旧村改造深基坑土方开挖施工方案

'石家庄小谈村旧村改造项目土方开挖方案编制：审核：审批：二零一二年五月十三日30 目录1、编制依据32、工程概况33、施工部署44、土方开挖方案55、质量技术组织措施76、主要管理措施87、雨季施工108、应急预案119、土坡稳定性计算计算书（一）....................1210、土坡稳定性计算计算书（二）....................1511、土钉墙支护计算计算书..........................1930 土方开挖施工方案1、编制依据该施工方案编制的主要依据：招投标文件、设计图纸、本工程施工组织设计；建设部现行规范、规程及石家庄市有关规程。主要规范、规程如下：建质《2003（82号）》建筑工程预防坍塌事故若干规定《建筑边坡工程技术规范》GB50330-2002《建筑与市政降水工程技术规范》（JGJ/T111-98）《建筑地基基础工程施工质量验收规范》(GB50202-2002)《建筑施工安全检查标准》（JGJ59-99）《建筑施工手册》（第四版）2003年《建筑工程施工质量验收统一标准》GB50300-2001《建筑机械使用安全技术规程》JGJ33-2001《岩土工程手册》建筑工业出版社1995年《石家庄小谈村旧村改造北区岩土工程勘察报告》2、工程概况项目位于石家庄市苑东街西侧，工农路南北两侧；设计%%P0.000标高相当于绝对标高见总平面定位图；建筑性质：住宅楼；本工程建筑面积、建筑层数、建筑高度、结构形式等见表1：30 本项目地上各层层高为3.15m，地下室一层层高为3.05m，地下室二层层高为2.60m，地下室三层战时为人防层高为3.250m；建筑设计抗震设防烈度：七度；建筑设计合理使用年限为50年；本建筑屋面防水等级为Ⅱ级，地下室防水等级为二级。本工程拟建物及其附属车库基础为深基础，开挖深度约为9米（自然地坪标高约-1.000m），将按自东向西顺序开挖，开挖步骤分为两步进行，第一步开挖至标高-6.850（10#及15#浅基坑标高），第二步自标高-6.850开挖至-10.100，基坑边坡放坡系数不小于1:0.4，因基坑南侧及西侧坑壁较高，故在土方开挖过程中需采取基坑护壁措施（本工程采取土钉墙支护），具体施工顺序详见附图。3、施工部署因本工程占地面积较大，土方施工工程量较大，且工期较紧，故安排3台挖掘机进行同时施工。其中第一步施工部位2台，第二步施工部位1台。30 4、土方开挖方案4．1开挖边线确定：首先，测量人员根据甲方提供的控制点，定出本工程基坑轴线；然后按基底砼垫层外边线每边加工作面600㎜定出基坑开挖下口线，再按1:1（开始1.5m范围内）及大于1：0.4（1.5m以下）放坡开挖，本工程深基坑采用二级放坡开挖，首先按二级放坡不加中间平台和坑底工作面宽度放出基坑开挖上口线，按照开挖边线1：1放坡开挖1.5m，然后放出下一级边坡开挖边线，然后按照开挖边线1：0.4放坡开挖至坑底设计标高。在具体基坑开挖过程中结合开挖实际深度定出开挖上口线，并撒灰线标记开挖边线及变坡位置。4．2开挖方法：1）、机械挖土，随挖土随修整边坡。在开挖至距离坑底500mm以内时，测量人员抄出500mm水平线，在基槽底钉上水平标高小木桩，在基坑内抄若干个基准点，拉通线找平，预留200mm土层人工清理。2）、机械开挖至最后一步时，测量人员随即放出基础承台线，由人工挖除200mm预留土层，并清理整平，及时进行垫层的浇筑，防止基底土水份蒸发损失，导致土体积膨胀。4．3开挖注意事项：1）、坑底及坡顶四周做好排水措施，在地面设置截水沟，基坑内设集水井，采用明排水的方法，沿坑底周围开挖300W*200H排水沟，使水流入1000L*1000B*1000H集水井（西南角及东南角各设置一个集水坑），用水泵排到业主要求的雨水沉砂池（或市政排水管网），30 防止雨水及地下水浸泡基土，每日对土壁稳定情况进行例行检查（下雨天气应加大监视次数），在确定安全情况下方可继续工作。2）、土方开挖过程中，土钉墙基坑护壁施工应及时配合现场土方开挖进度对已完成的基坑部位进行及时护坡。