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一项目部桩基施工方案(新)

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'目录一、工程概况及工程数量2二、编制依据11三、总体施工方法12四、工程质量保证措施33五、安全文明施工保证措施38六、工程进度及保证措施41七、环境保护与应急预案43八、拟投入的主要施工机械设备表5052 一、工程概况1、工程概况及数量武咸公路改造工程全长约7.5公里,其中主线高架长约7.2公里,主线地面段长0.3公里。北接武汉市一环线,南接武汉市三环线青菱立交,并与武汉市二环线相交。武咸公路道路全宽50~70米。总体方案以主线快速高架+地面辅道方式为主,与青菱立交相接段采用地面主辅断面道路模式。主线高架为双向六车道高架,桥梁标准段宽26米,地面辅道一般为双向六车道。全线设梅家山立交、二环线八坦立交两处立交节点,全线设上下匝道3组。第一项目部起止桩号为K3+000~K4+400,起于江泰路,止于江国路,全长1.4公里。桩基工程量如下表:桩径桩长数量主线高架摩擦桩1.6米35-98米100根端承桩1.6米35-58米90根匝道摩擦桩1.2米58米26根1.2米53米20根1.5米52米4根总计240根2、工程地质条件1)、场地岩土构成及其岩性特征序号地质年代及成因地层编号地层名称层厚(m)层顶标高(m)分布情况岩性特征19N10粘土岩4.4~46.9-21.45~-5.7k1+750~k2+020、k2+500~k3+600段分布52 黄色,黄红色,局部呈褐红色,局部含砾,砾石成分为石英砂岩,粒径约2cm~5cm,含量约5%~20%,成岩程度差,大部分呈土状,岩芯多呈长柱状,手可折断,取芯率约85-95%,属极软岩,节理不发育,岩体较完整,基本质量等级为Ⅴ级。20K-E11-1强风化泥质砂岩0.5~18.1-17.45~-6.24k4+935~k5+930段分布紫红色,砂质结构,泥质胶结,岩芯呈长柱状,少数呈碎块状,手可折断或捏碎,胶结相对较差,取芯率约85-90%。属极软岩,节理发育,岩体较破碎,基本质量等级为Ⅴ级。21K-E11-2中风化泥质砂岩2.7~39.0-27.4~-6.41k4+935~k5+930段分布紫红色,砂质结构,块状构造,泥质胶结,岩芯多呈长柱状,手用力可折断,取芯率约85-95%。属极软岩,节理不发育,岩体较完整,基本质量等级为Ⅴ级。22K-E11-2a中风化泥质砂岩0.5~10.4-41.04~-11.64局部分布紫红色,块状构造,砂质结构,岩芯多呈长柱状,胶结较差,用手可捏碎,取芯率约80-90%,属极软岩,节理不发育,岩体较完整,基本质量等级为Ⅴ级。23K-E11-2c中风化含砾砂岩3.3-44.22~-14.33局部分布紫红色,岩芯呈长柱状,少数呈碎块状,其中砾石成分一般为石英砂岩,含量约15%,泥质、砂质胶结。锤击易碎,声音较沉闷,胶结相对较差,取芯率约85-90%。属软岩,局部为较软岩,节理较发育,岩体较完整,基本质量等级为Ⅳ级。24K-E11-2d中风化角砾岩2.0~4.3-44.1~-36.65仅ZK36、ZK40孔底部分布52 紫红色,岩芯呈长柱状,少数呈碎块状,其中角砾成分一般为灰岩,含量约55%,泥质胶结。锤击不易碎,声音较脆,胶结相对较好,取芯率约85-90%。属软岩,节理较发育,岩体较完整,基本质量等级为Ⅳ级。25T12-1-1强风化泥灰岩1.5~4.0-9.45~-6.7K1+075~k1+250段分布灰色,局部夹红色,岩芯多呈碎石状及土状,取芯率较低,属极软岩,节理很发育,岩体破碎,基本质量等级为Ⅴ级。26T12-1-2中风化泥灰岩0.6~23.0-41.18~6.8K1+075~k1+250段分布灰色,局部夹红色条带,夹多层灰岩,由于受构造作用,岩层倾角近垂直,岩芯多呈碎块状,取芯率较低,属软岩,节理很发育,岩体破碎,基本质量等级为Ⅴ级。27T12-1a-1强风化泥岩10.8~17.417.4~18.63ZK353、ZK355见到灰色,泥质结构,层状构造,裂隙发育,岩芯多呈碎块状,手可折断,取芯率较低,属极软岩,节理很发育,岩体破碎,基本质量等级为Ⅴ级。28T12-1a-2中风化泥岩2.06.6ZK353、ZK355见到灰色,泥质结构,层状构造,裂隙发育,岩芯多呈碎块状,锤击易碎,声音不脆,取芯率较低,属软岩,节理很发育,岩体破碎,基本质量等级为Ⅴ级。29T12-2-1中风化石灰岩0.7~4.0-5.73~-0.35局部分布52 灰色,微晶结构,厚层状构造,局部夹角砾状灰岩,裂隙发育,多被方解石脉充填,岩芯多呈块状及短柱状,表面见溶孔等溶蚀现象,少数钻孔见溶洞,取芯率约65-70%。属较软岩,节理发育,岩体较破碎,基本质量等级为Ⅴ级。30T12-2-2微风化石灰岩0.1~18.6-48.54~5.23K1+680~k1+750、K3+600~k4+935段分布灰色,微晶结构,厚层状构造,局部夹角砾状灰岩,裂隙发育,多被方解石脉充填,岩芯多呈块状及短柱状,表面见溶孔等溶蚀现象,少数钻孔见溶洞,取芯率约65-85%。属较硬岩,节理发育,岩体较完整,基本质量等级为Ⅲ级。2)、承载力、压缩模量综合成果表地层编号岩土名称桥规地方标准建议值土工标贯动探[fa0](kPa)Es(MPa)fak(kPa)fak(kPa)Es(MPa)fak(kPa)Es(MPa)[fa0](kPa)Es(MPa)1-1杂填土1506.21004.41-2素填土8.31104.01104.02淤泥质粘土953.367653.33-1粉质粘土1684.487955.4904.43-2粉质粘土2285.81061409.01205.84淤泥质粉质粘土903.565653.55粉质粘土夹粉土粉细砂1344.8841449.41007.06-1粉细砂9015013.011010.06-2细砂21020018.020018.06-2a粉质粘土1004.7701086.81004.76-3中砂37030017.730017.06-4中粗砂夹砾、卵石43030018.031018.07-1粉质粘土2866.61981449.21607.052 7-2粘土43315.948033614.234014.58含碎石粉质粘土26014.026014.09-1残坡积粘性土12.1<13027023.527012.0(24)9-1a残坡积粘性土6.6<13023021.51606.0(18)9-2红粘土24522.224512.0(22)10粘土岩30019.930020.0(42)11-1强风化泥质砂岩300(42)300(42)11-2中风化泥质砂岩90080011-2a中风化泥质砂岩300(42)300(42)11-2c中风化含砾砂岩1000100011-2d中风化角砾岩950100012-1-1强风化泥灰岩300(42)300(42)12-1-2中风化泥灰岩80080012-1a-1强风化泥岩350(43)350(43)12-1a-2中风化泥岩90090012-2-1中风化石灰岩1000100012-2-2微风化石灰岩2000200012-3-1强风化页岩400(44)400(44)12-3-2中风化页岩80080013-1-2中风化炭质页岩1000100013-2微风化石灰岩25002500注:()中数字为变形模量;上表中土工、标贯及动探栏值系按《岩土工程勘察工作规程》(DB42/169-2003)有关规定确定的。52 3)、场地地基土工程特性评价:基础方案及持力层选择(一)基础类型的选择根据以上场地地基土岩土工程特性评价及工程地质剖面图,场地上部人工填土、2淤泥质土、3-1粉质粘土、3-2粉质粘土、4淤泥质土及5粉质粘土夹粉土、粉细砂多为较低强度、较高压缩性地基土,不能满足拟建桥梁对地基的要求;6-1粉细砂亦难以满足拟建桥梁对地基的要求;因桩基荷载大,对变形要求高,故6-2细砂亦难以满足要求;6-3中粗砂及6-4中粗砂夹砾、卵石虽具有较高强度、较低压缩性,但空间分布不稳定,厚度较小,一般不宜作为桥梁基础持力层;7-1粉质粘土、7-2层粘土、8含碎石粘土及9层残坡积粘性土亦不能作为桩基持力层;场地下伏基岩,特别是中及微风化基岩具有高强度、低压缩性,且分布较稳定,工程性质较好,是拟建高架桥较理想的桩基持力层。从桩型及施工工艺选择来看,预制桩、沉管灌注桩及夯扩桩等,由于桩体截面小,桩体短,故无法满足桥梁上部结构荷重要求,人工挖孔桩因场地上部软土层厚度较大,且持力层埋深大、地下水水量丰富,施工困难。因此,上述桩型均不宜采用。钻孔灌注桩具有单桩承载力高,桩径、桩长选择性强,穿越能力强,能适应任何地层,施工时对周边环境影响小,施工简便,是高层建筑及桥梁常采用的基础型式,可作为拟建工程首选桩型。桥墩大部分位于现状道路中间,地下管线少,经交通组织后具备施工条件,但应注意泥浆可能污染环境的问题。(二)桩端持力层的选择根据以上分析及工程特性评价,拟建桥梁一般宜以下伏中、微风化基岩作为桩基持力层,桩端持力层建议具体见下表:墩号里程工程地质条件评价建议持力层建议桩型W075~W111S2-1~S2-3X2-1~X2-3K2+500~k3+600覆盖层地基土主要由可塑、软塑状态粘性土及稍、中密砂土构成,下伏基岩为粘土岩。