玉锦苑cfg地基加固方案及施工组织设计

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玉锦苑水泥粉煤灰碎石桩(CFG桩)地基加固方案及施工组织设计目录第一部分地基加固方案设计1工程概况2水泥粉煤灰碎石桩(CFG桩)地基加固方案设计2.1设计要求2.2设计依据2.3方案设计2.4CFG桩布置2.5桩身强度等级及压缩模量2.6褥垫层2.7CFG桩施工降水要求3关键点控制4复合地基检测第二部分施工组织设计1依据及适用范围2工程概况3设计概况4施工组织5设备物资计划6工期7施工方案8关键过程控制9复合地基检测10质量与安全保证措施11需甲方配合的几个方面12竣工成果资料附:CFG桩平面布置示意图某勘察基础工程公司共12页第13页 玉锦苑水泥粉煤灰碎石桩(CFG桩)地基加固方案及施工组织设计第一部分地基加固方案设计1工程概况“玉锦苑”位于某市一环路以内，武成大街与中道街交汇处。由某市青羊建委城镇房屋综合开发公司投资兴建。该建筑为6F+1层，全框架结构，独立柱基。我公司受建设单位委托，对该楼的地基加固处理工作进行方案设计。根据该场地岩土勘察报告，地层结构自上而下为：1.素填土：灰色，主要由粉土组成，含大量植物根茎及卵砾石；干～稍湿，结构松散，系近期堆填。全场地分布，层厚1.30～3.70m；2.粉土：褐灰色或黄灰色，湿，松散～中密，遍布于整个场地，含少量石英、云母片及粘性土，稍有光泽，干强度低，轻微摇振反应，厚度为0.50～2.00m3.细砂：褐灰色或褐黄色，主要是由石英，长石及少量云母组成，层厚0.3～0.5米，分布在卵石层顶板,仅在个别空可见。4.卵石土：灰色，湿～饱和，稍密～密实。卵石成份以岩浆岩为主,少量为变质岩和沉积岩；以中等风化和微风化者居多，少量强风化。卵石磨圆度较好，呈圆形～亚圆形,粒径一般2～8cm,最大超过12cm,该层埋深2.00～5.20m。根据卵石的含量和密实度等工程特性不同，将该层又分为松散状卵石土（4－0）、稍密状卵石土（4－1）、中密状卵石土（4－2）、密实状卵石土（4－3）四个工程地质亚层。松散状卵石土（4－0）：卵石含量约占30％；细砂充填；N120修正击数2～4击；稍密状卵石土（4－1）：卵石含量约占50％；细砂充填；N120修正击数4～7击；中密状卵石土（4—2）：卵石和约占65％；细砂充填；N120修正击数8～12击；密实状卵石土（4—3）：卵石和约占75％；细砂充填；N120修正击数13～20击；根据勘察报告可知：场地内地下水主要为孔隙潜水与上层滞水，主要受大气降雨及生活用水补给，潜水赋存于卵石土层中，局部粘性性土层中含上层滞水，由生活用水大气降水补给。勘察期间为丰水期，在钻孔内测得地下潜水稳定水位1.90米左右，初见水位2.00m左右。据区域地质资料，6～9月为丰水期，12～3月为枯水期；地下水水位变化幅度较大，一般在1～1.50米之间；丰水期历史最高水位为1.60m；设计和施工时场地稳定水位按1.60米（最不利水位）取值。土的工程特性指标某勘察基础工程公司共12页第13页 玉锦苑水泥粉煤灰碎石桩(CFG桩)地基加固方案及施工组织设计地层分类天然重度γ(kN/m3)压缩模量ES(MPa)变形模量E0(MPa)内摩擦角φ(°)粘聚力c(kPa)承载力特征值fak(kPa)预制桩qpk素填土192.5/81580/粉土19////90/松散卵石20161530/180/稍密卵石21252035/3005000中密卵石22332540/5007000密实卵石23453545/8008500根据勘察资料分析表明，拟建的地基持力层（素填土、粉土）承载力特征值，不能满足设计要求，需要进行地基加固处理。根据拟建物性质、场地工程地质及水文地质条件以及成都地区地基加固处理经验，本着技术可靠、施工可行和经济合理的原则，经多方比较，对该工程拟进行CFG地基加固处理方案设计。