3）、清底人员必须根据设计标高作好清土工作，因桩顶高出基底200㎜，为保护桩基，坑底必须预留200㎜余土采用人工开挖。4）、机械开挖过程中以及停置和进出场应注意安全，随时配合挖运土做好现场清洁工作，做到文明施工。4．4异常情况处理：开挖过程中，施工人员要随时注意观察基坑土质变化及边坡稳定情况，出现异常情况，立即报告。（1）场内如有暗浜或软弱夹层，应将於泥全部清除干净，用砂石分层夯实至设计标高；（2）开挖过程中如遇滑坡迹象，应立即暂停施工，报告业主并主动采取应急措施，在转移工人的同时，将滑坡现场进行封锁；测量人员根据滑坡迹象设置观测点，以便观测坡体平面及竖向位移，为应急措施提供重要的原始资料。4．5土方回填：1）回填土前应将基坑底或地坪上的垃圾等杂物清理干净，肥槽回填前，必须清理到基础底标高，将回落的松散垃圾、砂浆、石子等杂物清除干净。2）检验回填土的质量有无杂物，粒径是否符合规定，以及回填土的含水量是否在控制的范围内；如含水量偏高可采用翻松，晾晒或均匀掺入干土等措施；如遇回填土的含水量偏低，可采用预先洒水润湿等措施。3）回填应分层铺摊。每层铺土厚度应根据土质、密实度要求和机具性能确定。一般蛙式打夯机每层铺土厚度为200~250mm；人工打夯不大于200mm。每层铺摊后，随之耙平。4）回填土每层至少夯打三遍。打夯应一夯压半夯，夯夯相接，行行相连，纵横交叉。并且严禁采用水浇使土下沉的所谓的“水夯”法。5）深浅两基槽回填时，应先填夯深基坑，填至浅基坑相同标高时，再与浅基础一起填夯。如必须分别填夯时，交接处应填成阶梯形，梯形的高宽比一般为1：2。上下层错缝距离不小于1.0m。6）回填房心及管沟时，为防止管道中心线位移或损坏管道，应用人工先在管道两侧填土夯实。并应由管道两侧同时进行，直至管顶0.5m30 以上时，在不损坏管道的情况下，方可采用哇式打夯机夯实。在抹带接口处，防腐绝缘层或电缆周围，应回填细粒料。回填土每层填土夯实后，应按规范规定进行环刀取样，测出干土的质量密度；达到要求后，再进行上一层的铺土。7）修整找平，填土全部完成后，应进行表面拉线找平，凡超过标准高程的地方，及时依线铲平，凡低于标准高程的地方，应补土夯实。5、质量技术组织措施建立以项目经理为负责人的质量保证体系。开工前组织全部进场人员学习施工方案，熟悉图纸及地质状况，对机械操作手进行技术交底，要求掌握施工的技术要点。每一道工序开工前，学习规范要求，精心施工。完工后，进行严格自检，不合格者坚决返工，按国际ISO9002认证标准与要求进行全过程的质量管理。土方开挖工程质量验收标准项序检查项目允许偏差或允许值（mm）检查方法柱基基坑基槽挖方场地平整管内地（路）面基层人工机械主控项目1标高-50±30±50-50-50水准仪检查2长度、宽度+200-50+300-100+500-150+100经纬仪、钢尺3边坡设计要求观察、坡度尺一般项目1表面平整度2020502020用2m靠尺和楔形塞尺2基低土性设计要求观察或土样分析注：地（路）面基层的偏差只适用于直接在挖、填方上做地（路）面的基层。5．2土方回填工程质量验收标准项序检查项目允许偏差或允许值（mm）检查方法柱基基坑基槽挖方场地平整管内地（路）面基层人工机械30 主控项目1标高-50±30±50-50-50水准仪检查2分层压实系数设计要求按规定方法一般项目1回填土料设计要求取样检查或直观鉴别2分层厚度及含水量设计要求水准仪及抽样检查3表面平整度2020302020用靠尺或水准仪项次项目允许偏差值（mm）检验方法1标高+0-50水准仪检查2长度、宽度-0由设计中心向两边拉尺量3边坡坡度不允许坡度尺检查6、主要管理措施6．1安全管理及防护技术措施按照我公司职业健康安全管理手册、程序文件严格对现场安全防护进行控制。现场成立安全领导小组，工地设专职安全员，全面负责安全生产及各种安全教育活动，由工程部组织有关部门对现场进行经常性检查，发现隐患及时组织人员整改。保证无重大事故。场内按各阶段施工情况在进出口和危险区挂宣传画、色标、标牌及标语，各种防护部位防护到位。各种标牌应挂齐，并挂在醒目部位处，符合OHSAS18001标准。基坑的防护1）土方开挖要探明地下管网，防止发生意外事故；2）在距基坑边0.6米周围用φ48钢管设置两道护身栏杆,立杆间距4米,高出自然地坪1.8米,埋深0.8米.