粘土岩具较高强度、低压缩性,空间分布稳定,厚度大,可作为桩基持力层。10粘土岩摩擦桩W112~W155S2-4~S2-7X2-4~X2-7K3+600~k4+935覆盖层地基土主要由可塑、软塑状态粘性土及稍、中密砂土构成,下伏基岩为灰岩,灰岩属较硬岩,具高强度,可视为不可压缩层,但该段灰岩岩溶发育,局部发育溶洞,应注意溶洞影响。岩面起伏较大,施工时注意保证嵌岩深度,桩体垂直度。做好漏浆、卡钻等意外事故处理措施。12-2-2微风化灰岩端承桩(一)桩基础设计参数根据《公路桥涵地基基础设计规范》(JTGD63-2007)有关规定,结合武汉市地方经验,综合确定钻孔灌注桩基础设计参数见表:地层编号地层名称桩侧土摩阻力标准值qik(kPa)地基承载力基本容许值[fa0](kPa)压缩模量Es(MPa)岩石饱和极限抗压强度(MPa)2淤泥质粉质粘土3-1粘土30904.43-2粉质粘土401205.84淤泥质粉质粘土20653.55粉质粘土夹粉土、粉砂351007.052 6-1粉细砂3511010.06-2细砂4520018.06-2a粉质粘土351004.76-3中粗砂5030017.06-4中粗砂夹砾、卵石6031018.07-1粘土551607.07-2粘土6534014.58含碎石粉质粘土6026014.09-1残坡积粘性土5027012.0(22)9-1a残坡积粘性土451606.0(18)9-2红粘土5024512.0(22)10粘土岩7030020.0(42)11-1强风化泥质砂岩60300(42)1.711-2中风化泥质砂岩1008003.9111-2a中风化泥质砂岩65300(42)1.4711-2c中风化含砾砂岩20010005.5911-2d中风化角砾岩15010006.1212-1-1强风化泥灰岩80300(42)12-1-2中风化泥灰岩18080011.512-1a-1强风化泥岩70350(43)12-1a-2中风化泥岩16080012-2-1中风化石灰岩200100012-2-2微风化石灰岩200038.912-3-1强风化页岩80400(44)12-3-2中风化页岩15080012b破碎带70300(42)13-1-1强风化炭质页岩80400(45)3.6613-1-2中风化炭质页岩16090013-2微风化灰岩250042.9注:()中数字为变形模量。(二)计算公式1.钻孔灌注摩擦桩单桩轴向受压承载力容许值系按照<<公路桥涵地基与基础设计规范>>(JTGD63-2007)有关公式进行估算。计算公式[Ra]=;[Ra]-单桩轴向受压承载力容许值(KN);u-桩的周长(m);li-承台底面以下各土层的厚度(m);n—土的层数;Ap-桩端截面面面积(m2);qik-与li对应的各土层与桩侧的摩阻力标准值(kPa);qr-桩端处土的承载力容许值(kPa)。2.支承在基岩上或嵌岩钻孔灌注桩单桩轴向受压承载力容许值可按照<<公路桥涵地基与基础设计规范>>(JTGD63-2007)中式5.3.4进行估算。52 计算公式[Ra]=[Ra]-单桩轴向受压承载力容许值(kN);c1-端阻发挥系数;Ap-桩端截面面积(m2);—桩端岩石饱和单轴抗压强度标准值(kPa);c2i—第i层岩层的侧阻发挥系数;u—各土层或各岩层部分的桩身周长(m);hi—桩嵌入各岩层部分的厚度(m);m—岩层的层数;—覆盖层土的侧阻力发挥系数;li—各土层的厚度(m);qik—桩侧第i层土的侧阻力标准值(kPa);n—土层的层数。(三)估算结果选代表性钻孔估算单桩轴向受压承载力容许值,桩长自然地面下3.0米起算,桩径按Φ=1500(mm)钻(冲)孔灌注桩计算,经估算结果如下表:孔号桩长(m)桩径(mm)进入持力层深度(m)桩端土(岩)层单桩轴向受压承载力容许值Ra(kN)桩型ZK3115002.013-2层微风化灰岩38000端承桩ZK10060150014.811-2层中风化泥质砂岩11700端承桩ZK15515002.012-2-2层微风化灰岩35000端承桩ZK25468150010层粘土岩9800摩擦桩68180010层粘土岩11900ZK3215015001012-1-2层中风化泥灰岩12500端承桩ZK32568150012b层破碎带8660摩擦桩68180012b层破碎带10500根据估算结果,勘察深度内嵌岩端承桩单桩承载力完全能满足设计要求;在粘土岩及破碎带地段桩径1500mm的摩擦桩单桩承载力难以满足设计要求,当采用桩径1800mm的摩擦桩时单桩承载力基本满足设计要求。实际承载力应根据规范要求现场检验确定,建议粘土岩及破碎带地段进行桩基载荷试验确定其单桩承载力。7)、钻孔典型剖面图:52 52 二、编制依据1、武咸公路改造工程第二分段图纸和地勘报告2、《公路桥涵施工技术规范》(JTJ041-2000)3、《公路技术标准》(JTGB01-2003)4、《公路工程质量检验评定标准》(JTGF80/1-2004)5、《城市桥梁工程施工与质量验收规范》(CJJ2-2008)6、《公路工程施工安全技术规程》(JTJ076-95)7、《公路工程基桩动测技术规程》(JTG/TF81-01-2004)8、其它相关的施工及验收规范、规程。52 三、施工方法根据岩土勘察资料及设计要求,该工程桩设计采用钻孔灌注桩。根据地层情况综合考虑,选择冲击钻机进行施工。1、桩位测量放样1)、测量组放样确定桩位中心:桩基放样采用全站仪进行放样,通过后视两水准点中的一点A,将仪器调零角度,拔至要求角度θ,从全站仪读出已定的距离S的方法来确定桩径的中心,通过水准点B处置仪器来复核桩心O位置,如图下图所示:O2)、桩位十字控制网的建立:确定O后,在开挖护筒前基坑前,要注意保护桩aa、bb、cc、dd。一是在埋设护筒过程中将破坏掉的O点恢复;二是检测钻机就位情况;三是检测护筒是否移位。将aa、bb、cc、dd分别用细线相连,恢复开挖基坑时破坏的桩心O,应保证护筒的中心O’与O点在垂直方向上,应用铅垂线检测,若两O’O在同一直线上则满足要求,基坑要有一定的坡度,应挖成上宽下窄的漏斗形,在护筒埋设好之后,护筒周围土应夯实,确保护筒位置的固定,以防移位。钻机就位,是指钻机钻头中心或锤头中心O”与护筒中心O’,在同一铅垂线上,即O、O’、O”三心共线,这是成孔的保证;就位好的钻机,要充分固定,防止移位造成孔位的偏移。只有满足上述二条,才能保证成孔满足规范要求,孔的倾斜率<1%,孔位偏移≤5cm。52 2、成孔工艺2.1、工艺流程:测量放线定桩位埋设护筒冲桩机就位调整垂直度钻进成孔第一次清孔灌注水下混凝土第二次清孔吊放导管吊放钢筋笼质量检测混凝土输送废泥浆排放泥浆沉淀拌制护壁泥浆钢筋笼制作2.2、冲击钻施工:项目部测量组放出桩位后,会同有关人员进行复测,作出复核记录,并经监理工程师复核无误后,方可埋设护筒。排架桩中心位置偏差≤50mm,群桩中心位置偏差≤100mm。采用机械破除现有砼路面,砼废渣排放运距为20kM。护筒制作与埋设:护筒采用10~12mm厚的钢板加工制作,高度为2.5~4.5m,护筒内径比钻头直径大400mm。护筒要根据设计桩位中心线埋设,埋设深度不得小于2.0m,埋设后应复核校正,其偏差应不不大于50mm52 。护筒要求焊接得坚实,不漏水并严格保证圆状,护筒顶端应留有浆口。按桩位将护筒放到人工已挖出的桩位孔内的正确位置(护筒中心与桩中心重合)将护筒子周围泥土夯实,固定护筒。护筒埋设后平面位置偏差不得大于5cm,倾斜度不得大于1%。护筒高于地面0.3m。护筒埋设后,其周围必须加填粘土密实,防止漏水坍塌。造浆:泥浆是粘土和水的拌和物,由于比重大,静水压力大,泥浆作用在井孔壁形成一层泥皮,阻隔孔外水渗流,保护孔壁免于坍塌,同时,泥浆还起浮悬钻渣的作用,使钻孔正常进行。在钻进过程中不断对泥浆的各项性能指标进行测试,根据泥浆性能和地层情况及时调整泥浆稠度,必要时添加外加剂(化学固浆),改善泥浆性能。钻进时泥浆性能技术指标如表:钻孔方法泥浆性能技术指标相对密度粘度(S)含砂率胶体率(%)失水(ml/30min)静切力(Pa)冲击1.20-1.4022-30≤4≥95≤203-5泥浆循环系统由泥浆池、出浆槽、泥浆泵、沉淀池组成,间隔布置于两墩之间,泥浆池容量应满足钻孔的需求。因此,在施工过程中,使用的泥浆用优质粘土制作,当钻孔至粘土层时可原土造浆,泥浆比重的控制:在一般地层采用1.0~1.25;在松散易坍的软土地层采用1.2~1.6。施工中应经常测定泥浆比重、粘度、含砂率和胶体率,并及时调整。泥浆沉淀池废渣排放平均运距为20kM,造浆粘土采集平均运距为20kM。全线共设泥浆池55个,具体做法见附图。钻机就位:钻机就位前,应对钻机座找平和加固。并安好枕木,钻机安装就位后,底座和顶端应平稳,在钻进和运行中不应产生位移或沉陷,否则应找出原因及时处理。就位后用棉线通过桩护筒的直径方向交叉定出桩孔中心,然后调整钻架,使钻架上起吊钻锥中心及桩孔中心位置刚好在一条铅锤线上,偏差不大于2cm钻机精确就位后,固定好钻机。启动钻盘,并把冲击锤徐徐放进护筒中准备缓缓钻进。同时,开钻前,要做好主要机具和检查与安装,配套设备就位及水电供应的接通等。开孔前先启动泥浆泵和钻盘,待泥浆进入钻孔一定数量后,方可开始钻进,钻近过程中要经常性的进行桩位复核,特别是超深度桩基钻进,要防止护筒或桩孔偏位,及时发现及纠正。