qū)段C9MT112.38320121430.44620125620.183201229370.124kNMp63.4000.674.97.160.22721.3852.0817.160.222038.9323.14660.223337.0292.8440.22733.34747380.546kNMa7.1250.38330.525.9210.2393021.2460.43429.022.45723.02727.8462.22118.22991.1642.13913.323.357 .8032.8770.2266.33760076.228kNsMTs

29370.12447380.5461.27

X米處，根據(jù)TcEa2解得XM1112.3832.981.75717.1250.3831.51.7575.9210.2390.9821.2460.4341.75778.089267.164kNX米處，根據(jù)TcEa2解得XM2112.383(8.980.6181)430.446(8.980.6185)7.125(0.3831.5(2.4570.618)75.473X米處，根據(jù)TcEa14.113X)2解得XM3112.383(8.984.6261)430.446(8.984.6265)620.183(8.984.62664.626)433.011(2.4574.626)695.7803023.279kNX米處，根據(jù)TcEa112.383430.446620.18363.4721.3852038.932(469.405228.922X)X2(285.790285.79013.337X)2解得XM4112.383(25.782.3331)430.446(25.782.3335)620.183(25.782.3339)63.4(0.674.97.12.333)721.385(2.0817.12.333)2038.932(3.146 (0.43464.84.97.12.333)433.011(2.4574.84.97.12.333)(3.3572.333)3.3572.3332-9支護(hù)樁彎矩（kN·mABC段ADC段值，實(shí)取Mmax=705.12kN·m。afyAs 3605890.8

fc

16.78002410.75a20.510.75a20.5αt1.252αsinαsin0.3191800.843M2c2

r3sin3απfyAsrssinαisinαtπ3605890.84500.843 3

989.051kNm 冠梁、圍檁計(jì)

第三章支撐結(jié)構(gòu)設(shè)計(jì)計(jì)算3-1支撐軸力AB段BC段0.6m3T1max=126.622kN，L=7.5m，h=1200mm，c=35mm，h0hc1200351165mmM1.251.11126.6227.52816.118kNmα fbh

0.045

γs0.5112s0.51120.0450.977 AsAs'

γsf

0.9773001165V1.251.11126.6227.520.25fcbh00.2516.780011653891kN0.7ftbh00.71.5780011651024.268kN因?yàn)?.7ftbh0 V且所以smax400mm，dminA10@200

0.24

0.241.57ρ4800

1.96103

T2max=430.446kN，L=8.0m，h=1200mm，c=35mm，h0hc120035M1.251.11430.4468.022456.604kNm圍檁的線剛度iw

EI1

100012003

2 4000

J

0.662MMJ2456.6040.662α fc

216.70

0.072αs,maxγs0.5112s0.51120.0720.963 AsAs'

γsf

4831.920mm0.9633001165V1.251.11430.4468.020.25fcbh00.2516.7100011654863.875kN0.7ftbh00.71.57100011651280.335kNAsvV0.7ftbh0 1.25fyv2367.4531030.71.57100011651.25因?yàn)?.7ftbh0V所以smax300mm，dminAsv452.42.2621.811 0.24ft0.241.57

ρ4113.11000

2.262103

M1.251.11633.658.023646.767kNm圍檁的線剛度iw

EI1

140016003

2 4000

J

MMJ3646.7670.758α fc

216.70

0.048αs,maxγs0.5112s0.51120.0480.975 AsAs'

γsf

0.9753001565V1.251.11633.658.020.25fcbh00.2516.7120013656838.65103kN0.7ftbh00.71.57120013651800.162kNAsvV0.7ftb 1.25fyv3485.0751030.71.57120013651.25因?yàn)?.7ftbh0V所以smax300mm，dminAsv452.43.0162.441 0.24

0.241.571.256103＜0.2%，故

ρ4113.6

2.524103

支撐設(shè)計(jì)計(jì)第一道支撐計(jì)算（鋼筋混凝土截面尺寸為700×500，C35T1max=126.622kN，支撐最大間距7.5m，立柱最大間8.5mq11.251.10.70.52512.031

112.0318.5286.924kNmq2

1108.5272.25kNmM3Ne1305.7898.50.00333.298kN計(jì)算偏心距e0MNeie0ea170.732mmL/h=8.5/0.7=12.143＞5.01ξ0.5fcA0.516.77005002.238,取ξ1 ξ21.150.01L/h1.029η 1

ξ1400

111

8.50.66518.5 則eηeih/2aNbξ

00.5516.71030.50.6653054.013kNx αfcb

1305.78916.7AA'Neαfcbxh0f fy

-1305.789565.63510316.7500156.382665300665故按最小配筋率配筋A(yù)sAs'0.002bh0.002500700N1.251.1126.6226/sin4q11.251.10.50.525

18.5948.485261.871kNmq2

1108.485261.871kNmM3Ne1477.3328.4850.00337.605kN計(jì)算偏心距

M116.068mmeieoea136.068mmL/h=8.485/0.5=16.97＞5.0ξ0.5fcA0.516.75005001.413,取ξ1 η 1

ξ1400

111

10.980 則eηeih/2aNbξ

00.5516.71030.50.4652135.513kNx αfcb

1477.33216.7AA'Neαfcbxh0f fy

1477.332459.44810316.7500176.926465300465>

0.002bh0.002500500第二道支撐計(jì)算（y取A600，t16，Q235A級(jí)鋼熱軋無(wú)縫，f235N/mm2，f215N/yA（R2-r2） I

-

IAi IAl0i

41.152由 41.152，查表得NN

1.251.18.0430.446103171.776N/mm2f0.93929355自重G0.0246615t（Dt）9.82258.283N/ 6003 5684W （1- 600M1.251.11M彎

1.15

177.617Nmm2f8.5l0i

41.152150，滿足要fN1.251.18.0

171.776N/mm2 0.939 10（ ）136.806 10（ N1.251.16430.446/sin4562l062l0i

41.079由 41.079，查表得NN

5022.126103182.196N/mm2f0.93929355自重G0.0246615t（Dt）9.82258.283N/ 6003 5684W （1- 600M彎M

1.251.11 1.15

7188.017Nmm2f8.485l0i

41.079150，滿足要fN

177.656N/mm2 0.963

）132