基坑上口边1米30 范围内不许堆土、堆料和停放机具。各施工人员严禁翻跃护身栏杆。基坑施工期间设警示牌，夜间加设红色灯标志；3）基坑外施工人员不得向基坑内乱扔杂物，向基坑下传递工具时要接稳后再松手；4）坑下人员休息要远离基坑边及放坡处，以防不慎；5）施工机械一切服从指挥，人员尽量远离施工机械，如有必要，先通知操作人员，待回应后方可接近。6．2施工现场场容管理措施1）施工现场执行“谁主管，谁负责”的原则，工地项目经理对施工现场管理工作全面负责，一切与建设工程施工活动有关的单位和个人，必须服从管理。2）现场施工道路为砼路面，保持畅通，禁止路面堆放材料、设备；雨季有可行的排水措施，配备2寸潜水泵10台，现场设置排水沟，及时将现场雨水排入原有雨水管道；3）进入现场的土方机械及材料不用时要堆放整齐，不得混乱，每天安排专人保持现场的整洁；4）进入施工现场的所有人员必须佩带安全帽，非施工人员不准进入施工现场；5）各种机械定期保养，机械操作人员建立岗位责任制，做到持证上岗，严禁无证操作；6）天气干燥时，现场适量洒水，减少扬尘；7）施工现场全体管理人员佩带胸卡。6．3环境保护措施：1）土方由合格的运输单位施工，并签订运输合同，在合同中明确公司的坏境要求。在现场出入口设专人清扫车轮，并拍实车上或严密遮盖，运载工程土方最高点不超过车辆槽帮上沿50CM，边缘不高于车辆帮上沿10CM，严禁沿途遗洒。并安排专人负责清扫道路。2）施工现场干燥时，应洒水润湿，以防尘土飞扬；3）施工材料不得堆放在施工道路上，以保证运输通畅；6．4现场消防保卫管理措施1）在施工现场建立防火领导小组、义务消防员、治保会、社会综合治理小组，设一名领导干部具体负责消防保卫工作，并建立每月召开一次例会制度。2）施工现场工作坚持“预防为主，防消结合”的工作方针，认真贯彻《中华人民共和国消防法》和江苏省的《消防条例》，逐级落实防火责任制，利用多种形式对员工进行广泛的宣传教育，做到人人重视消防工作；同时将消防保卫工作纳入生产管理议事日程，与生产同计划、同布置、同检查、同落实、同评比。3）参加施工的所有人员，入场前都要进行“四防”30 教育和考试。坚持每月和重大节日、社会政治活动前教育一次，学习现场的各项规章制度和国家法规，使每一个施工人员做到制度明确、安全生产、文明施工。4）现场采用非易燃材料做临设，施工现场的生活、加工、仓储、办公室与在施工程分开设置；5）易燃、剧毒物品分类专库管理，严格进出库手续，进行易燃、易爆化学危险品操作时，必须保证通风良好，禁止与电气焊等明火作业交叉操作。6）加强现场明火作业管理，严格用火审批制度。现场用火证，统一由保卫负责人员签发，并有书面安全防火技术交底。7）现场设吸烟区，在明显位置贴吸烟管理要求和标志，配备烟头容器和灭火器材，吸烟应到吸烟区，现场其它地方禁止吸烟。8）现场架设照明线路及安装各种电器设备，必须由正式电工操作，非电工人员不准操作；9）施工现场消防器材统一由保卫人员检查，保证灭火器材完好有效，不准他人擅自乱移、乱用；施工现场道路宽度不低于3.5m。10）对现场的要害部位及成品保护工作，坚持“谁主管、谁负责，谁施工、谁负责”的原则，把责任落实到人，根据现场实行情况，采取减少出入口，分片控制出入人员，具体办法由保卫人员负责制定。7、雨季施工该分项工程将遇雨季施工，雨季施工采取以下措施：1、建立以项目经理为组长的雨期施工领导小组：组长：项目经理副组长：技术负责人、生产负责人成员：项目部各职能管理员及施工队长、各班组长2、工程开工后，施工队伍进入现场首先进行现场排水设计，并按设计要求完成现场排水管道施工，保持现场无积水、施工道路畅通。3、施工现场中所有机械、机电设备采取防雨措施，已开挖的基坑雨后及时排除坑内积水。4、及时收听天气预报，土方开挖尽可能避开雨天施工，施工现场准备足够的塑料布，以备突然降雨时对未达到强度的砼、机械设备、土方等覆盖。5、对地表水进行有组织排放。6.施工技术措施6.1、土方开挖时尽量避开雨天，如遇下雨土方开挖应立即停止，机械设备退场，禁止雨天作业，以防不安全因素的产生。