钻孔前,应根据施工图纸涉及所提供的地质,水文资料,绘制钻孔桩处地质剖面图,挂在钻台上。钻进过程中,应经常注意地质变化,52 在变化处均应捞取渣样并用取样袋保存,同时要进行详细记录,并用样品与地质剖面核对,确定是否与设计吻合,并作为终孔的重要依据。桩的钻孔,只有在中心距离5m以内的任何桩的混凝土浇筑完毕24h以后才能开始。开始钻进应适当控制进尺,在护筒刃脚处应低档慢速钻进,使刃脚处有充分的泥浆护壁,当钻进至刃脚下1m后按图质的类型以适当的速度正常钻进。钻孔作业必须连续进行,不得间断。因故必须停钻时,必须提起钻头以防埋钻。钻孔中应注意及时清除钻渣,并保持泥浆密度和粘度,避免造成坍孔埋钻。在砂层或软基中钻进时易塌孔,应轻压、低档慢速、大泵量稠泥浆钻进,钻过程中应及时排除钻渣,并添加泥浆,使钻锤经常冲击新鲜地层。钻进工程经常测定泥浆指标,保持泥浆符合设计要求。在钻进过程中,如发现斜孔、弯孔、缩颈、塌孔冒浆等情况,应立即停止钻进,采取处理措施后方可继续施工。经常检查孔内泥浆面的高度,要保证孔内泥浆面高出地下水位不少于50cm以上;钻进过程中,应连续钻进,不能中途无故停钻,如确实因机械故障需要停机,孔内泥浆仍要作循环,以防止塌孔。冲击钻钻进时应注意以下事项:冲程应根据实际情况来定,冲程过高,对孔底振动大易引起坍孔,冲程过小,则钻进速度较慢,为正确控制提升冲击锥冲程,宜在钢丝绳上用油漆进行标志。通过岩层时,如表面不平整,应先投入小片石将表面垫平,再用十字型冲击锥进行冲击钻进,防止产生斜孔、坍孔事故。要注意均匀放松钢丝绳的长度,松绳过少,形成“打空锥”,使钻机、钻架、钢丝绳受到较大意外冲击荷载,遭受损坏。松绳过多,减少冲程,降低钻进速度,甚至发生钢丝绳纠缠事故。掏渣及时,冲击一段时间后,及时捞渣,沉渣过厚应将冲击锥取出,换上掏渣筒,沉至孔底掏取钻渣,如果钻渣太厚,会使泥浆变稠,吸收大量冲击能,并妨碍冲击锥转动,使冲击进尺明显下降,或形成梅花孔,偏孔。冲击锥起吊时应平稳,避免冲撞护筒和孔壁,进出孔口时,严禁孔口附近站人,防止发生撞人事故。确定终孔:当钻孔至设计标高或接近设计标高时,要鉴定桩底岩样能52 否达到设计要求的强度,要求入微风化长度,如果地质发生变化,及时报监理工程师现场处理,按实际地质资料重新确定桩长。终孔后,要用检孔器检查孔径,要求孔径不小于设计孔径;同时要检查桩位偏差和桩身垂直度,要求桩位偏差不大于±5cm,垂直度小于1/100的桩长且不大于500mm。验孔和清孔:钻孔达到设计深度后,要对孔深,孔径,孔位和孔形等进行检查,并将检查结果填入终孔检查表。为防止下不去钢筋笼,须先用验孔器检查孔径。验孔器为钢筋弯制的圆柱形,其验孔器直径大于钢筋笼直径10cm以上,长为桩径的4~6倍,检查时用钢绳吊入孔内看能否顺利到达孔底,如有障碍应及时处理,严重的要用钻机修钻。孔的平面位置偏差不大于5厘米,孔径不小于设计桩径,倾斜度不大于孔深的1%。钻孔达到图纸规定深度或根据桩基终孔原则经监理工程师批准同意终孔后应立即进行清孔,清孔采用换浆法,具体作法是:终孔后以中速压入正常比重的泥浆,把孔内悬浮钻渣较多的泥浆换出,直到泥浆含砂量小于2%,根据孔径和深度换浆时间约为4~6小时,吊入钢筋笼后,应进行二次清孔,并再次检查孔内泥浆性能指标和孔底沉淀厚度是否符合规范及设计要求,含砂率<2%,相对密度1.03~1.10,各项指标均符合要求后方可灌注混凝土。3、钢筋笼制作与安放3.1、钢筋笼制作必须按设计图纸要求精心加工,在钢筋加工厂集中加工。3.2、钢筋的品种,钢号及尺寸规格应符合设计要求,其制作偏差符合下列规定:主筋间距:±20mm箍筋间距:±10mm钢筋笼直径:±10mm钢筋笼长度:±50mm3.3、钢筋笼焊接要求:分段制作的钢筋笼,钢筋接长采用机械连接,封闭箍和加强环采用单侧搭接焊,焊缝长10d,主筋机械连接时接头应错开,在同一截面内的钢筋接头数不得多于主筋总数的50%,螺族箍筋应大部分与主筋点焊,增加钢筋笼的强度。扎口连接时,上下主筋位置对正,保持钢筋笼上下轴线一致。3.4、钢筋笼保护层要求:钢筋笼入孔时应对准孔位轻放慢慢入孔,钢筋笼入孔后应徐徐下放,不得左右转动,严禁高起猛落强行下放,焊接部位表面污垢应先行清除。钢筋笼下放孔内符合要求后,可将主筋点焊于孔口护筒上或用铁丝牢固绑扎于孔口,以使钢筋笼定位和防止窜动52 ,对超深度桩基钢筋笼下放,因为钢筋笼较长,重量大,可在护筒周边布置4根I25工字钢作为钢筋笼吊环承力支点,吊环采用4跟直径20的钢筋,下放过程中注意钢筋笼的顺直度,防止变形过大,及导致声测管接口断开,影响桩基检测。钢筋加工允许偏差检查项目允许偏差(mm)检查频率检查方法范围点数受力钢筋顺长度方向全长的净尺寸±10按每工作日同一类型钢筋、同一加工设备抽查3件3用钢尺量弯起钢筋的弯折±20箍筋内净尺寸±5钢筋成形和安装允许偏差检查项目允许偏差(mm)检验频率检验方法范围点数受力钢筋间距两排以上排距±5每个构筑物或每个构件3用钢尺量,两端和中间各一个断面,每个断面连续量取钢筋间(排)距,取其平均值计1点同排梁板、拱肋±10基础、墩台、柱±20灌注桩±20箍筋、横向水平筋、螺旋筋间距±105连续量取5个间距,其平均值计1点钢筋骨架尺寸长±103用钢尺量,两端和中间各1处宽、高或直径±53弯起钢筋位置±2030%用钢尺量钢筋保护层厚度墩台、基础±1010沿模板周边检查,用钢尺量梁、柱、桩±5板、墙±352 4、下导管4.1、导管的选择:导管内壁应光滑圆润,直径宜为20~30cm,底管长度为4m,中间每节长度宜为2m。在导管使用前,必须对导管进行外观检查、对接检查和压水试验:①外观检查:检查导管有无变形、坑凹、弯曲,以及有无破损或裂缝等,并应检查其内壁是否平滑,对于新导管应检查其内壁是否光滑及有无焊渣,对于旧导管应检查其内壁是否有混凝土粘附固结;②对接检查:导管接头丝扣应保持良好。连接后应平直,同心度要好;③压水试验:在连接后导管内先加70%的清水,然后一端密封,另一端通过空压机加压到0.5~0.6MPa,维持压力不变,滚动导管看是否漏水,时间约15分钟;经以上检验合格后方可投入使用,对于不合格导管应严禁使用。导管长度应根据孔深进行配备,满足二次清孔及水下混凝土灌注的需要,即二次清孔时能下至孔底;水下灌注时,导管底端距孔底0.5米左右,混凝土应能顺利从导管内灌至孔底。4.2、导管下放:导管在孔口连接应牢固,设置密封圈,吊放时,应使位置居中,轴线顺直,稳定沉放,避免卡挂钢筋笼和刮撞孔壁5、水下砼灌注下灌注导管后,二次清孔,确保孔底沉渣厚度符合规范要求。对灌注导管要检查其圆满度,垂直度及其连接密封性,按期对导管进行水封试验,入孔内导管的底部距孔底300~500mm,并做好记录。隔水塞用和导管口径相符的皮球。保证足够的初灌量,保证埋深0.8~1.5m,连贯灌注时埋深2~6m,灌注应连续进行。砼运输:砼运输采用砼运输车直接运至砼灌注地点,用地泵浇筑。项目选定的中建三局商品混凝土公司在武昌地区有南湖、关山和青山三座大型搅拌站。为了保证混凝土浇筑的连续性,项目部要求商砼公司在浇筑混凝土时有足够的车辆供应,必要时从商砼公司汉阳搅拌站调度支援。混凝土供应保证连续24小时供应,考虑运输条件,将配置25台罐车连续供应。52 派专人测量导管的埋入深度,并作好记录。灌注混凝土过程中,要经常探测混凝土面上升高度,检查埋管深度。混凝土上升到骨架底口4m以上时,再提升导管,使导管底口高于钢筋笼骨架底部2m以上,可以恢复灌注速度,保持正常的埋管深度,灌注接近桩顶时,要保持足够的导管高度,采用接入短导管等措施,水下混凝土灌注面高出桩顶设计高程1.0~1.5m(此高度是根据该地层裂隙发育等情况暂定,具体由设计、监理及业主方确定),以便清除浮浆,确保混凝土桩身质量。拆除导管之前测量混凝土面高程,以保证灌注混凝土达到设计高程。导管提升应保持居中,防止挂碰钢筋笼,拆下的导管要及时冲清干净。灌注砼时充盈系数控制为1.3,由甲方及监理签证认可。接近桩顶时,由于导管内砼高度减少,压力降低,管外泥浆稠度比重增加,出现灌注困难,应提高漏斗高度。砼灌注完成时,适时拨出护筒,并做好孔口防护,防止发生意外事故。浇筑混凝土时,按设计及规范要求数量留置混凝土试件,测定28d强度。大深度大直径桩基浇筑混凝土要组织好现场交通及混凝土的及时供应,保证混凝土的塌落度,做好现场试件的同期养护和试验室标养。混凝土灌注桩允许偏差序号项    目允许偏差(mm)检验频率检验方法范围点数1桩位群桩100每根桩1用全站仪检查排架桩5012垂直度(钻孔桩)≤1%桩长,且不大于5001用测壁仪或钻杆垂线和钢尺测量3沉渣厚度摩擦桩符合设计要求1沉淀盒或标准测锤,查灌注前纪录端承桩不大于设计要求152 6.特殊地层(溶岩地层)桩基钻孔及灌注施工方法根据现有施工图纸地质资料及现场补堪情况判断,本工程部分桩位可能有溶洞分布,具体位置在K3+600~K4+400段(主要为端承桩),结合同类项目施工情况及以往施工经验,本施工段特殊地层(岩溶地层)桩基首先根据工程地质详细的勘察报告可以看出溶洞发育所在地段。