模板-计算书设计计算书

降排 监 技术要 监测内 观测要 应急措 其 第二章支护结构设计计 计算简 设计计算参数的确 支护结构设计计 ABC段C1勘探孔支护体计 ADC段C9勘探孔支护体计 支护桩配 第三章支撑结构设计计 冠梁、围檩计 冠梁设 第一道围檩设 第二道围檩设 支撑设计计 第一道支撑计算（钢筋混凝土 第二道支撑计算（ 第三道支撑计算（ 立柱及立柱桩设计计 立柱计 立柱桩验 第四章基坑止水降水设 止水降水设 第五章电算结 ABC段（C1孔）计 ADC段（C9孔）计 参考文 致 靖江市港口局办公大楼基坑支护设设计过程中，应该采用何种支护方案，除了与基坑深度直接有关外，更主要的是根据之后进行配筋计算。再使用理正进行校核，最后给出施工图。：基 支护设计 支撑结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第一章支护结构设计方案综合说明工程概工程名称：靖江港口商业办公楼基坑支护设计（12.0米；地质概②粉土夹粉质粘土：黄色，2.01.0～5m，平均1.81m；层底标高1.00～0.16m，平均0.26m。双桥静力触探q平均值为1.297P，f平均值为17kP；压缩系数12为0.35P－1，属高压缩性土。-4.76m，平均-5.53m；层底埋深：7.00～10.00m，平均8.44m。双桥静力触探qc平均值为-26.17m,平均-26.83m。双桥静力触探qc平均值为9.2981MPa,fs平均值为141kPa。标贯实测均5.61m；层底标高-17.65～-13.66m,平均-15.85m。双桥静力触探qc平均值为2.054MPa,fs平-21.51m,平均-22.27m。双桥静力触探qc平均值为4.143MPa,fs平均值为54kPa。压缩系数α1-为0.22MPa－1，属中压缩性土⑦粉质黏土：灰色，软塑～可塑，切面有光泽，无摇震反应,富含有机质，干强度中等，夹有厚度不等的稍密状态粉砂。厚度为1.00～12.00m，平均8.17m；层底标高：-38.84～-29.94m，平均-35.77m；层底埋深：33.00～41.50m，平均38.55m。该土层分布较稳定，双桥静探qc平均值为3.150MPa,fs平均值为72kPa。压缩系数α1-2为0.27MPa－1，属1-1抗剪强度（固结快剪γsat①—②③④⑤⑥⑦支护方勘察公司提供的岩土工程勘察报告（勘察：20131047建设方提供的与基坑支护设计相关的其它资料和信息 《建筑结构荷载规范》（GB50009-行业标准《建筑基坑支护技术规程》（JGJ120-《建筑地础设计规范》（GB50007-国家规范《建筑基坑工程监测技术规范》（GB50497-《混凝土结构设计规范》（GB50010-国家规范《混凝土结构工程施工质量验收规范－GB50204-2002国家规范《建筑地础工程施工质量验收规范－GB50202-2002国家规范《钢筋焊接及验收规程－JGJ18-2003幕采用A650@900的三轴搅拌桩，坑内采用管井降水。800mm1000mm，采用该种支护形式刚度较大，变形较小；易于设置内支撑，能很好的控制支护结构的变形，减小基坑开挖及结构施工期间对周边环境周边施工空间的因素，圈梁顶标高设置在地面下0.6m，即-0.6m，一层支撑中心标高为-1.000m，二层支撑中心标高为-5.000m位置，三层支撑中心标高为-9.000m位置水帷幕采用A650@900的三轴轴搅拌桩。设计计取1.1；

tan2(45i2tan2(45i2土方到冠标高下0.5m；2.方到二层支撑设计标高下0.5m；4.工况6.浇筑三层围檩、支撑；.C9勘探围护体内力及稳定性进行计算。其主要计算结果见表1-2~1-3。1-2支撑轴力AB段BC段1-3支护桩弯矩（kN·mABC段ADC段1-4WHZ-1-5A600t=16Q235AA600t=16Q235AA800t=16Q235AA800t=16Q235A施工技术要HRB400HRB335级钢筋，二层支撑HPB300级钢筋；焊条：HPB300Q235BE43xx型焊条，HRB335E50xx钢筋笼应经中间验收合格方可安装四块，垫块纵向间距3米。作为围护桩时沉渣厚度<200，作为立柱桩时沉渣厚度小于50mm，超灌长度500mm；拌时钻头的提升速度不得大于1.0m/min,下沉速度不得大于0.5m/min.施工时应保证前台密切配合，断浆，如因故障停浆，应在恢复施工前先将搅拌头下沉0.5m后在注浆搅拌施工，以保证搅拌桩的连续性。幕时若应时间过长无法搭接、搭接不良或遇物无法施工时，应对搭接不良、遇物无法施工处具置以绝对坐标记录在案。并经监理、设计单位确认后，在搭接处采取合面积不得大于总面积的50％；沉渣厚度小于5厘米（混凝土浇筑前）；105检测，检测数量不得少于总桩数的2%，且不得少于3根。宜少于5根，并应根据设计要求进行单轴抗压强度试验；土方开挖与降30cm以上，且铺设走道板，监变形对周围建筑物的影响，每隔20米左右设置一个观测点；情况，在围护桩部位每20米左右设置一个观测点；监测方案及施工组织设计，并报本设计单位确定后方可执行；值如果位移发生在开挖阶段，应立即停止部位的开挖，如果连续3天报其 计算简