30 6.2、未做支护的边坡，如遇雨天，应采取塑料布覆盖边坡的方式，防止雨水冲刷边坡，避免不安全因素的发生。6.3、雨天基坑内如有积水，应立即用水泵抽水或其它排水措施，防止雨水泡槽。6.4、雨天作业时，应采取必要的防滑措施。6.5、在基坑的顶面和基坑底面设置排水沟和积水坑，利用抽水泵进行面排水。7、安全生产7.1、加强安全教育，认真作好防洪、防雷、防触电、防火、防风暴、防滑、防暑等工作，通过交底贯彻到班组。7.2、经常检查施工用电，电闸箱、机电设备有完善的保护接零，可靠的防雨、防潮措施。绝缘良好，严防漏电，设漏电保护器，手持电动工具佩带齐个人安全保护用具。7.3、随时检查边坡的稳定情况，如发现边坡有裂缝等不安全因素，应立即停止该处施工，上报项目部安全及技术人员，确定无安全隐患后方可继续施工。7.4、施工电源线的在雨季时要架高，架高高度不低于2m，避免漏电；7.5、尽力改善工作环境，调整作业时间。7.6、雨天作业时，应采取必要的防滑措施。7.7、在基坑底面设置排水沟和积水坑，利用抽水泵进行地面排水。8、应急预案（一）土方坍塌的预防和监控措施施工前，项目技术负责人或施工员应向作业班组进行技术、质量、安全交底，分工明确，责任落实到人。土方开挖时，必须有专人在现场统一指挥，按既定方案和程序施工。对于挖出的泥土，要及时运走或按规定放置，不得随意堆放。施工中应严格控制建筑材料、模板、施工机械、机具或其他物料在坑边堆放，以避免产生过大的附加荷载，造成基坑边坡失稳造成土方坍塌。深基坑开挖完后，应尽量缩短暴露的时间，以防其他不可预见的因素造成基坑边坡失稳造成土方坍塌。基坑开挖过程中，自始至终应作好监测。根据具体周边环境设置监测控制点，按规定每日监测并作好记录，当发现监测数据超标准应及时报告并采取有效措施，防止基坑边坡土方坍塌。（二）基坑土方坍塌现场应急措施当边坡变形过大，变形速率过快，周边环境出现开列等险情时应立即停止施工，根据险情原因采取如下应急措施30 坡脚被动区临时压重——将原预备好的砂包抛（堆）至基坑坡脚；坡顶地面主动区域卸土减载，并严格控制卸载程序；作好排水、封面处理；对险情段加强监测。9、土坡稳定性计算计算书（一）本计算书参照《建筑施工计算手册》、《实用土木工程手册》第三版、《地基与基础》第三版、《土力学》及《石家庄小谈村旧村改造项目北区岩土工程勘察报告》等相关文献进行编制。计算土坡稳定性采用圆弧条分法进行分析计算，由于该计算过程是大量的重复计算，故本计算书只列出相应的计算公式和计算结果，省略了重复计算过程。本计算书采用瑞典条分法进行分析计算，假定滑动面为圆柱面及滑动土体为不变形刚体，还假定不考虑土条两侧上的作用力。本计算书中土壤类别为粘性土（图纸设计），不考虑10#与12#中间条形基础土方采取后开挖施工顺序对12#基坑侧壁及10#地基承载力的影响，故放坡宽度为5m。一、参数信息:条分方法：瑞典条分法；条分块数：20；不考虑地下水位影响；放坡参数：序号放坡高度(m)放坡宽度(m)平台宽度(m)条分块数13.205.0020.000.00荷载参数：序号类型面荷载q(kPa)基坑边线距离b0(m)宽度b1(m)1满布200.000.000.00土层参数：序号土名称土厚度(m)坑壁土的重度γ(kN/m3)坑壁土的内摩擦角φ(°)内聚力C(kPa)饱容重(kN/m3)1粘性土15.0018.0020.0023.5022.00二、计算原理:30 根据土坡极限平衡稳定进行计算。自然界匀质土坡失去稳定，滑动面呈曲面，通常滑动面接近圆弧，可将滑裂面近似成圆弧计算。将土坡的土体沿竖直方向分成若干个土条，从土条中任意取出第i条，不考虑其侧面上的作用力时，该土条上存在着：1、土条自重，2、作用于土条弧面上的法向反力，3、作用于土条圆弧面上的切向阻力。将抗剪强度引起的极限抗滑力矩和滑动力矩的比值作为安全系数，考虑安全储备的大小，按照《规范》要求，安全系数要满足>=1.3的要求。将抗剪强度引起的极限抗滑力矩和滑动力矩的比值作为安全系数，考虑安全储备的大小，按照《规范》要求，安全系数要满足>=1.3的要求。