对存在溶洞、溶槽及空洞的不良地质桩的处理方案如下:为保证在施工过程中有针对性,要求在每个桩位孔上进行不少于1个的超前地质钻探,钻孔深度进入稳定持力层不小于5米,以查明每个孔位的地层构造及分布特征,查明溶洞,土洞分布情况及大小,连通情况;查明溶洞顶板厚度;查明稳定持力层的准确顶面标高及标准承载力,初步判断地下水类型,大小及流向等,每个孔位的地质柱状图和施工方案单独列出并分发给相关人员(工长,技术员,作业班长等),让他们都了解溶洞的位置大小充填情况以及应采取的施工方案;6.1、片石回填法(适用于中小溶洞50~150㎝以内处理)在探明可能有溶洞的桩基孔位附近备好足够的小片石,造浆粘土(防止干裂)和包装水泥等必备材料(或化学造浆材料),在施工现场备一台装载机或者挖机,司机要求能随时待命,当遇到溶洞漏浆时,能及时回填片石和粘土,同时集中水泵补水,预防塌孔;在钻至离溶洞洞顶部附近时,采用小冲程,逐渐将洞顶击穿,防止卡锤,一旦发现孔内泥浆面大幅下降,应迅速补水,同时根据溶洞大小向孔内按1:1的比例抛片石和粘土,小冲程冲进,让粘土和片石充分挤入溶岩,形成孔内护壁.待片石和粘土充分形成孔内护壁后并且漏浆现象全部消失后转入正常冲进;桩基中不良地质处存在溶洞、溶槽及空洞的高度在50㎝~150㎝以内的情况,一旦泥浆面下降,应及时回填片石(规格为20~30cm)和粘土,片石和粘土按3:1的比例回填反复冲砸,依靠冲挤在溶洞、溶槽或空洞内的片石夹粘土形成护壁,达到保持孔内的泥浆浓度和高度。只有当泥浆漏失现象全部消失,观察24h后情况正常后,方可继续成孔。6.2、钢护筒跟进法(适用于溶洞高度在150㎝以上并有多层溶洞的处理)52 不良地段桩基中的溶洞、溶槽或空洞的高度在150㎝以上并有多层溶洞情况,采用下钢护筒跟进的办法处理。钢护筒的壁厚δ=10~12㎜,沉放钢护筒的长度为L=h+1米(注:h为地质报告中的溶洞、溶槽及空洞底至原地面高度),若在桩基中存在多层高度大的溶洞、溶槽及空洞的情况,采用分层下放内钢护筒。(1)桩基内护筒跟进的施工工艺:场地平整、定位埋设外钢护筒冲孔至溶洞底(回填片石或C10砼)溶洞顶部处理下放内钢护筒正常成孔至桩底标高(终孔)(2)护筒制作:外钢护筒的内直径为D=d+30cm(d为设计桩径),壁厚δ=12㎜,长度为2米;采用机械卷制加工制作;内钢护筒:采用壁厚δ=12㎜的钢板,在厂家用机械集中卷制加工制作,焊缝全部为双面坡口,每节制作长度为1.5~2米,制作内钢护筒的内径D′=d+20cm(d为设计桩径)。制作好后运至施工现场(3)全程钢护筒跟进施工本工程下置内钢护筒的目的:主要是防止贯通溶槽的漏浆而造成砂质覆土层的塌孔,通过下置内护筒的作用,即可顺利穿越溶槽层至设计桩底标高,达到顺利终孔的要求;同时避免砼超灌甚至无法灌注至设计桩顶标高等情况。因此,在覆土层段先打入内钢护筒,后进行冲孔施工;在入岩后,根据各成孔处的地质资料情况:进尺每1.5~2米,同时内钢护筒也要同时跟进至设计标高。位于覆土层段,采用25T汽车吊辅助20T振动锤,先将内钢护筒分节打入土层中至岩面。再进行回钻成孔。在下沉钢护筒的施工过程中,振动锤必须平稳,牢固的焊在内钢护筒顶部,并在护筒顶面的平面位置一定要居中,尽可能避免因偏心造成护筒产生偏斜。同时采用水平尺严格控制好各节护筒连接的垂直度,不得超过施工规范要求的1/200,力求钢护筒垂直入土。若一旦发现有偏斜的趋势,马上进行纠正,将可能发生偏斜的不利因素消除在萌芽状态中。内护筒沉入岩面后,先采用冲锤进行成孔一定深度后(注:进尺为1.5~2米),及时采用25T汽车吊辅助振动锤将内护筒下沉至进尺岩面标高处;然后再进行冲孔、下内刚护筒;与之循环反复进行至桩底设计标高处;同样,在施工过程中严格测量、控制好各节护筒连接的垂直度,不得超过施工规范要求的1/200。52 各节内刚护筒的连接焊缝全部采用双面开坡口进行满焊,两节护筒的接缝除施焊外,还需在接缝处焊接50mm宽、δ=10㎜的加强钢带。以保证其尺寸准确,使护筒体顺直度达到要求,整个内护筒的竖向壁成一直线。对其控制好质量的环节上起到关键的作用。(4)内钢护筒下至溶槽处的处理由于施工处不良地质溶洞的深度大同时有可能存在贯通的溶洞存在。对于此处的处理更不得马虎,若处理不当有可能出现卡锤的情况出现。需根据补勘探的地质资料,详细了解各溶槽顶标高的准确位置后,严格按照以下进行处理:内钢护筒的下放位置:根据其地质资料或原成孔桩基已施工的标高位置处(或溶槽顶50cm处);冲击锥锤冲至溶槽顶部范围做到上下轻提慢放,做到缓慢的进尺至溶槽处形成一小的裂口,不得高提进行强烈的冲击;以防止卡锤的危险。进入溶槽后,根据我公司桩基施工的经验总结情况看,孔内的泥浆势必全部漏失。因此需单独进行溶槽的处理:孔内浆漏失完后,尽快用25T汽车吊将冲击锥锤吊开。将拼装备好的水下砼导管放入孔内,采用C10砼进行封堵,砼须多次进行,且每次灌入的砼不宜过多,同时砼需在待前面砼达到初凝后进行,砼的塌落度控制在30—50mm,通过砼的低流动性达到暂时封堵的目的;待砼凝固产生一定强度后,再用冲击锥锤进行重复回钻、跟进内钢护筒。也可采用回填片石进行反复冲砸。通过挤压旁边的溶洞空间,孔桩周围形成护壁,再跟进内钢护筒。同一桩孔内若有多层溶洞、溶槽或空洞,需分层按上方法处理、跟进下放内钢护筒。(5)质量保证措施:钢护筒的加工尺寸必须严格控制,护筒上下节的连接缝除焊接外,还需在接缝处焊50mm宽的加强钢带,护筒水平接缝所成平面与护筒竖向垂直,使整个钢护筒的垂直度符合要求,振动锤与护筒顶面焊接牢固,无松动;并要求振动锤位置居护筒顶面中,各节下沉的护筒必须严格控制垂直度。6.3、素混凝土回填(适用于中小溶洞50~150㎝以内处理)采取正常成孔方法施工,当钻穿溶洞漏浆时或遇到倾斜岩面时填入低标号混凝土,间隔一定时间后采用冲击钻冲击成孔。52 (1)混凝土标号及配合比:混凝土标号通常采用C20贫混凝土,为尽快提高混凝土强度,节约施工时间,应在混凝土中掺加一定的早强剂,提高贫混凝土的早期强度。(2)掺加方法:对于倾斜岩面,为校正孔位,回填贫混凝土应与倾斜岩面顶面平齐,对于溶洞处,回填顶面高于溶洞顶板50cm。(3)施工注意事项:回填48h后回填混凝土强度达到70%方可重新开钻。6.4、注浆加固(适用于大溶洞的处理)注浆方法处理钻孔桩溶洞,是通过设计院提供的地质勘察资料,对钻孔桩穿过的溶洞进行填充和加固的方法,该方法对于处理大溶洞是十分有效的措施。(1)注浆孔布设:根据设计院提供的设计资料,先找出最大的溶洞,如果溶洞为连通溶洞,只需要对其中最大的溶洞进行注浆加固,另外,钻注浆孔也是对地质情况的进一步勘探,通过取芯探明溶洞的高度及填充物的详细情况。(2)注浆压力控制:用注浆泵注浆,注浆压力不宜太大,控制在0.5~1.0的范围,具体压力值由现场试验确定。注浆速度为15~20L/min,其目的是使浆液渗透到填充物内(包含灌入的砂或碎石),然后固结,渗透最小直径定为3.0m,以保证冲孔钻成孔时有足够的固结体。注浆时注浆管必须插入填充物的底部,然后边注浆边缓慢上提,提管速度不宜太快,根据注浆速度确定,应使渗透半径控制在允许范围内。浆液选用水泥浆,用32.5级水泥,水泥浆配合比为水:水泥=0.8:1.0。若需用水泥砂浆,则配合比采用水:水泥:砂=1:1:0.8,需要用双液浆时,水玻璃的用量根据现场试验确定。(3)注浆施工注意事项:为防止浆液流失太远造成浪费,采用间歇注浆方式,使得先注入的浆液与砂子(或碎石)初步达到胶合后再注浆,循环注浆多次,直至达到规定最小注浆量和注浆压力控制值为止。注完一个孔后,继续对其余孔进行注浆,后注浆的压力必须调高,最后封孔。注浆顺序由现场自行掌握。7、水下混凝土灌注过程中混凝土流失的处理在溶岩地层,灌注混凝土的过程中有可能会遇到混凝土流失的现象,拟采取以下措施:加大混凝土初灌量,考虑到溶洞的影响,比正常施工要多考虑1立方左右的初灌量,避免因首盘混凝土数量不够造成导管埋管不够而断桩。52 灌注过程中加大导管埋深,一般控制导管埋深不小于3米,灌注时要勤于测量混凝土面高程,对灌注过程中出现的缓慢下降要有准确的判断,防止混凝土突然下降导管悬空造成断桩事故。对漏浆严重或多次漏浆的个别孔,应做到心中有数,在灌注时应加大混凝土灌注高度,一般考虑超过设计高程1.5~2.0米,尽量避免在灌注完成拨出导管后混凝土面下降造成短桩。现场备用处理施工故障的机具设备,如装载机等。8、常见到钻孔(包括清孔)事故及处理方法8.1坍孔各种钻孔方法都可能发生坍孔事故,坍孔的表征是孔内水位突然下降,孔内冒细密的水泡,出渣量显著增加而不见进尺,钻机负荷显著增加等。(1)坍孔原因:泥浆相对密度不够及其它泥浆性能指标不符合要求,使孔壁未形成坚实泥皮。由于出渣后未及时补充泥浆(或水),或河水,潮水上涨,或孔内出现承压水,或钻机通过砂砾等强透水层,孔内水流失等造成孔内水头高度不够。护筒埋置太浅,下端孔口漏水,坍塌或孔口附近地面受水浸湿泡软,或钻机直接接触在护筒上,由于振动使孔口坍塌,扩展成较大坍孔。在松软砂层中钻进进尺太快。提出钻锥钻进,四转速太快,空转时间长。冲击(抓)锥或掏渣筒倾倒,撞击孔壁,或爆破处理孔内孤石、探头石、炸药量过大,造成过大振动。水头过高,使孔壁渗浆或护筒底形成反穿孔。清孔后泥浆相对密度、粘度等指标降低,用空气吸泥机清孔泥浆吸走后未及时补浆(或水),使孔内水位低于地下水位。清孔操作不当,供水管嘴直接冲刷孔壁,清孔时间过久或清孔后停顿时间过长。吊入钢筋骨架时碰撞孔壁。(2)塌孔的预防和处理:52 在松散粉砂土或流砂中钻进时,应控制进尺速度,选用较大相对密度、粘度,胶体率的泥浆或高质量泥浆,冲击钻孔时投入粘土,掺片,卵石,低冲程锤击,使粘土膏片,卵石挤入孔壁起护壁作用。