第二章支护结构设计计算该基坑周边自然地面标高为±0.00m，基坑底标高为-12.0m12m。本计算根2-1设计计算参数的确2-12-2号γcφ①-②③④土⑤⑥⑦支护结构设计计ABCC1三层支撑中心标高为-9.000m。该孔位超载取q0=20kPa；水位位于自然地面下2.0m2-3①②③④⑤⑥⑦厚度①杂填土ea12000.5892100.7673.560kPa设第①层中距离顶 的距离处土压力为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

对土压力零点取矩，设第一道支撑轴力为Tc1，根据下式 ha1Eachp1Epc h Tc14.6608.7477.5648.01926.7727.043361.101.513158.632得Tc1ea1上2000.5892100.767 的距离处土压力为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为第一、二道支撑的间距hh

Tc24.66014.3927.56413.66426.77212.688361.1019.118617.811/12.762.582得Tc2ea1上2000.5892100.767设第①层中距离顶面X的距离处土压力为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

第三道支撑轴力为Tc3ha1Eachp1EpcTcihTihc3di d为T到T的距离

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 的距离处土压力为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米处，根据TcEa2解得XM1126.6223.161.50814.6600.311.91.5087.5640.3221.1626.7720.5061.50868.340252.103kNX米处，根据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米处，根据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米处，根据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)773.954ADCC9三层支撑中心标高为-9.000m。该孔位超载取q0=20kPa；水位位于自然地面下2.0m2-3①②③④⑤⑥⑦厚度①杂填土 2000.5892100.7673.560kPa设第①层中距离顶 的距离处土压力为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。故土压力零点距离坑底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

对土压力零点取矩，设第一道支撑轴力为 ，根据下式 ha1Eachp1Epc h Tc17.1257.4185.9216.75421.2465.969382.6352.285/5.53.015得Tc1 2000.5892100.7673.560kPa设第①层中距离顶 的距离处土压力为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

对土压力零点取矩，第一道支撑轴力为112.383kN，设第二道支撑轴力为 ，根据 ha1Eachp1EpcTc1hT2hc2dd为第一、二道支撑的间距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设第①层中距离顶 的距离处土压力为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

第三道支撑轴力为Tc3ha1Eachp1EpcTcihTihc3di d为T到T的距离

.3282.89563.40011.65721.3858.1611660.351112.38324.7654430.44624.765/24.76得Tc3 2000.5892100.7673.560kPa设第①层中距离顶 的距离处土压力为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区段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米处，根据TcEa2解得XM1112.3832.981.75717.1250.3831.51.7575.9210.2390.9821.2460.4341.75778.089267.164kNX米处，根据TcEa2解得XM2112.383(8.980.6181)430.446(8.980.6185)7.125(0.3831.5(2.4570.618)75.473X米处，根据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米处，根据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支护桩弯矩（kN·mABC段ADC段值，实取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、围檩计

第三章支撑结构设计计算3-1支撑轴力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因为0.7ftbh0 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围檩的线刚度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因为0.7ftbh0V所以smax300mm，dminAsv452.42.2621.811 0.24ft0.241.57

ρ4113.11000

2.262103

M1.251.11633.658.023646.767kNm围檩的线刚度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因为0.7ftbh0V所以smax300mm，dminAsv452.43.0162.441 0.24

0.241.571.256103＜0.2%，故

ρ4113.6

2.524103

支撑设计计第一道支撑计算（钢筋混凝土截面尺寸为700×500，C35T1max=126.622kN，支撑最大间距7.5m，立柱最大间8.5mq11.251.10.70.52512.031

112.0318.5286.924kNmq2

1108.5272.25kNmM3Ne1305.7898.50.00333.298kN计算偏心距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 则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AsAs'0.002bh0.002500700N1.251.1126.6226/sin4q11.251.10.50.525

18.5948.485261.871kNmq2

1108.485261.871kNmM3Ne1477.3328.4850.00337.605kN计算偏心距

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

ξ1400

111

10.980 则eηeih/2aNbξ

00.5516.71030.50.4652135.513kNx αfcb

1477.33216.7AA'Neαfcbxh0f fy

1477.332459.44810316.7500176.926465300465>

0.002bh0.002500500第二道支撑计算（y取A600，t16，Q235A级钢热轧无缝，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弯

1.15

177.617Nmm2f8.5l0i

41.152150，满足要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弯M

1.251.11 1.15

7188.017Nmm2f8.485l0i

41.079150，满足要fN

177.656N/mm2 0.963

）132