三、计算公式:式子中：Fs--土坡稳定安全系数；c--土层的粘聚力；li--第i条土条的圆弧长度；γ--土层的计算重度；θi--第i条土到滑动圆弧圆心与竖直方向的夹角；φ--土层的内摩擦角；bi--第i条土的宽度；hi--第i条土的平均高度；h1i――第i条土水位以上的高度；h2i――第i条土水位以下的高度；30 γ"――第i条土的平均重度的浮重度；q――第i条土条土上的均布荷载；其中，根据几何关系，求得hi为：式子中：r--土坡滑动圆弧的半径；l0--坡角距圆心垂线与坡角地坪线交点长度；α---土坡与水平面的夹角；h1i的计算公式当h1i≥hi时，取h1i=hi；当h1i≤0时，取h1i=0；h2i的计算公式：30 h2i=hi-h1i；hw――土坡外地下水位深度；li的几何关系为：四、计算安全系数:将数据各参数代入上面的公式，通过循环计算，求得最小的安全系数Fs：--------------------------------------------------------------------------------------计算步数安全系数滑裂角(度)圆心X(m)圆心Y(m)半径R(m)第1步1.54526.1432.8524.7035.500示意图如下：--------------------------------------------------------------------------------------计算结论如下：第1步开挖内部整体稳定性安全系数Fs=1.545>1.30满足要求![标高-3.200m]10、土坡稳定性计算计算书（二）本计算书中土壤类别为粘性土（图纸设计），考虑10#与12#中间条形基础土方采取后开挖施工顺序对12#基坑侧壁及10#地基承载力的影响，故放坡宽度为5m。30 一、参数信息:条分方法：瑞典条分法；条分块数：20；不考虑地下水位影响；放坡参数：序号放坡高度(m)放坡宽度(m)平台宽度(m)条分块数13.203.000.010.00荷载参数：序号类型面荷载q(kPa)基坑边线距离b0(m)宽度b1(m)1满布200.000.000.00土层参数：序号土名称土厚度(m)坑壁土的重度γ(kN/m3)坑壁土的内摩擦角φ(°)内聚力C(kPa)饱容重(kN/m3)1粘性土10.0018.0020.0023.5022.00二、计算原理:根据土坡极限平衡稳定进行计算。自然界匀质土坡失去稳定，滑动面呈曲面，通常滑动面接近圆弧，可将滑裂面近似成圆弧计算。将土坡的土体沿竖直方向分成若干个土条，从土条中任意取出第i条，不考虑其侧面上的作用力时，该土条上存在着：1、土条自重，2、作用于土条弧面上的法向反力，3、作用于土条圆弧面上的切向阻力。将抗剪强度引起的极限抗滑力矩和滑动力矩的比值作为安全系数，考虑安全储备的大小，按照《规范》要求，安全系数要满足>=1.3的要求。30 将抗剪强度引起的极限抗滑力矩和滑动力矩的比值作为安全系数，考虑安全储备的大小，按照《规范》要求，安全系数要满足>=1.3的要求。三、计算公式:式子中：Fs--土坡稳定安全系数；c--土层的粘聚力；li--第i条土条的圆弧长度；γ--土层的计算重度；θi--第i条土到滑动圆弧圆心与竖直方向的夹角；φ--土层的内摩擦角；bi--第i条土的宽度；hi--第i条土的平均高度；h1i――第i条土水位以上的高度；h2i――第i条土水位以下的高度；γ"――第i条土的平均重度的浮重度；q――第i条土条土上的均布荷载；30 其中，根据几何关系，求得hi为：式子中：r--土坡滑动圆弧的半径；l0--坡角距圆心垂线与坡角地坪线交点长度；α---土坡与水平面的夹角；h1i的计算公式当h1i≥hi时，取h1i=hi；当h1i≤0时，取h1i=0；h2i的计算公式：h2i=hi-h1i；hw――土坡外地下水位深度；li的几何关系为：30 四、计算安全系数:将数据各参数代入上面的公式，通过循环计算，求得最小的安全系数Fs：--------------------------------------------------------------------------------------计算步数安全系数滑裂角(度)圆心X(m)圆心Y(m)半径R(m)第1步1.51830.0531.1054.7494.876示意图如下：--------------------------------------------------------------------------------------计算结论如下：第1步开挖内部整体稳定性安全系数Fs=1.518>1.30满足要求![标高-3.200m]11、土钉墙支护计算计算书30 本计算书参照《建筑基坑支护技术规程》JGJ120-99、《建筑施工计算手册》、《实用土木工程手册》第三版社、《地基与基础》第三版、《土力学》。