汛期或潮汐地区水位变化过大时,应采取升高护筒,增高水头,或用虹吸管,连通管等措施保证水头相对稳定。发生孔口崩塌时,可立即拆除护筒并回填钻孔,重新埋设护筒再钻。如发生孔内坍塌,判明坍塌位置,回填砂和粘质土(或砂砾和黄土)混合物到坍孔处以上1m~2m,如坍孔严重时应全部回填,待回填物沉积密实后再行钻进。严格控制冲程高度。清孔时应指定专人补浆(或水),保证孔内必要的水头高度,供浆(水)管最好不要直接插入钻孔中,应通过水槽或水池使水减速后流入钻孔中,以免冲刷孔壁。应扶正吸泥机,防止触动孔壁。不宜使用过大的风压,不宜超过1.5-1.6倍钻孔中水柱压力。吊入钢筋骨架时应对准钻孔中心竖直插入,严防触及孔壁。8.2钻孔偏斜各种钻孔方法均可能发生钻孔倾斜事故。(1)偏斜原因钻孔中遇有较大的孤石或探头石。在有倾斜的软硬地层交界处,岩面倾斜处钻进,或者粒径大小悬殊的砂卵石层中钻进,钻头受力不均。扩孔较大处,钻头摆动偏向一方。钻机底座安置水平或产生不均匀沉陷、位移。钻杆弯曲,接头不正。(2)预防和处理安装钻机时要使转盘、底座水平,起重滑轮缘,固定钻杆的卡孔和护筒中心三者应在一条竖直线上,并经常检查校正。由于钻机较长,转动时上部摆动过大,必须在钻架上增设导向架,控制钻杆上的提引龙头,使其沿导向架对中钻进。钻杆接头应逐个检查,及时调正,当主动钻杆弯曲时,要用千斤顶及时调直。52 在有倾斜的软、硬地层钻进时,应吊着钻杆控制进尺,低速钻进,或回填片、卵石冲平后再钻进。冲击钻进时,应回填砂砾石和黄土待沉积密实后再继续钻进,偏斜严重的可在开始倾斜处设置少量炸药(小于1kg)爆破,然后用砂类土和砂砾石回填到该处位置以上1m左右,重新冲钻。8.3掉钻落物各种钻孔方法均可能发生。(1)掉钻落物的原因卡钻时强提强扭,操作不当,实钻杆或钢丝绳超负荷或疲劳断裂。钻头杆接头不良或滑丝。电动机接线错误,钻机反向旋转,钻杆松脱。冲击钻头合金套灌注桩质量差致使钢丝绳拔出。转向环、转向套等焊接处断开。钢丝绳与钻头连接处钢丝绳的绳卡数量不足或松弛。钢丝绳过度陈旧,断丝太多,未及时更换。操作不慎,落入扳手、撬棍等物。(2)预防措施开钻前应清除孔内落物,零星铁件可用电磁铁吸取,较大落物和钻具也可用冲抓锥打捞,然后在护筒口加盖。经常检查钻具、钻杆、钢丝绳和连结装备。为便于打捞落锥,可在冲击锥或其它类型的钻头上预先焊打捞环,打捞杆,或在锥身上捆几圈钢丝绳等。(3)处理方法掉钻后应及时摸清情况,若钻锥被沉淀物或坍孔土石埋住应先清孔,使打捞工具能接触钻杆和钻锥。打捞工具有以下几种:打捞叉、螺旋取物器和卡板取杆器、打捞钩、打捞活套、偏沟或钻锥平钩、打捞钳对钻径直径大的空心冲击锥或冲抓锥,将坍在原锥上面的土、石清除掉,接触原锥后,再换用比原锥直52 径稍大的栅或圆柱形的空心锥,冲钻至原锥底部,使原锥与周围孔壁分离后,提出空心锥,再将前述的打捞钩入孔钩捞,用卷扬机会同链滑车同时提位。8.4糊钻和埋钻(1)原因:糊钻和埋钻常出现于正、反循环(含潜水钻机)回钻进和冲击锤钻进。正、反循环回转钻进中,糊钻的表征是细粒土层中钻进时进尺缓慢,甚至不进尺,出现别泵现象;在粘土层中冲击成孔时,由于冲击太大、泥浆粘度太高,钻渣量大、钻杆内径小、出浆孔堵塞以致钻头被糊住或被埋位。(2)预防和处理办法:对正反循环回转钻,可清除泥包,调节泥浆的相对密度和粘度,适当增大泵量和向孔内投入适量砂石泥块泥包糊钻,选用刮板齿小,出浆孔大的钻锥,对于冲击钻,除上述方法外,还应减少冲程适当控制进尺,若已严重糊钻,应停钻,清除钻渣,对钻杆内径,钻渣进出孔和排渣设备的进尺进行检查计算。8.5扩孔及缩孔扩孔比较多见,一般表现为局部的孔径过大。在地下水呈运动状态,土质松散地层处或钻锥摆动过大,易于出现扩孔,扩孔发生原因同塌孔相同,轻则为扩孔,重则为崩孔。若只孔内局部发生崩塌而扩孔,钻孔仍能达到设计深度则不必处理,只是混凝土灌渣量大大增加,若因扩孔后继续崩塌影响钻进,应按崩孔事故处理。缩孔即孔径的超长缩小,一般表现为钻机钻进时发生卡钻,提不出钻头或者提钻异常困难的迹象。缩孔原因有两种:一是钻锥焊补不及时,严重磨耗的钻锥往往钻出较设计桩径稍小的孔;另一种是由于地层中有软塑3土(俗称橡皮土),遇水膨胀后使孔径缩小。各种钻孔方法均可能发生缩孔。为防止缩孔,前者要及时修补磨损的钻头,后者要使用失水率小的优质泥浆护壁并必须快转慢进,并复钻二三次;或者使用卷扬机吊住钻锥上下、左右反复扫孔以扩大孔径,直至使发生缩孔部位达到设计孔径为止。8.6梅花孔(或十字孔)(1)形成原因:常发生在冲击锥钻进时,冲成的孔不圆,发生如梅花或十字的形状,形成原因:锥顶转向装置失灵,以致冲锥不转动,总在一个方向上下冲击。52 泥浆相对密度和粘度过高,冲击转动阻力太大,钻头转动困难。操作时钢丝绳太松或冲程太少,冲锥刚提起又落下,钻头转动时间不充分或转动很小,改换不了冲击装置。有非均质地层,如漂卵石层、堆积层等易出现掉头石,造成局部孔壁凸进,成孔不圆。(2)预防方法:应经常检查转向装置的灵活性,及时修理或更换失灵的转向装置。选用适当粘度和相对密度的泥浆,并适时掏渣。用低冲程时,每冲击一段据用高一些的冲击程冲击,交替冲击修整孔形。出现梅花孔后,可用片、卵石混和粘土回填钻孔,重新冲击。8.7卡锥卡锥也常发生在以冲击锥钻进时,冲锥卡在孔内提不起来,发生卡锥。(1)形成原因钻孔形成梅花形,冲锥被狭窄部位卡住。未及时焊补冲锥,钻孔直径逐渐变小,而焊补后的冲锥大了,又用高冲程猛击,极易发生卡锥。伸入孔内不大的探头石未被打碎,卡住锥脚或锥顶。孔口掉下石块或其他物件,卡住钻锥。在粘土层中冲击的冲程太高,泥浆太稠,以致冲锥被吸住。大绳松放太多,冲锥倾倒,顶住孔壁。(2)处理方法处理卡锥应先弄清情况,针对卡锥原因进行处理。宜待冲锥有松动后方可用力上提,不可盲动,以免造成越卡越紧。当为梅花卡铅时,若锥头向下有活动余地,可使钻头向下活动并转动至孔径较大方向提起钻头。也可松一下钢丝绳,使钻锥松动一个角度,有可能将钻锥提出。卡钻不宜强提以防坍孔,埋钻。宜用由下向上顶撞的办法,轻打卡位的石头,有时使钻头上下活动,也能脱离卡点或使掉入的石头落下。52 用较粗的钢丝绳带打捞钩或打捞绳放入进孔内,将冲锥勾住后,与大绳同时提动,或交替提动,并多次上、下、左、右摆动试探,有时能将冲锥提出。在打捞过程中,要继续搅拌泥浆,防止沉淀埋钻。用其他工具,如小的冲锥,小掏渣筒等下到孔内冲击,将卡锥的石块挤进孔壁,或把冲锥碰活动脱离卡点后,再将冲锥提出。但要稳住大绳以免冲锥突然下落。用压缩空气管或高压水管下入孔内,对准卡锥一侧或吸锥处适当冲射一些时候,使卡点松动后强行提出。使用专门加工的工具,将顶住孔壁的钻头拔正。用以上方法提升卡锥无效时,可试用水下爆破提锥法,将炸药(少于1kg)放入孔内,沿锥的滑槽放到锥底,而后引爆,震动卡锥,再用卷扬机和链滑车同时提位,一般是能提出的。8.8钻杆折断钻杆折断常发生在正反循环回转钻进时。一旦发生折杆,钻机的负荷立即减轻,驱动机械的运转噪声减少,钻进速度接近于零,即使提钻后再钻进仍无效,则证明确系发生了折杆故障。(1)折杆原因用水文地质或地质钻探小孔径钻孔的钻杆来作桥梁大孔径钻孔桩用,其强度刚度太小,容易折断。钻进中选用的转速不当,使钻杆所受到扭转或弯曲等应力增大,因而折断。钻杆使用过久,连接处有损伤或接头磨损过甚。地质坚硬,进尺太快,使钻杆超负荷工作。孔中出现异物,突然增加阻力而没有及时停钻。(2)预防和处理选择钻孔直径和管壁厚度尺寸时,应计算决定。不使用弯曲严重的钻杆,要求各节钻杆的连接和钻杆与钻头的连接丝扣完好,以螺套连接的钻杆接头要有防止反转松脱的固锁设施。钻进过程要控制进尺速度。52 钻进过程中要经常检查钻具各部分的磨损情况和接头强度是否足够。不合要求者,及时更换。在钻进中若遇异物,须经处理后再钻进。如已发生钻杆折断事故,可按其述方法打捞,并检查原因,换用新或大钻杆继续钻进。8.9钻孔漏浆(1)漏浆原因在透水性强的砂砾或流砂中,特别是在有地下水流动的地层中钻进时,稀泥浆向孔壁外漏失。护筒埋置太浅,回填土夯实不够,致使刃脚漏浆。护筒制作不良,接触不严密,造成漏浆。水头过高,水柱压力过大,使孔壁渗漏。(2)处理方法凡属于第一种情况的回转钻机使用较粘稠或高质量的泥浆钻孔。冲击钻机可加稠泥浆或回填粘土掺石片,卵石反复冲击,增加护壁。属于护筒漏浆的,应按前述有关护筒制作与埋设的规范规定处理。如接缝处漏浆不严重,可由潜水工用棉絮堵塞,封闭接触。如漏水严重,应挖出护筒,修理完善后重新埋设。对于以上故障的处理都应仔细分析,查明原因,从而采取相关的有利的措施,确保孔的安全性。9、桩基检测9.1、检测方法及选定原则检测方法包括低应变反射波法、高应变动测法、超声波法(包括投射法和折射法)。检测方法一览表检测方法检测内容低应变反射波法检测桩身缺陷位置及影响程度,判定桩身完整性类别高应变动测法52 分析桩侧和桩端土阻力,推算单桩轴向抗压极限承载力;检测桩身缺陷位置、类型及影响程度,判定桩身完整性类别;试打桩及打桩应力监测超声波法投射法监测灌注桩中声测管之间混凝土的缺陷位置及影响程度,判定桩身完整性类别折射法监测灌注桩钻芯孔周围混凝土的缺陷位置及影响程度桩的检测数量应符合下列规定:1)公路工程基桩应进行100%的完整性检测,各种方法的选定应具有代表性和满足工程检测的特定要求;2)重要工程的钻孔灌注桩应埋设声测管,检测的桩数不应少于50%;3)高应变动测法的抽检率可由工程设计或监理单位酌情决定,但不宜少于相近条件下总桩数的5%且不少于5根。