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摘要上海实业办公楼基坑工程支护设计，该工程基坑面积1500m²，场地位于上海市西南外围，沿元江路中心线分布，西起沪闵路，东至虹梅南路间.本工程为24层商办楼1栋，16层住宅楼3栋，基坑周长为30×50m，基坑深9.6m。基坑支护的要求有：保证基坑四周边破稳定性，保护基坑四周相邻建筑物和地下管线在基坑工程施工期间不受损害，保证基坑工程施工作业面在地下水位以上。如何对此基坑进行支护，可采取如下四种方案：桩墙锚杆支护结构、土钉墙与防渗帷幕支护体系、水泥土搅拌桩支护和SMW工法支护。由于桩墙锚杆支护结构在计算锚杆时锚固段过长，不符实际，予以排除；水泥土搅拌桩，各项系数都已取到最大仍不符合要求，也予以排除；SMW工法比较适用于本工程，但造价较高，且此种方法在国内尚不完善，很多都为经验结果，工程保障不大故也排除不用，最后选用土钉墙支护。土钉墙支护不但可节省造价，且施工快速，方便，无噪音，无环境污染，具有较好的发展前景。土钉墙可看作一个重力式挡土墙，土钉间距为1.25m，长7.7m，土钉杆直径为32mm，其倾斜角度为12°。止水帷幕为水泥土搅拌桩墙，只是简单的隔水，对强度无严格要求，所以比较经济合理。AbstractTheengineeringisbracingoffoundationpitdesignofShanghaigladindustryandcommerceofficeofrainbowbuilding.Thefoundationpitareasis1500m2.ThebuildingislocatedthesouthwesternperipheryofShanghaicity,anddistributingalongYuanJianglu'scentreline.Theengineeringincludesisa24-storeybuildingand316-stroeyresidencebuilding.Thepitperimeterid30×50m,thedepthis9.6m.Requirementsofbracingoffoundationpitinclude:ensuringfoundationpitslopestabilityandallaroundbuildingsandundergroundlineinbracingoffoundationpitconstruction,andfoundationpitconstructionworkingfaceabovethegroundwaterlevel.Howtobrace,fourkindsofschemescanbeadoptedasfollows:wallanchorpoleprotrudestoprotectstructureandsoilnailwallandguardingagainstandoozesthattheheavycurtainprotrudestoprotectsystemandcement-mixingpileandbracingofSMWmethod.Soilnailwallisadoptedlast,becauseanchoragelengthofanchoristoolonginbracingofpilingwallandanchorandcement-mixingpilecannotmeetrequirementandconstructioncostofSWMmethodistooexpensive.Notonlythatsoilnailwallcansaveconstructioncost,andconstructionperiodisshort,andconvenient,noenvironmentpollution,andalsopossessesthebetterdevelopmentforeground.Soilnailwallcanberegardedasthegravitytyperetainingwall.Thesoilnailintervalis1.25m,andthelengthis7.7m.Soilnaildiameteris32mm,anditsbankangledegreeservesas12°.Preventingwaterheavycurtainadoptscement-mixingpilingwall,forseparateswatermerely,sothemethodisfairlyeconomy.目录1.工程概况·····························································11.1环境概况···························································11.2场地工程地质水文地质条件········································12.方案论证·····································································22.1技术可行性··························································22.2经济合理性··························································42.3工程可靠性··························································53.工程设计计算··························································53.1基坑止水帷幕的设计··················································53.1.1选择方案··························································53.1.2止水帷幕的设计····················································63.1.3施工工艺··························································83.1.4施工要点·························································123.1.5质量检验·························································143.1.6安全措施·························································173.2土支护设计计算·····················································173.2.1土钉几何尺寸确定·················································183.2.2土钉内部稳定性分析···············································183.2.3土钉外部稳定性分析：··············································203.2.4计算机程序······················································233.2.5土钉墙施工工艺···················································263.2.6人员设备及其管理措施·············································283.2.7组织机构·························································293.3单锚排桩深埋支护设计计算···········································293.3.1土压力计算与受力分析·············································293.3.2计算桩入土深度···················································313.3.3最大弯矩的计算···················································323.3.4桩设计计算·······················································323.3.5锚杆设计计算·····················································343.4深搅桩的设计·······················································353.4.1断面设计·························································353.4.2结构整体稳定性验算···············································363.5SMW工法的设计计算·················································363.5.1SMW挡土墙的设计与计算··········································363.5.2水泥土桩墙的设计·················································414.设计参考文献························································425.专题论文····························································436.论文参考文献························································537.英文及翻译··························································55上海虹欣实业办公楼基坑工程设计第1页共67页1.工程概况该工程位于上海市西南外围，沿元江路中心线分布，西起沪闵路，东至虹梅南路间，本工程为24层商办楼1栋，16层住宅楼3栋，基坑周长为30×50m，基坑深9.6m。1.1环境概况场地西侧为沪闵路，距开挖线最近处约9m有一条直径800mm高压煤气管，北侧紧邻一栋8层办公楼，距基坑8m，南侧为一居民小区，距基坑10m。1.2场地工程地质水文地质条件场区地形较为平坦，工程地质条件如下：①层：杂填土，松散，层厚平均为2.1m，下部多为生活垃圾，含有机质，和少量的建筑垃圾，地层下部约有30㎝的素土。②层：褐黄色粘质粉土，可塑，层厚平均为1.2m，含褐色、褐黄色Fe、Mn质氧化斑及结核，向下状态变软，粉粘含量增加，局部呈粉质粘土。③层：灰色砂质粉土与淤泥质粉质粘土互层，中密～流塑，层厚平均为6.0m，层状～薄层状，砂质粉土厚5～20cm，局部呈粉土层状，淤泥质土含量下部较高，逐渐向淤泥质粘土过渡。④层：淤泥质粘土，层厚平均为7.8m。⑤层：粘土，含有机质及泥质结核，层厚平均为3.0m。⑥层：暗绿～草绿色粉质粘土，层厚平均为5.4m，见氧化物斑点及细小结核。水文地质条件如下：场地浅层土中地下水属潜水类型，主要补给来源为大气降水及地表径