土钉墙需要计算其土钉的抗拉承载力和土钉墙的整体稳定性。一、参数信息:1.基本参数：侧壁安全级别：二级基坑开挖深度h(m)：9.000；土钉墙计算宽度b"(m)：80.00；土体的滑动摩擦系数按照tanφ计算，φ为坡角水平面所在土层内的内摩擦角；条分方法：费伦纽斯法；条分块数：10；不考虑地下水位影响；荷载参数：序号类型面荷载q(kPa)基坑边线距离b0(m)宽度b1(m)1满布15.000.000.00地质勘探数据如下：：序号土名称土厚度坑壁土的重度γ坑壁土的内摩擦角φ内聚力C极限摩擦阻力饱和重度(m)kN/m3(°)(kPa)(kPa)kN/m31粘性土15.0018.0020.0023.50112.0020.00土钉墙布置数据：放坡参数：序号放坡高度(m)放坡宽度(m)平台宽度(m)11.501.500.0127.503.0020.00土钉数据：序号孔径(mm)长度(m)入射角(度)竖向间距(m)水平间距(m)1100.007.0015.001.501.502100.009.0015.001.301.503100.008.0015.001.301.5030 4100.007.0015.001.301.505100.006.0015.001.301.506100.005.0015.001.301.50二、土钉(含锚杆)抗拉承载力的计算:单根土钉受拉承载力计算，根据《规范》JGJ120-99，1、其中土钉受拉承载力标准值Tjk按以下公式计算：其中ζ--荷载折减系数eajk--土钉的水平荷载sxj、szj--土钉之间的水平与垂直距离aj--土钉与水平面的夹角ζ按下式计算：其中β--土钉墙坡面与水平面的夹角。φ--土的内摩擦角eajk按根据土力学按照下式计算：2、土钉抗拉承载力设计值Tuj按照下式计算其中dnj--土钉的直径。γs--土钉的抗拉力分项系数，取1.3qsik--土与土钉的摩擦阻力。根据JGJ120-99表6.1.4和表4.4.3选取。li--土钉在土体破裂面外的长度。层号有效长度(m)抗拉承载力(kN)受拉荷载标准值(kN)初算长度(m)安全性30 17.00189.460.000.00满足25.82157.590.003.18满足35.49148.5615.273.08满足45.15139.5231.963.03满足54.82130.4948.652.98满足64.49121.4665.352.93满足第1号土钉钢筋的直径ds至少应取：0.000mm；第2号土钉钢筋的直径ds至少应取：0.000mm；第3号土钉钢筋的直径ds至少应取：8.050mm；第4号土钉钢筋的直径ds至少应取：11.647mm；第5号土钉钢筋的直径ds至少应取：14.370mm；第6号土钉钢筋的直径ds至少应取：16.653mm；三、土钉墙整体稳定性的计算:根据《规程》JGJ120-99要求，土钉墙应根据施工期间不同开挖深度及基坑底面以下可能滑动面采用圆弧滑动简单条分法如下图，按照下式进行整体稳定性验算：30 公式中：n--滑动体条分数m--滑动体内土钉数γk--滑动体分项系数，取1.3γ0--基坑侧壁重要系数；wi--第i条土重；bi--第i分条宽度；cik--第i条滑土裂面处土体粘结力；φik--第i条滑土裂面处土体的内摩擦角；θi--第i条土滑裂面处中点切线与平面夹角；αj--土钉与水平面之间的夹角；Li--第i条土滑裂面的弧长；S--计算滑动体单元厚度，即第i条土条平均高度hi；Tnj--第j根土钉在圆弧滑裂面外锚固与土体的极限抗拉力，按下式计算。