根据施工图纸及规范要求,本分段工程拟选用高应变动测法和超声波法进行桩基检测。9.2高应变动测法激振宜采用铸铁或铸钢整体制作的自由落锤。锤体应材质均匀、形状对称、底面平整,高径比不得小于1。检测混凝土灌注桩的极限承载力时,其桩身混凝土强度等级应达到设计要求。检测前桩顶面应平整,桩头高度应满足安装锤击装置和传感器的要求,锤重心应与桩顶对中。检测时在桩顶面应铺设锤垫。锤垫由10~30mm厚的木板或胶合板等匀质材料制作,垫面略大于桩顶面积。传感器安装a桩顶下两侧面应对称安装加速传感器和应变传感器各1只,其与桩顶的距离不应小于1.5倍的桩径或边长。传感器安装面应平整,所在截面的材质和尺寸与被检桩相同。B应变传感器与加速度传感器的中心应位于同一水平线上,同侧两种传感器间的水平距离不宜大于100mm。传感器的中轴线应与桩的轴线保持平行。激振:采用自由落锤为激振设备时,宜重锤低击,锤的最大落距不宜大于52 2.0m。检测桩的极限承载力时,锤击次数宜为2~3击。9.3超声波法:(1)声测管的埋设应符合下列规定:当桩径不大于1500mm时,应埋设三根管;当桩径大于1500mm时,应埋设四根管。本分段工程桩径为1600mm和1200mm,分别埋设四根和三根声测管。声测管采用金属管,其内径应比换能器外径大15mm,管的连接宜采用螺纹连接,且不漏水。声测管应牢固绑扎在钢筋笼的内侧,且互相平行、准确,并埋设至桩底,管口应高出桩顶面300mm。声测管管底应封闭,管口应加盖。声测管的布置以路线前进方向的顶点为起始点,按顺时针旋转方向进行编号和分组,每两根编为一组。(2)检测前的准备:被检桩的混凝土龄期应大于14d。声测管内应灌满清水,且保证畅通。准确量测声测管的内、外径和两相邻声测管外壁间的距离,量测精度为±1mm。取芯孔的垂直度误差不应大于0.5%,检测前应进行孔内清洗。(3)桩身完整性类别应按下列原则判定:Ⅰ类桩:各声测剖面每个测点的声速、波幅均大于临界值,波形正常。Ⅱ类桩:某一声测剖面个别测点的声速、波幅略小于于临界值,但波形基本正常。Ⅲ类桩:某一声测剖面连续多个测点或某一深度桩截面处的声速、波幅值小于临界值,PSD值变大,波形畸变。Ⅳ类桩:某一声测剖面连续多个测点或某一深度桩截面处的声速、波幅值明显小于临界值,PSD值突变,波形严重畸变。52 四、工程质量保证措施1、工程质量保证制度建立质量保证体系:认真学习贯彻全国基础设施建设工程质量工作会议精神,落实国务院办公厅《关于加强基础设施工程质量管理的通知》文件。在本工程中建立工程质量领导责任制,法人代表对施工质量负总责,施工单位各级领导人和技术负责人对施工52 质量负相应的法律责任和技术责任。落实工程质量终身负责制,强化施工管理,规范市场行为,明确各级责任,确保优质工程。加强思想教育,提高全员素质。坚持把“百年大计,质量第一”的宣传教育工作贯穿于施工的全过程。认真搞好工地宣传,严格技术交底,并用现场分析会、观摩会、短期培训等多种形式,强化全体职工的质量意识,使广大职工牢固树立“质量第一,信誉至上”,“下道工序是用户,为用户提供高质量服务”的思想。对全体参建职工进场前要进行入场教育和有关的技术业务教育,使其掌握有关的施工规范及标准,提高劳动技能。强化以各级第一管理者为首的质量自检、自控体系,完善内部检查制度,配齐、配强质量管理人员。严格实行质量一票否决制,实行施工技术部门管理、质量检查部门监控的监管分离体制,立足自检自控,责任落实到人,严格考核奖罚,把监理工程师“一次检查合格率”作为重要考核指标。完善制度,狠抓落实。制度落实是创优达标的主要途径,在质量管理工作中,我们将坚持执行八项制度。即:施工测量复核制度;隐蔽工程检查签证制度;质量责任挂牌制度;质量评定奖罚制度;质量定期检查制度;质量报告制度;验工质量签证制度;重点工程控制点制度。坚持日常检查和定期检查,形成自检、互检、专检相结合制度,努力做到质量管理工作规范化、制度化。2、工程质量保证技术措施2.1每次放线都要有详细的测量记录,并对各排标志桩进行校核,测设成果记录需经现场监理工程师签字认可;2.2在钻孔过程中,详细做好各项质量记录,随时接受现场监理、设计部门的检查。2.3施工中质量检查与控制(1)成孔工序包括孔位、孔径、孔深、垂直度、沉渣厚度等。孔位质量检查与控制:施工场地经平整后,并按设计图纸进行桩位的精确测放,书面交监理验收,定位时护筒中心与桩位中心线偏差不得大于50mm,在钻孔不受影响的位置设置轴线控制点,以便完工后确定孔位偏差。52 孔径质量检查与控制:根据钻机性能、地质情况,仔细考虑钻头形式和大小,必须考虑到成孔直径不得小于设计要求,也不宜超过设计要求造成浪费,孔径检查可制作孔规进行检查,按检查结果,修正钻头直径。孔深质量检查与控制:采用测绳丈量与原始钻具记录相结合检查,必须保证设计深度,不得人为提前终孔。垂直度检查与控制:钻孔开孔前检查钻机移动轨道牢固稳定,轨道顶平面四角要求同一标高上,钻机天车、转盘,孔位在同垂直线上,方可开始,钻进时对钻头牢靠,开钻时应轻锤密击。(2)制作钢筋笼工序包括钢筋型号、直径、数量:主筋间距:螺旋筋间距;箍筋间距;钢筋搭接长度;钢筋焊接情况,钢筋笼直径,钢筋笼长度;吊筋长度。检查钢筋型号、直径、数量是否合乎设计要求,经查无误后,可下吊放钢笼,下放钢筋笼时检查钢筋的弯曲变形情况。钢笼技术指标:主筋间距:±20mm;箍筋间距或螺旋箍螺距:±10mm,钢笼直径:±10mm;钢笼长度:±50mm;纵向钢筋连接采用机械连接。水下钢笼保护层采用预制砼块控制,设置方法:每隔3~5M设一道,每道用箍筋钢穿过直径50mm的预制砼块焊在钢筋上,每道设置至少四块,沿钢笼均匀布设。下钢筋笼时,如果钢筋笼无法下放到底。必须拔笼扫孔、重新下放钢筋笼,钢筋笼到设计位置后,在灌注过程中,拔起导管时要避免挂碰钢筋笼,造成钢筋笼上浮。(3)检查混凝土超灌量情况。钻孔灌注桩产生超灌量的原因,是由于钻头经过松软土层时会有一定程度的扩张。同时,当混凝土注入桩孔时,有一部分会扩散到软土层去。控制混凝土超灌量的措施,主要是掌握好各层土的钻进速度,在正常钻孔操作时,中途不要随便停钻,以避免过大的扩张。(4)施工员要坚持砼灌注临近桩顶标高时用取样器取样,严格控制桩顶标高,避免超灌或少灌。2.4工序完工后质量检查与控制(1)坚持工序交接检查制度。坚持上道工序末经检查不准进行下道工序的原则,上道工序完成后,先由该作业班组自检,质量员专职检查,认为合格后通知现场监理到场会同检验,检验合格后验证认可,方能进行下道工序。52 (2)因业主原因提出设计变更或技术核定,必须由监理下达通知书,书面修改或变更技术参数。(3)桩基工程竣工验收,严格按《公路桥涵施工技术规范》(JTJ041-2000)和《城市桥梁工程施工与质量验收规范》(CJJ2-2008)及《武汉市工程质量管理备案》有关钻孔灌注桩要求,进行灌注桩基础工程验收。2.5雨季施工措施(1)钢筋工程钢筋堆放场地一定要保持清洁,钢筋应摆放在砖垄上,避免被雨水浸泡、被污泥污染,在下雨之前一定要将钢筋覆盖保护。钢筋要集中统一堆放,禁止乱扔乱堆,钢筋堆放场地一定要设置在地势较高的位置,而且排水设施齐全。准备大量雨具,在大雨来临之前进行全封闭覆盖,避免被雨淋湿生锈。钢筋加工区一定要搭设钢筋棚,闪光对焊一定要在钢筋棚中进行,对刚焊出的钢筋更是禁止浸水及被雨淋,大雨大雾天气禁止闪光对焊;在钢筋绑扎时,下雨天一般不影响钢筋质量,但工人上下班、搬运钢筋时一定注意避免将污泥带到钢筋网片上,如果钢筋被污染,一般采取用水冲洗、钢丝刷刷除的方法。(2)混凝土工程尽量避免在雨天浇筑砼,准备适当的防雨用具,如遇到大雨,应立即停止混凝土的浇筑并对已浇筑混凝土进行防雨处理。如确因技术问题不能停止浇筑,应在防雨用具下进行混凝土浇筑,因此现场必须备足防雨布,雨后浇筑砼要实测粗骨料的含水量,以调整实际施工的配合比用水量。2.6混凝土冬季施工措施(1)冬季施工混凝土的原材料一定要加热,加热时优先考虑加热水的方法。混凝土的搅拌温度,考虑搅拌、运输和浇筑过程中的热量损失。当外界温度较低,只加热拌和水尚不能满足拌合物出机温度要求时,可对砂和碎石等骨料加热。(2)投料前先用热水或蒸气冲洗搅拌机,其投料顺序与材料加热条件相适用,一般先投入骨料和加热的水,待搅拌一定时间水温降低到40°C52 左右时,在投入水泥继续搅拌到规定的时间(比常温搅拌的时间延长50%)。(3)严格控制混凝土的水灰比和坍落度。(4)采用砼输送车运输及泵送,减少运输途中的热量损失。(5)在混凝土的配置过程中掺入适量的外加剂,如复合减水剂,以减少用水量,提高早期强度,使混凝土在自然气温不低于-20°C、混凝土冰点在-15°C以内的条件下,低温-负温养护期间达到要求的强度。(6)要严格按照《冬、雨季施工规范》进行有效的措施,保证砼的施工质量。52 五、安全文明施工保证措施1、安全生产措施1)安全生产管理目标:武汉市安全标准化示范工地2)安全管理组织机构:班组长综合工长项目经理生产经理安全总监材料员机电管理员专业工长专职安全员班组生产人员班组安全员3)安全保障检查程序框图不合格合格格格布置生产计划的同时布置安全计划制定施工技术措施的同时制定安全技术措施现场安全生产的落实安全生产监督检查进行施工生产作业52 4)安全保障措施:制定安全施工用电制度。落实安全生产责任制,实施责任管理。