2水泥粉煤灰碎石桩(CFG桩)地基加固方案设计2.1设计要求采用水泥粉煤灰碎石桩(CFG桩)加固处理后所形成的复合地基土承载力特征值须满足：fspk≥300kPa。2.2设计依据①《建筑地基处理技术规范》（JGJ79-2002）；②《四川省建筑地基基础质量检测若干规定》（四川省建设厅[2001]1265号文）；③《玉锦苑基础平面布置图》（四川大陆设计事务所2005）；④《玉锦苑岩土工程勘察报告》（某勘察基础工程公司2005年6月）；⑤《建筑地基基础设计规范》（GB50007-2002）；⑥《建筑地基基础工程施工质量验收规范》（GB50502-2002）2.3方案设计设计参数表拟建物±0.000标高（m）基础埋深（m）基底标高（m）CFG桩复合地基指标Fspk(Kpa)Es(Mpa)桩顶标高玉锦苑501.40499.5～499.35　　　-1.9～-2.05≥300＞10.0500.5根据岩土工程勘察报告，依据《建筑地基处理技术规范》(JGJ79－2002J220-2002):某勘察基础工程公司共12页第13页 玉锦苑水泥粉煤灰碎石桩(CFG桩)地基加固方案及施工组织设计Ra=μpΣqsili+qaAp水泥粉煤灰碎石桩(CFG桩)以卵石层为桩端持力层。其中：桩长L平均取4.5m（其中保护桩长为0.5m，进入卵石层0.5m），桩径400mm（根据所采用的成桩设备CK15-A/B型取土夯实桩机确定）；qp桩端阻力特征值（kPa）稍密卵石为1200KN；；Ap桩的截面积，0.1256m2；qsi桩周第I层土的侧阻力：素填土为15KN，粉土为12.5KN；μp桩的周长，1.256m。举例计算如下：2’—2’剖面，8号孔Ra=1.256×（2.6×15+1.8×12.5）+0.1256×1200=213.476KN取值为205KN；6’—6’剖面，20号孔Ra=1.256×（2.6×15+1.8×12.5）+0.1256×1200=205.67KN取值为205KN；根据上述情况，Ra取值为205KN。依据《建筑地基处理技术规范》(JGJ79－2002J220-2002)公式9.2.5fspk=mRa/Ap+β（1-m）fsk式中:fspk为复合地基承载力特征值,取值300kPa;fsk为桩间土承载力特征值,取值80kPa;m为面积置换率;Ra为单桩承载力特征值(KN),Ra实取值205KN;β为桩间土强度发挥系数,取0.8;fspk=mRa/Ap+β（1-m）fsk300=m×205/0.1256+0.8×（1-m）×80经计算得m=0.1504，实取m=0.1505；A=Ap/m=0.1256/0.1504=0.832.4桩的布置某勘察基础工程公司共12页第13页 玉锦苑水泥粉煤灰碎石桩(CFG桩)地基加固方案及施工组织设计玉锦苑独立柱基布桩根据置换率的定义，计算得到各独立基础所需的桩数，详见下表及《CFG桩基础平面布置图》。柱基类型、基础尺寸一览表表1.3序号柱基类型基础尺寸（m）基底面积（㎡）柱基个数（个）单个实际布桩数（根）桩间距（m）桩顶标高（含空桩）正方形等边三角形1J-13.3×3.110.23713910.910.98-1.452J-23.0×2.88.40210200.910.98-1.43J-33.7×3.512.95216320.910.98-1.554J-42.6×2.46.2438240.910.98-1.45J-52.7×2.97.83610600.910.98-1.46J-63.1×3.310.23513650.910.98-1.457J-72.4×2.66.2428160.910.98-1.48J-81.8×2.03.601550.910.98-1.49J-93.5×3.712.95216320.910.98-1.5510J-102.1×2.14.4166360.910.98-1.411J-112.4×2.45.7667420.910.98-1.412J-122.5×2.76.751880.910.98-1.413J-133.6×3.010.80213260.910.98-1.4514J-144.0×3.413.60117170.910.98-1.5515J-155.2×2.915.08319570.910.98-1.4516J-164.9×2.612.74616960.910.98-1.4517J-174.6×2.210.12113130.910.98-1.45小计///56/640//当场地有所变化时,具体桩数根据现场情况作相应调整，桩位布置详见附后的CFG桩平面布置图。