lnj--第j根土钉在圆弧滑裂面外穿越第i层稳定土体内的长度把各参数代入上面的公式，进行计算可得到如下结果：--------------------------------------------------------------------------------------计算步数安全系数滑裂角(度)圆心X(m)圆心Y(m)半径R(m)第1步3.95928.8350.6252.1552.244示意图如下：30 计算步数安全系数滑裂角(度)圆心X(m)圆心Y(m)半径R(m)第2步1.91845.259-0.0112.5352.535示意图如下：计算步数安全系数滑裂角(度)圆心X(m)圆心Y(m)半径R(m)第3步2.54835.9290.0014.2784.278示意图如下：30 计算步数安全系数滑裂角(度)圆心X(m)圆心Y(m)半径R(m)第4步2.09732.126-0.0265.9795.980示意图如下：计算步数安全系数滑裂角(度)圆心X(m)圆心Y(m)半径R(m)第5步1.90829.626-0.0017.9527.952示意图如下：30 计算步数安全系数滑裂角(度)圆心X(m)圆心Y(m)半径R(m)第6步1.80229.609-0.2469.8889.891示意图如下：计算步数安全系数滑裂角(度)圆心X(m)圆心Y(m)半径R(m)第7步1.72129.596-0.49711.82811.839示意图如下：30 计算步数安全系数滑裂角(度)圆心X(m)圆心Y(m)半径R(m)第8步1.65829.589-0.69213.32313.341示意图如下：--------------------------------------------------------------------------------------计算结论如下：第1步开挖内部整体稳定性安全系数Fs=3.959>1.30满足要求![标高-1.500m]第2步开挖内部整体稳定性安全系数Fs=1.918>1.30满足要求![标高-1.500m]第3步开挖内部整体稳定性安全系数Fs=2.548>1.30满足要求![标高-2.800m]第4步开挖内部整体稳定性安全系数Fs=2.097>1.30满足要求![标高-4.100m]第5步开挖内部整体稳定性安全系数Fs=1.908>1.30满足要求![标高-5.400m]第6步开挖内部整体稳定性安全系数Fs=1.802>1.30满足要求![标高-6.700m]第7步开挖内部整体稳定性安全系数Fs=1.721>1.30满足要求![标高-8.000m]第8步开挖内部整体稳定性安全系数Fs=1.658>1.30满足要求![标高-9.000m]30 四、抗滑动及抗倾覆稳定性验算(1)抗滑动稳定性验算抗滑动安全系数按下式计算：式中，Eah为主动土压力的水平分量(kN)；f"为墙底的抗滑阻力(kN)，由下式计算求得：μ为土体的滑动摩擦系数；W为所计算土体自重(kN)q为坡顶面荷载(kN/m2)；Ba为荷载长度；Sv为计算墙体的厚度，取土钉的一个水平间距进行计算1级坡：KH=23.97>1.3，满足要求！2级坡：由于主动土压力的水平分量Eah为零，所以2级坡满足要求！(2)抗倾覆稳定性验算抗倾覆安全系数按以下公式计算：30 式中，MG--由墙体自重和地面荷载产生的抗倾覆力矩，由下式确定其中，W为所计算土体自重(kN)其中，q为坡顶面荷载(kN/m2)Bc为土体重心至o点的水平距离；Ba为荷载在B范围内长度；b为荷载距基坑边线长度；B"为土钉墙计算宽度；ME--由主动土压力产生的倾覆力矩，由下式确定其中，Eah为主动土压力的水平分量（kN）；lh为主动土压力水平分量的合力点至通过墙趾o水平面的垂直距离。1级坡：KQ=830.29>1.5，满足要求！2级坡：由于主动土压力产生的倾覆力矩ME为零，所以2级坡满足要求！内部资料仅供参考9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9w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