接受当地政府、业主和工程师对安全工作的管理与指导。建立、完善以项目经理为首的安全生产领导组织,有组织、有领导的开展管理活动,项目经理是施工项目安全的第一责任人。建立各级人员安全生产责任制度,明确各级人员的安全责任,抓制度落实,抓责任落实,定期检查安全责任落实情况,严格奖惩制度。各职能部门、人员,在各自业务范围内,对实施安全生产的要求负责。实施全员承担安全生产责任,建立安全生产责任制,做到一环不漏,各职能部门,人员的安全责任做到横向到边,人人负责。一切从事生产管理与操作人员,依照其从事的生产内容分别通过企业及施工项目经理部的安全检查,取得安全操作认可证,持证上岗。特种作业人员,除经企业安全审查,还需按规定参加安全操作考核,取得监察部门核发的《安全操作合格证》,坚持持证上岗。一切管理、操作人员均需与施工项目部签订安全协议,向施工项目做出安全保证。安全生产责任落实情况的检查,应认真、详细的记录。开展安全教育与培训,增强人的安全生产意识,提高安全知识,有效防止人的安全行为,减少人的失误。适时开展普遍安全检查、专业安全检查和季节性安全检查。安全检查以自检形成为主,上级监督检查为辅的原则,检查的重点以劳动条件,生产设备,现场管理,安全卫生设施及生产人员的行为为主,发现危及人的安全因素时,必须果断的消除。安全生产管理要坚持“五同时”。做到工程技术与安全技术结合为统一体,作业按标准化实施,安全控制要有力,控制要到位,存在差距要及时消除。在施工路段设置明显的交通安全标志或安全牌,在转弯处、陡坡等地段设置警戒标志,确保现场的施工交通安全。施工现场的危险区域设立危险警示标志。施工现场的用电线路、用电设施的安装和使用要符合安装规范和安全操作规程,并按照施工布置进行架设,禁止任意拉线接电。施工现场设置有保证施工安全要求的夜间照明,危险潮湿场所照明以及手持照明灯具,采用符合安全要求的电压。高低压架空线路采用绝缘导线时,其架空高度不得低于3m52 ,跨越主要道路、线路与路面中心垂直高度不得小于6m。严禁酒后作业,严禁非司机人员开车,每天施工前要对机械设备进行安全检查,交接班要填写安全记录,如出现安全事故,应及时履行报告手续。选用的机械设备要有足够的安全保障,起重机械要有足够的安全系数,严禁在禁烟、禁火区域抽烟动火。钻进中若有瓦斯冒出,则用等待空放法排气,严格控制放火,注意人身安全。2、文明施工措施2.1文明施工管理目标:武汉市文明施工样板工地。2.2文明施工责任区制度建立现场文明施工责任区制度,根据文明施工管理员、材料负责人、各施工工长具体的工作将整个施工现场划分为若干个责任区,实行挂牌制,使各自分管的责任区达到文明施工的各项要求,项目定期进行检查,发现问题,立即整改。施工材料堆放要整齐,废渣要及时清理外运,使施工现场保持整洁。冲洗液循环系统要根据工程性质和钻机移动路线合理布置,即能满足成孔需要,又要考虑排污方便,确保排污畅通。泥浆循环系统冲洗液不能随地处乱排,水笼头和胶管接头处不得泄漏,废浆排放要及时,灌注导管移至固定位置冲洗后归堆存放,以确保施工现场和周边环境不受污染。2.3工完场清制度(1)认真执行工完场清制度,每一道工序完成以后,必须按要求对施工中造成的污染进行认真的清理,前后工序必须办理文明施工交接手续。(2)由项目经理、文明施工管理员、保卫干事定期对员工进行文明施工教育、法律和法规知识教育及遵章守纪教育,提高职工的文明施工意识和法制观念。2.4、文明生活区管理制度建立管理体系和管理制度,丰富职工的工余生活,及时制止不正当活动,消除非正常伤亡隐患,形成运转灵活的工作体系。施工人员谈吐文明,不打架斗殴,不得在场内便溺。52 六、工程进度保证措施1、进度计划桩基施工按如下顺序进行:一工区主线桥桩基:K3+000~K3+600,从W112向W090顺序施工,共84根摩擦桩),安排10台冲孔钻机。二工区主线桥桩基:K3+600~K4+400,从W113向W135顺序施工,共100根端承桩,安排10台冲孔钻机。待主线桥桩基完毕后,将钻机移到主线侧和上下匝道桥施工50根摩擦桩桩基,每个墩柱的桩基从小到大桩号顺序施工。施工进度计划表如下:桩位施工时间(2009年)备注789101112桩基施工总体思路为:1、先主线桥桩基,再匝道桥桩基。2、主线桥部分先施工与匝道桥相接的桩基,再施工其它桩基。试桩L23(W091-097)L24(W098-102)L25(W103-106)L26(W107-109)L27(W110-112)上匝道桩基L28(W113-115)L29(W116-119)L30(W120-126)L31(W127-130)L32(W131-133)L33(W134-136)下匝道桩基52 2、施工工期保证措施为了保证在计划的工期内提前完成全部施工任务,工程实施过程中采取以下办法和措施:项目经理对进度全面负责,主管生产的项目副经理负责生产调度、工程技术负责人具体负责工程进度的计划、安排、落实、检查工作;制定详细合理的施工网络计划。抓住关键工序,对影响总工期的工序和具体环节给予人、财、物的充分保证,确保整个工程进行顺畅和连贯;按照总体进度计划安排,编制各工序的详细进度控制计划,进行三班倒24小时连续作业;项目经理部实行工程量统计报告制度,各机组负责人将每天的完成工作量统计后,报项目经理部。项目经理部根据计划进度和实际进度对比情况,决定是否增加施工机械或采取其他措施。充分做好施工前的各项准备工作,对准备投入本工程的全部机械设备进行维修保养,这些工作包括对机械设备进行清洁、紧固、润滑、调整、防腐、修换易损零件,使机械设备始终保持良好状态,提高施工效率;对施工人员进行技术培训,熟练掌握施工工艺和操作规程;接受现场监理工程师对工程进度的检查、监督和警告,如工期拖延,按照监理工程师的要求限期追回,追回措施包括延长有效作业时间和增加施工机械设备;项目经理部科学调配施工设备,尽量减少因工序干扰而影响施工进度;严格按照设计要求和国家现行有关规范标准组织施工,避免产生施工缺陷对进度的影响;掌握当地气象资料,最大限度地降低因降温和其它自然灾害等不利因素对施工进度造成的影响;施工过程中,施工机组必须配备专职修理人员,定期对机械设备进行检查,随时排除故障,保证不因设备故障而造成停工,确保施工过程中能够按计划进行;提高后勤保障水平,为施工创造良好的条件;正确处理好质量与进度的关系,在确保工程质量的前提下,提高施工进度。为保证工期,因业主未提供电源接口。目前我方采用自配电站施工(柴油发电机)。52 七、环境保护与应急预案1、环境保护措施为了保护和改善城市的生态环境,防止由于施工造成的水流污染和扰民,保障工地附近居民和施工人员的身体健康,必须做好施工现场的环境保护工作。施工现场的环境保护是文明施工具体体现,也是施工现场管理达标考评的一项重要指标,所以必须采取现代化的管理手段做好这项工作。1)、在施工现场安排专人对进出车辆进行指挥,严禁工程机械在施工过程中对所在地造成破坏。2)、施工时,钻孔泥浆采用专用泥浆池进行泥浆循环,废弃的泥浆及时清理外运至指定的排放地点,不允许在施工现场随意排放。3)、施工现场要在施工前做好施工道路规划和设置,路面及其余场地地面要硬化,闲置地带要整平、压实。4)、水泥和其它易飞扬的细颗粒散体材料应尽量安排仓库内存放,露天存放时要严密覆盖,运输和卸料时防止洒漏飞扬,以减少扬尘。5)、施工现场要制定洒水降尘制度,配备专用洒水设备及指定专人负责,在易产生扬尘的季节,施工场地采取洒水降尘。6)、搅拌机及运输车辆清洗处设置沉淀池,排放的废水首先要排入沉淀池内,经二次沉淀后,方可排入污水管理或回收用于洒水降尘。未经处理的泥浆水,严禁直接排入流域河河道内。7)、钢筋加工产生的钢筋皮、钢筋屑及时清理。8)、制定水、电、办公用品(纸张)的节约措施,通过减少浪费,节约能源,达到保护环境的目的。2、应急预案根据桩基施工的特点,对施工过程中可能出现的地面坍塌、触电、吊装事故、中暑等方面的职业健康安全应急预案进行重点描述,在实际施工过程中还应全面考虑其他方面因素。本预案为52 项目级应急预案,当启动本预案不能有效控制事态发展时,应启动公司级或当地政府的应急预案。2.1、施工条件及环境K3+000-K4+400段沿线分布伟龙酒店、钢材市场、张弯小学。交通流量大,高峰时段为4000辆/小时(8:00-9:30、5:00-6:30),其中高架流量约占60%左右,人流密集。因此,保证各单位正常的人流和物流尤为重要。距项目最近的医院为东方医院,距离项目约1.5km,汽车由工地到达医院约6min。由项目工地到医院的线路为:由现场出入口出入,经白沙洲大道到达医院。消防中队距离工地5km,我项目会与消防中队联系,做好准备工作。消防车到达现场时间约为20min。2.2、合作方和相关方情况本工程钻孔灌注桩施工由我公司下属专业公司施工。针对施工过程中的紧急情况,由项目经理负责统一指挥应急响应。2.3、可能发生的潜在事件和紧急情况根据本工程的特点,施工过程中可能出现的地面坍塌、触电、吊装事故、中暑等。2.4、应急准备和响应的目标为更好地适应法律和经济活动的要求;给企业员工的工作和施工场区周围居民、车辆通行提供更好更安全的环境;保证各种应急反应资源处于良好的备战状态;指导应急反应行动按计划有序地进行;防止因应急反应行动组织不力或现场救援工作的无序和混乱而延误事故的应急救援;有效地降低或避免人员伤亡和财产损失;帮助实现应急反应行动的快速、有序、高效;充分体现应急救援的“应急精神”。