复合地基基验算：（1）以稍密卵石层为桩端土的复合地基承载力特征值，进行估算：某勘察基础工程公司共12页第13页 玉锦苑水泥粉煤灰碎石桩(CFG桩)地基加固方案及施工组织设计=0.1505×205/0.1256+0.8×(1-0.1505)×80≥300Kpa（2）压缩模量验算：Esp=Es×ζ=6.2×300/80=23.25Mpa式中：Es—天然地基土压缩模量加权平均值；ζ—天然地基压缩模量的倍数，ζ=fspk/fak；fak—基础底面下天然地基承载力特征值。综上验算结果表明，复合地基承载力特征值fspk≥300Kpa，压缩模量特征值Esp≥10.0Mpa，经地基加固处理后的复合地基满足设计要求。2.5桩身强度等级及压缩模量由Ra=205kN，fcu≥3Ra/Ap=3×205/0.1256=4.90MPa桩身材料采用水泥、石、砂及粉煤灰，桩身混凝土强度等级取C10，粉煤灰用量为水泥用量的30%(最终由试验配合比确定)。2.6褥垫层a.厚度:250mm（基底土质较软）。b.材料:级配砂石(最大粒径一般≤30mm)。c.褥垫层需经静力压实法或动力压实法（桩间土含水量较少时）压实,其夯实后的体积与虚铺体积之比不大于0.90（虚铺厚度h=250/0.9=278mm）。2.7CFG桩施工降水要求因场地所有钻孔地段松散卵石层透镜体在地下水位线下，为保证CFG桩施工工作的顺利进行及施工质量满足设计要求，为此建设单位应委托专业降水施工队伍负责工程降水，该地段水位必须降至桩端以下1m，即地面以下5.8m，相应标高494.7m。3、关键点控制由于本工程对复合后的地基土承载力要求较高,因此,在工程施工中应严格控制如下关键点：（1）严格根据地勘报告，确保桩端置于卵石层上。（2）严格控制锤击数和锤击高度。（3）某勘察基础工程公司共12页第13页 玉锦苑水泥粉煤灰碎石桩(CFG桩)地基加固方案及施工组织设计如在施工中当地质条件与地勘报告不符时,应及时通知有关单位，采取补勘等措施,并及时修正加固方案确保所加固的地基达到设计要求。4、复合地基检测在CFG桩的施工完成后，待桩体混凝土达到一定强度(按有关规范)时，取1%的桩、且每个单体建筑不少于3点进行复合地基载荷试验检测。该项工作由建设单位另行委托有资质的单位完成。某勘察基础工程公司共12页第13页 玉锦苑水泥粉煤灰碎石桩(CFG桩)地基加固方案及施工组织设计第二部分施工组织设计1依据及适用范围1.1编制依据1.1.1《建筑地基处理技术规范》(JGJ79－2002J220-2002)；1.1.2《玉锦苑地基加固方案设计及CFG桩位平面布置图》（某勘察基础工程公司，2005.8）；1.1.3《玉锦苑工程岩土工程勘察报告》（某勘察基础工程公司，2005.6）；以下简称“地勘报告”；1.1.4《建筑地基基础工程施工质量验收规范》(GB50202-2002)1.2适用范围本施工组织设计仅适用于玉锦苑水泥粉煤灰碎石桩(CFG桩)工程，施工组织设计阶段为施工阶段。2工程概况“玉锦苑”位于某市一环路以内，武成大街与中道街交汇处。由某市青羊建委城镇房屋综合开发公司投资兴建。该建筑为6F+1层，全框架结构，独立柱基。我公司受建设单位委托，对该楼的地基加固处理工作进行方案设计。根据该场地岩土勘察报告，地层结构自上而下为：1.素填土：灰色，主要由粉土组成，含大量植物根茎及卵砾石；干～稍湿，结构松散，系近期堆填。全场地分布，层厚1.30～3.70m；2.