17土钉墙方案

1目录一编制依据···············································4㈠施工合同·········································4㈡施工组织设计·····································4㈢桩位图、基础平面图·································4㈣勘察设计文件·····································4㈤现场踏勘资料·····································4㈥主要规程与规范···································4㈦有关地方标准、规程································4㈧有关企业标准·····································4二工程概况···············································4㈠建筑工程概况·····································4㈡基坑工程概况·····································51、基坑概况·······················································52、基坑支护设计要求···············································53、场地工程地质条件···············································64、工期与质量要求················································8三施工准备··············································8㈠组织准备·········································82㈡技术准备·········································8㈢现场准备·········································9㈣物资准备········································9四土钉墙施工·············································9㈠施工流程···········································9㈡施工控制要点·······································10五降水、排水·············································13㈠施工排水措施·······································13㈡施工方面采取的措施·································13六施工监测及应急措施····································14㈠监测内容··········································14㈡监测点的设置·······································15㈢监测次数及方法·····································15㈣监测数据处理及方法·································15㈤报警值············································15㈥应急措施··········································16㈦深层监测··········································181、监测方案依据及内容················································182、监测点的埋设及施工监测方法········································183、监测精度及所采取的技术措施报警值··································1934、施工及组织························································20七施工机械与人员配备····································20㈠项目经理部人员配备·································20㈡施工人员的配备·····································21㈢主要施工机械配备···································21八工程进度计划与工期保证的组织、经济措施·················21㈠组织措施··········································21㈡经济措施··········································22九质量保证措施和质量通病及预防措施······················26㈠质量保证措施·······································26㈡质量通病及预防措施·································28十安全、环保、文明施工措施································28㈠安全施工措施·······································