2.5、应急准备1)、组织和人员准备应急小组由组长、副组长、抢险组、技术支持组、警戒保卫组、医疗救护组、后勤保障组、通讯联络组、善后处理组、生产恢复组组成。应急组织机构见下图。52 项目经理:李华兵(组长)副经理:吴木平(副组长)书记:宁新国(副组长)总工:杨向华(副组长)抢险组:唐小雨医疗救助组:朱霞云通信联络组:朱小建后勤保障组:苏卫球善后处理组:张小丹技术支持组:李铃生产恢复组:刘强应 急 配 合 人 员:施 工 班 组项目经理是事故应急小组第一负责人,负责事故的救援指挥工作。当事人:当发生事故后,应按应急预案的要求,积极开展自救和互救,并尽可能高声呼救;目击者:第一时间进行高声呼救,并在安全状态下进行救援;相关人员:根据应急预案规定的程序和职责,进行相应的配合和支援。现场应储备应急救援物资,并保证其安全可靠。主要应急物资如下:序号名称单位数量规格型号1汽车吊辆216T2轿车辆1桑塔纳3面包车辆19座4发电机台15电焊机台26小型切割机台17电工工具2现场还配备主要器材:铁锹、撬棍、千斤顶、麻绳、钢管、扣件、砂石、水泥、安全帽、安全带、应急灯、灭火器等。52 现场配备常用药品:消毒用品、日常急救药品等。应急联系电话号码:急救电话:120报警电话:110(匪警)119(火警)项目经理电话:项目生产经理电话:项目总工电话:项目书记电话:上级应急小组电话:2.6管理措施1)、坍塌事故的应急措施本工程发生坍塌事故有以下几个方面:地面(土方)坍塌、高耸大型特种设备倾覆(桩机)、围墙、临时设施坍塌。对于坍塌事故,最好的措施是防止其不出现,采取的措施是制定专项方案并严格按照审批的方案实施,在施工过程中加强检查和监测,发现险情后应先停工撤离后采取补救措施。一旦这些坍塌事故发生后,施工现场指挥及其替补者也不要紧张,也不要产生恐惧,要有条不紊的按照既定的程序组织应急抢险,第一步要停止作业,实施警戒,设立警戒区,封闭现场,由三级应急反应组织的应急警戒员组织实施警戒,以防闲杂人员进入事故现场,导致进一步的事故扩大;第二步迅速组织人员对事发部位进行全面检查(在确保检查人员安全的前提下),观察坍塌范围是否有可能扩大,若还存有隐患,必须组织排险人员进行全面排除险兆,由三级应急反应组织的资源管理员提供应急物质来实施,当险兆排除后方可让抢救人员施救,施救人员必须穿戴好个人防护用品,抢救时首先要排除障碍或覆盖物,抢救伤员;第三步要安排信息员紧急向上级报告;若事故的严重程度已经超出本级应急反应组织的救援能力范围的时候,还要紧急向上级和社会应急组织求援,在实施抢救和救护的同时要保留音像资料图片,抢救和救护完毕,在事故调查组确认后方可清理事故现场。若事故发生在夜间,资源管理员还应首先组织解决现场照明。2)、中暑应急措施轻度患者:现场作业人员出现头昏、乏力、目炫现象时,作业人员应立即停止作业,防止出现二次事故,其他周边作业人员应将症状人员安排到阴凉、通风良好的区域休息,供应其凉水、湿毛巾等。并通知项目部医疗救护人员进行观察、诊治。52 严重患者(昏倒、休克、身体严重缺水等):当作业现场出现中暑人员时,作业周边人员应立即通知项目部,并及时将事故人员转移至阴凉通风区域,观察其症状,以便于医疗人员来临时掌握第一手医治资料。项目部应根据具体情况,由应急组长决定是否启动防暑降温预案。并立即组织救护人员亲临现场对事故人员进行救治。症状严重者,在项目部医疗设备无法救治的情况下,应第一时间转移到最近的医院进行观察、治疗。并上报公司。3)、吊装事故应急措施发生起重设备故障,应立即停止作业,并控制构件位置或移动速度。立即将地面所有人员疏散到施工围墙外的空地。立即划出警戒线,并由保安负责不准人员靠近。清点人数,确认伤亡。通知医务人员赶到现场。维持现场秩序,防止不当救援引起二次伤害。项目经理应亲自指挥,确定救援措施。如遇大风等恶劣天气影响,应立即通知项目经理,并停止作业,按照程序疏散人员。控制构件的摆动、高度等。大风结束后,应全面检查方可继续施工。4)、触电事故应急措施:脱离电源对症抢救当发生人身触电事故时,首先使触电者脱离心源,迅速急救,关键是“快”。对于低压触电事故,可采用下列方法使触电者脱离电源:如果触电地点附近有电源开关或插销,可立即拉开电源开关或拔下电源插头,以切断电源。可用有绝缘手柄的电工钳、干燥木柄的斧头、干燥木把的铁锹等切断电源线。也可采用干燥木板等绝缘物插入触电者身下,以隔离电源。当电线搭在触电者身上或被压在身下时,也可用干燥的衣服、手套、绳索、木板、木棒等绝缘物为工具,拉开提高或挑开电线,使触电者脱离电源。切不可直接去拉触电者。对于高压触电事故,可采用下列方法使触电者脱离电源:立即通知有关部门停电。带上绝缘手套,穿上绝缘鞋,用相应电压等级的绝缘工具按顺序拉开开关。52 用高压绝缘杆挑开触电者身上的电线。触电者如果在高空作业时触电,断开电源时,要防止触电者摔下来造成二次伤害:如果触电者伤势不重,神志清醒,但有些心慌,四肢麻木,全身无力或者触电者曾一度昏迷,但已清醒过来,应使触电者安静休息,不要走动,严密观察并送医院。如故触电者伤势较重,已失去知觉,但心脏跳动和呼吸还存在,应将触电者抬至空气畅通处,解开衣服,让触电者平直仰卧,并用软衣服垫在身下,使其头部比肩稍低,一面妨碍呼吸,如天气寒冷要注意保温,并迅速送往医院。如果发现触电者呼吸困难,发生痉挛,应立即准备对心脏停止跳动或者呼吸停止后的抢救。如果触电者伤势较重,呼吸停止或心脏跳动停止或二者都已停止,应立即进行口对口人工呼吸法及胸外心脏挤压法进行抢救,并送往医院。在送往医院的途中,不应停止抢救,许多触电者就是在送往医院途中死亡的。人触电后会出现神经麻痹、呼吸中断、心脏停止跳动、呈现昏迷不醒状态,通常都是假死,万万不可当作“死人”草率从事。对于触电者,特别高空坠落的触电者,要特别注意搬运问题,很多触电者,除电伤外还有摔伤,搬运不当,如折断的肋骨扎入心脏等,可造成死亡。对于假死的触电者,要迅速持久的进行抢救,有不少的触电者,是经过四个小时甚至更长时间的抢救而抢救过来的。有经过六个小时的口对口人工呼吸及胸外挤压法抢救而活过来的实例。只有经过医生诊断确定死亡,停止抢救人工呼吸是在触电者停止呼吸后应用的急救方法。各种人工呼吸方法中以口对口呼吸法效果最好。施行人工正呼吸前,应迅速将触电者身上妨碍呼吸的衣领、上衣等解开取出口腔内妨碍呼吸的食物,脱落的断齿、血块,粘液等,以免堵塞呼吸道,使触电者仰卧,并使其头部充分扣仰(可用一只于拖触电者颈后),鼻孔朝上以利呼吸道畅通。52 救护人员用手使触电者鼻孔紧闭,深吸一口气后紧贴触电者的口向内吹气,儿时约2秒中。吹气大小,要根据不同的触电人有所区别,每次呼气要个触电者胸部微微鼓起为宜。吹气后,立即离开触电者的口,并放松触电者的鼻子,使空气呼山,工时约3秒中。然后再重复吹气动作。吹气要均匀,每分钟吹气呼气约12次。触电者已开始恢复自由呼吸后,还应仔细观察呼吸是否会再度停止。如果再度停止,应再继续进行人工呼吸,这时人工呼吸要与触电者微弱的自山呼吸规律一致。.如无法使触电者把口张开时,可改用口对鼻人工呼吸法。即捏紧嘴巴紧贴鼻孔吹气。胸外心脏挤压法是触电者心脏停止跳动后的急救方法。做胸外挤压时使触电者仰卧在比较坚实的地方,姿势与口对口人工呼吸法相同,救护者跪在触电者一侧或跪在腰部两侧,两手相叠,手掌根部放在,心窝上方,胸骨下三分之一至二分之一处。掌根用力向下(脊背的方向)挤压压出心脏里面的血液。成人应挤压3~5厘米,以每秒钟挤压一次,太快了效果不好,每分钟挤压60次为宜。挤压后掌根迅速全部放松,让触电者胸廓自动恢复,血液充满心脏。放松时掌根不必完全离开胸部。应当指出,心脏跳动和呼吸是无法联系的。心脏停止跳动了,呼吸很快会停止。呼吸停止了,心脏跳动也维持不了多久。一旦呼吸和心脏跳动都停止了,应当同时进行口对口人工呼吸和胸外心脏挤压。如果现场只有一人抢救,两种方法交替进行。可以挤压4次后,吹气一次,而且吹气和挤压的速度都应提高一些,以不降低抢救效果。对于儿童触电者,可以用一只手挤压用力要轻一些免损伤胸骨,而且每分钟宜挤压100次左右。2.7、监视及测量1)、应急前准备工作的检查:应急准备措施的到位率;灭火器、药箱的配备;报警设施的完好情况;紧急通道的设置和畅通情况;应急过程中人员疏散的次序是否明确;人员抢救中的方法是否正确交底;人员抢救中预防二次伤害的措施是否到位;事故现场的保护措施是否到位。2)、监视方法:目测为主、仪器监测相配合。3)、监视设备:现场的各种监测仪器。52 八、拟投入的主要施工机械设备表序号机械名称型号规格功率或能力数量计划使用时间(月)1冲孔钻机CZ-3040KW20台42挖掘机PC20001.2m3453装载机ZL502.5m3154洒水车GJ5100G5t155空压机6m3/min25KW256离心污水泵QY-153.5KW1257砼罐车东风4m3658汽车吊QY25A25t259砂轮切割机DFS53.5KW2510手提砂轮切割机4E4A-42.5KW2511钢筋切断机GQ-405KW2512钢筋弯曲机GW-402.5KW2513闪光对焊机UN100100KW2514电焊机BX3—3003—230KW3515自卸车东风5T2516钢筋滚丝机GYZL-404KW2552 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