粉土：褐灰色或黄灰色，湿，松散～中密，遍布于整个场地，含少量石英、云母片及粘性土，稍有光泽，干强度低，轻微摇振反应，厚度为0.50～2.00m3.细砂：褐灰色或褐黄色，主要是由石英，长石及少量云母组成，层厚0.3～0.5米，分布在卵石层顶板,仅在个别空可见。4.卵石土：灰色，湿～饱和，稍密～密实。卵石成份以岩浆岩为主,少量为变质岩和沉积岩；以中等风化和微风化者居多，少量强风化。卵石磨圆度较好，呈圆形～亚圆形,粒径一般2～8cm,最大超过12cm,该层埋深2.00～5.20m。根据卵石的含量和密实度等工程特性不同，将该层又分为松散状卵石土（4－0）、稍密状卵石土（4－1）、中密状卵石土（4－2）、密实状卵石土（4－3）四个工程地质亚层。某勘察基础工程公司共12页第13页 玉锦苑水泥粉煤灰碎石桩(CFG桩)地基加固方案及施工组织设计松散状卵石土（4－0）：卵石含量约占30％；细砂充填；N120修正击数2～4击；稍密状卵石土（4－1）：卵石含量约占50％；细砂充填；N120修正击数4～7击；中密状卵石土（4—2）：卵石和约占65％；细砂充填；N120修正击数8～12击；密实状卵石土（4—3）：卵石和约占75％；细砂充填；N120修正击数13～20击；根据勘察报告可知：场地内地下水主要为孔隙潜水与上层滞水，主要受大气降雨及生活用水补给，潜水赋存于卵石土层中，局部粘性性土层中含上层滞水，由生活用水大气降水补给。勘察期间为丰水期，在钻孔内测得地下潜水稳定水位1.90米左右，初见水位2.00m左右。据区域地质资料，6～9月为丰水期，12～3月为枯水期；地下水水位变化幅度较大，一般在1～1.50米之间；丰水期历史最高水位为1.60m；设计和施工时场地稳定水位按1.60米（最不利水位）取值。3设计概况根据“地勘报告”和《建筑地基处理技术规范》(JGJ79－2002)，CFG桩布置于基础范围内。根据《玉锦苑地基加固方案设计及CFG桩位平面布置图》（某勘察基础工程公司，2005.8），该工程CFG桩桩径0.40m，桩长≥4m，桩数约为640根。4施工组织4.1本工程采用项目法施工。4.2现场管理人员名单工作岗位急相关人员职责备注项目经理沈平全面负责工程质量、进度、安全和成本现场技术负责人曹敏杰施工质量监督、进度安排施工员陈慎行人员机具安排、进度控制质检员吴兴国质量监督、控制安全员孙古平安全管理材料员唐林材料采购、检验记录员邵亮现场记录某勘察基础工程公司共12页第13页 玉锦苑水泥粉煤灰碎石桩(CFG桩)地基加固方案及施工组织设计4.3劳动力使用计划序号工种人数1钻工62钻辅工303搅拌机操作工24普工155设备物资计划5.1施工机具需用量计划序号设备名称数量1CK15-A(或B)型挤密碎石桩机4-6台2砼搅拌机JZC3501台3交流电焊机1台4水准仪(S3)、经纬仪(T2)各1台5辅助用具若干5.2材料用量序号材料名称单位数量132.5＃普通硅酸盐水泥t252粉煤灰m3122中粗砂m31003砾石2～8cmm32004大圆石15cmm3125.3施工时，需提供200kw的电源和施工所需的水源。6工期6.1施工准备期（不含在合同工期内）：2天，包括机具、人员、材料进场，施放桩位等。6.2计划施工有效工期为13天本工程投入4台以上CK15-A（或B）型挤密碎石桩机，计划施工有效工期为13天（不包括法定节假日、下雨、地质条件发生变化、设计变更等因素影响）。6.3复合地基检测工期（不含在合同工期内）：按四川省地基检测有关规定，由甲方委托具有相关资质的检测单位进行检测。某勘察基础工程公司共12页第13页 玉锦苑水泥粉煤灰碎石桩(CFG桩)地基加固方案及施工组织设计序号项目施工进度(天数)1234567810111213(大于14天)(检测单位定)1施工准备2CFG桩施工3砼养护、挖土、褥垫层4静载检测7施工方案7.1施工准备7.1.1技术、资料准备。7.1.2设备、材料进场,做好安装、调试、材料检验等工作。