28㈡环保施工措施·······································30㈢文明施工措施·······································31十一应提交的交工资料····································324土钉支护专项施工方案一编制依据㈠、施工合同；㈡、施工组织设计；㈢、桩位图、基础平面图；㈣、勘察设计文件：依据的岩土工程勘查报告为浙江省华夏工程勘察院05年8月提供的《杭州金泰房地产开发有限公司金泰广场区块岩土工程勘察报告》㈤、现场踏勘资料；㈥、主要规程与规范：《建筑工程施工质量验收统一标准》GB50300-2001《混凝土结构工程施工质量验收规范》GB50204-2002《建筑基坑工程技术规范》YB9258-97《基坑土钉支护技术规程》CFCS96：97《建筑深基坑支护技术规程》JGJ120-99㈦、有关地方标准、规程：㈧、有关企业标准：企业ISO质量体系管理文件和环境/职业健康安全管理体系文件以及企业项目管理手册等。二工程概况㈠建筑工程概况拟建的杭州金泰房地产开发有限公司金泰广场区位于萧山区通惠中路546-68号，东侧约16.5m处为丽华公寓，北侧为萧山出入境检验疫局。拟建工程由浙江省华业建筑设计研究设计，建筑总高99.99m,总用地面积7122㎡，总建筑面积50780㎡，其中地下建筑面积11620㎡，地上建筑面积39160㎡，住宅建筑面积23240㎡，商场建筑面积15920㎡，建筑占地面积3980㎡。建筑物地下为1层，地上为31层，均为框架剪力墙结构，筏板基础，桩型采用钻孔灌注桩.㈡基坑工程概况1、基坑概况地下室基坑近似凸字形，长约35m，宽约23m，基坑开挖深度较深，大面积开挖深度为7.55m开挖深度在6.35m—9.75m之间。自然地坪面平整相对标高为-0.300m，相对标高±0.000m相当于绝对标高黄海系标高6.450m。2、基坑支护设计要求⑴基坑设计图：⑵基坑设计要求：①对原材料的技术要求：土钉钢筋在使用前应除锈、除油，并做强度检验；优先选用425号以上标号普通硅酸盐水泥；选用的中、粗砂应干净，含水量不宜大于5%；选用的豆石，其料径宜在2-4㎜，应干净无杂质；喷射混凝土使用的速凝剂，应做到与水泥的相容性试验及水泥浆凝效果试验。②对施工机具的技术要求：成孔机具：根据施工现场土质情况及环境条件，选择适宜的成孔钻具。如果钻孔时不出水，可用螺旋钻或洛阳铲；若在涌水、涌砂地层中钻孔，可选用冲击式锚杆机或地质钻。注浆泵：其输浆压力和输浆量应符合设计要求；一般将注浆压力控制在60.4-0.9Mpa之间。喷射机：要求密封性良好，输料顺畅，连续均匀。宜采用湿喷型喷射机，输送压力为0.4-0.6Mpa。搅拌机：搅拌水泥砂浆时，宜采用强制性搅拌机．空压机：应分别满足风动成孔钻机和喷射风压的要求．一般选用9m3以上空压机．输料管：管壁应能承受1.2Mpa以上的压力，并且有良好的耐磨性．供水设备：应保证混凝土喷枪之头部有足够的水压力．一般要求水压应大于空压．③施工流程及要求必须遵循施工工艺的要求；必须满足施工方法和施工机械的要求；必须考虑施工组织的要求;必须保证施工质量的要求；必须考虑施工安全的要求；必须考虑当地当时的气候条件．3、场地工程地质条件⑴地形、地貌及环境条件拟建场地位于杭州市萧山区通惠中路46-68号，东侧约16.5m处为丽华公寓，北侧为萧山出入境检验疫局，西侧紧邻通惠中路。拟建场地原为家私市场，原有建筑均已拆除，水泥地面已翻松，局部有下水道存在，地势较平坦，交通方便。勘探点高程在5.71m—6.34m之间。该工程区在杭嘉湖平原的西南侧边缘，地貌单元属钱塘江冲海积、冲积平原。⑵地质条件根据浙江省华夏工程勘察院提供的工程地质勘察报告，场地内基坑开挖极其影响范围内土层分布如下：7①大层：①-1杂填土、①-2素填土，其层份，结构松散，均应剥除处理。②大层：②-1粉质粘土，性质一般，层厚不大，且不均匀；且不均匀；②-2砂质粉土，力学性质亦不一般，且局部缺失。以上②-1粉质粘土、②-2砂质粉土2亚层可结合一大层考虑，但该大层力学性质变化较大，仅可作一般低荷载轻型建筑的浅基础持力层。③层；淤泥质粉质黏土，工程力学性质差，属高压缩性软弱土，不宜直接作为基础持力层。④大层；④-1粉质黏土，工程力学性质一般，属中偏高压缩性软土；④-2粉质黏土，工程力学性质尚可，但该土层埋深在10m以下，且层厚不大；④-3粉质黏土，工程力学性质一般，属中偏高压缩性土。该大层土不宜直接利用作桩端持力层。⑤层；黏土，工程力学性质一般，属中偏高压缩性土，不宜直接利用作桩端持力层。⑥大层；⑥-1粉质黏土，工程力学性质欠佳；⑥-2黏土，工程力学性质尚可，但场地北侧缺失；⑥-3黏土，工程力学性质一般，土层厚度变化较大。该大层只能作为一般建筑的桩基持力层。⑦层：粉砂，工程力学性质较好，全场分布，但厚度不大，不宜单独使用。⑧大层：⑧-1砾砂，工程力学性质尚好，但厚度不大，且局部缺失。⑧-2圆砾，工程力学性质较好，且厚度大，较稳定，是本场地经济技术较合理的桩端持力层。故建议采用钻孔灌注桩，并⑧-2圆砾为桩端持力层，桩端进入持力层深度宜2倍桩径。⑶地下水8由于勘探期间正逢干旱与台风期间，地下水位变化较大，测得地下水位埋深在0.60m—3.70m，地下水性质为第四系孔隙水，主要受大气降水补给，水位随季节、气候变化而升降，一般水位年变幅在1.00m—1.50m4、工期与质量要求基坑土钉墙围护工程计划工期40天。工程质量应确保围护工程结构可靠，基坑边线与标高应符合设计要求和规范，预留工作面应满足土建工程施工需要。三施工准备按该工程计划安排，要确保在规定时间内完成下列各项施工准备工作，以便及时开工。㈠组织准备⑴成立项目经理部，建立项目管理机构。⑵选择技术骨干，组织劳务队及时进场。项目部人员组成及劳动力需要计划详见附表2、4㈡技术准备⑴根据施工图、地质报告、合同，在开工前完成施工组