7.1.3放样划灰线,定桩位。7.2施工工艺参数与流程采用CK15-A（或B）振冲碎石桩机,形成桩径≥400mm;冲击锤重800kg;施工工艺流程为:成孔至设计深度测放桩位铺设褥垫层静载检测基坑开挖未达到控制高度进入下一根桩施工达到控制高度终孔冲击(至变形小于10cm)填料(每次不多于一斗车)振冲碎石桩机就位7.3桩体材料和质量控制某勘察基础工程公司共12页第13页 玉锦苑水泥粉煤灰碎石桩(CFG桩)地基加固方案及施工组织设计7.3.1桩身砼强度等级为C10，桩体材料以卵石(粒径2～8cm)为主，掺入适量的水泥、砂、粉煤灰,按配合比控制。7.3.2桩位偏差小于10cm；垂直度偏差小于1.5％。7.3.3成孔应进入含卵石粘土层，每次填料高度小于0.60m。7.3.4终孔条件:当每次填料冲击变形小于10cm,其锤击数大于3击时,可进行下一轮填料、冲击工序至终孔,并应按要求现场随机取样制作试块。7.3.5详细记录各孔的深度、空孔长度、最终变形、锤击数、混合料等。8关键过程控制8.1关键点（1）在取土时，必须将土取至卵石层，确保桩端进入卵石层；（2）严格控制每次投料量、锤击数和锤击高度。每次投料量为一小推车（约0.06m3）；桩底2m内，每次锤击数大于3次，锤击高度大于6m；2m以上，每次锤击数为4次以上，锤击高度为4～6m；（3）因桩间距较小，为避免相邻桩体的破坏，采取跳打的方式进行。8.2关键点的控制措施（1）如地下水位较高(有上层滞水时)，很难将桩底土层取净时，应采取导管护壁，或者投入黄泥或水泥干料进行夯击，再取土，直至扰动浮土取土干净，方可投入搅拌的混合料进行成桩；（2）质检员应严格检查工程质量，特别是关键点的质量控制，及时纠正不规范的操作，并按“施工技术交底”的处罚措施进行处罚，并报项目经理，采取纠正措施；（3）项目经理应随时抽查工程质量，确保施工满足技术要求，对不合格项，坚决追究相关人员的责任。9复合地基检测由建设单位委托具有法定资格的地基检测单位进行复合地基检测。10质量与安全保证措施10.1质量保证措施10.1.1某勘察基础工程公司共12页第13页 玉锦苑水泥粉煤灰碎石桩(CFG桩)地基加固方案及施工组织设计本工程由总工程师作技术指导，由项目经理、现场技术负责人进行技术把关，施工工长进行现场管理。10.1.2工程开工前落实各级人员岗位责任,对各施工班组负责人作好技术及安全交底,由各施工工长随时掌握施工质量、进度,由项目经理不定期抽查执行情况。10.1.3原材料水泥等必须提供材质证明,并按有关规定进行抽样送检。10.1.4严格各工序间的交接工作。上一道工序未经验收合格不得进入下一道工序施工。检验不合格者应返工。对无视工序质量者应作出相应处罚。10.1.5施工现场遇特殊情况应及时上报公司领导,求得及时解决,确保施工质量。施工中应作好各种原始记录工作。10.2安全保障措施10.2.1各种劳动保护用品应配置齐备。10.2.2现场设专职安全员,发现事故隐患则及时通知工长、项目经理,求得及时、妥善解决。10.2.3电器设备检修、电线隔接,必须由专职电工进行。并由工地看守人员负责督促电器设备、电缆线等的防水、防雨、防破损工作。10.2.4施工现场禁止与工程无关人员进入。10.2.5非专职机具操作人员不得顶岗或独自操作,严禁酒后操作。11需甲方配合的几个方面提供一套基础设计施工图、地基加固要求、放线资料、地勘资料及地下管线资料;办理有关施工手续和场地三通一平;提供办公用房一间及临设120m2。12竣工成果资料12.1水泥粉煤灰碎石桩(CFG桩)竣工平面图12.2原材料检验报告、试块报告12.3水泥粉煤灰碎石桩(CFG桩)施工记录表12.4地基检测报告注：由于地下水位太高，须打6口17.5米深的降水井，做基坑降水用（暂定，待进场后，根据实际水位情况确定）。内部资料仅供参考某勘察基础工程公司共12页第13页 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