余家河大桥工程施工方案设计--毕业论文

'目录1引言12工程简介12.1工程概况12.2地理位置12.3自然地理特征12.3.1地形、地貌12.3.2气候、水文、地质、地震12.4桥梁工程22.4.1余家河大桥22.4.2余家湾大桥22.4.3董家湾大桥22.4.4花石沟大桥23余家河大桥工程地质情况23.1地形地貌23.2地质构造33.3地层岩性33.4水文地质条件44施工准备及部署44.1施工准备44.2施工部署44.2.1施工安排44.2.2施工顺序45劳力及机械配置46施工工艺流程及具体施工方案66.1施工工艺流程66.2施工方案76.2.1场地清理76.2.2测量放样7 6.2.3开挖76.2.4钢筋笼的制作与安装126.2.5清孔146.2.6灌筑混凝土146.2.7成桩检测167质量目标168总结18参考文献19致谢20 1引言随着工程建筑市场的不断发展，高层建筑不断增加，大的桩基础不断出现，采用人工挖孔灌注桩做基础，具有机具设备简单，施工操作方便，占用施工场地小，对周围建筑物影响小，施工质量可靠，可全面展开施工，缩短工期，造价低等优点，因此得到广泛应用。人工挖孔桩适用于土质较好、地下水位较低的黏土、亚黏土、含少量砂卵石的黏土层2工程简介2.1工程概况湖北省十堰至白河（鄂陕界）公路（SHTJ—1～4、8～11标段）一期土建工程SHTJ—10标段，标段里程：YK47+850(ZK47+855)～YK52+100(ZK52+090),全长4.250km,均为分离式路基。主要工程数量为：路基土石方43.8万立方米，排水防护1.56万立方米，大桥3.5座（2034.5延米）、涵洞6道、通道1道、隧道3.5座（4077延米）2.2地理位置本合同段(K47+850～K52+100)起点位于郧县鲍峡镇水西沟村3组,与第09合同段的终点相接;合同段终点位于郧县鲍峡镇余家河村3组，与11合同段的起点相连。路线全长4.250Km。均为分离式路基。沿线主要行政村：余家村五组、余家村四组、余家村三组、董家湾三组、花石沟。主要控制点：花石沟隧道及过隧运梁。2.3自然地理特征2.3.1地形、地貌本项目位于湖北省鄂西北地区十堰市境内,路线走廊总体呈东向西,地理坐标位于北纬32°38′—32°45′，东经110°10′—110°48′，行政区域隶属十堰市。本合同段属构造剥蚀丘—低山地貌区，山体相对高差100～200m，自然坡角15～40°。2.3.2气候、水文、地质、地震本合同段属于北亚热带季风气侯。山区多雾多雨，年平均气温15.3℃,冬季最低气温可达-13.5℃,夏季最高气温可达40℃。无霜期224～255天，平均年降水量800毫米以上，六至八月为多雨季节。21 2.4桥梁工程2.4.1余家河大桥余家河大桥位于十堰市鲍峡镇境内，分为左、右两幅，左幅设计中心里程桩号ZK48+480，起点桩号ZK48+296.5,迄点桩号ZK48+663.5，全长367米；右幅设计中心里程桩号YK48+450，起点桩号YK48+236.5,迄点桩号YK48+663.5，全长427米。本桥跨越山谷冲沟，最大桥高37米。桥下有一条将军河支流—余家河穿过。2.4.2余家湾大桥余家湾大桥位于郧县鲍峡镇境内，分为左、右两幅，左幅设计中心桩号ZK49+300，起点桩号ZK49+131.5,迄点桩号ZK49+468.5，全长337米；右幅设计中心里程桩号YK49+305，起点桩号YK49+121.5,迄点桩号YK49+488.5，全长367米。本桥位于余家湾开阔地带，最大桥高39米，桥下为将军河支流—余家河。2.4.3董家湾大桥董家湾大桥位于郧县鲍峡镇境内，分半幅桥，左幅为路基，因桥址填方边坡过高，设路基占用耕地面积过大而设桥，右幅为桥。右幅设计中心桩号YK50+192，起点桩号YK50+113.5,迄点桩号YK50+270.5，全长157米。该桥最大桥高22米。2.4.4花石沟大桥花石沟大桥位于郧县鲍峡镇境内，分为左、右两幅，左幅设计中心桩号ZK51+060，起点桩号ZK50+962.5,迄点桩号ZK51+153，全长190.5米；右幅设计中心里程桩号YK51+020，起点桩号YK50+926,迄点桩号YK51+115，全长189米。该桥位于山谷，最大桥高44米。下面着重介绍下余家河大桥人工挖孔桩施工工艺3余家河大桥工程地质情况3.1地形地貌桥址区地貌属构造剥蚀低山地貌区，地面标高262～269m，相对高差约34m；两端桥台均位于斜坡上，十堰端桥台自然坡角约35°，天水端桥台自然坡脚约5°，植被较发育；冲沟及斜坡坡脚处分布有大片农田及零星居民点；桥址区分布有乡村公路，交通较为便利。21 3.2地质构造据区域地质资料及现场地质调查结果，桥址区位于秦岭褶皱系之东段，南秦岭印支冒地槽褶皱带（南秦岭构造带）二级构造单元之武当复背斜及金鸡岭负向斜范围内。桥址区揭露F3断裂，该断裂产状315°<50°,与线路近垂直相交于K48+500处。桥址区沟谷为第四系覆盖层覆盖，斜坡上可见基岩出露，出露基岩为中元古界武当山群（Pt2wd）片岩。3.3地层岩性桥址区出露、揭露的地层主要为第四系全新统冲洪积（Q4a1+p1）碎石、卵石及中元古界武当山群（Pt2wd）片岩。按地层的地质年代、形成机制及其物理力学性质，共划分为三个工程地质层五个亚层，自地表往下各地层主要特征分述如下：①-1粉土（Q4a1+p1）：层厚3.9～5.2m，层底标高254.24～254.27m，黄褐色，松散-稍密，干燥，含少量碎石，表层0.3m含少量植物根系。①-1碎石（Q4a1+p1）：层厚5.0m，层底标高265.77m，黄褐色，稍密-中密，干燥，直径2～5cm，多呈棱角状，主要成分为片岩，充填物以粉砂为主。②-1强风化片岩（Pt2wd）：层厚5.3m，层底标高260.47m，灰色，原岩结构、构造及矿物成分大部分被破坏，裂隙发育，隙面粗糙，岩体破碎，岩心多呈碎块状，采取率为50%，RQD为0.②-2中风化片岩（Pt2wd）：分布于整个桥址区，最大揭露厚度21，6m，灰绿色，鳞片变晶结构，片状构造，主要矿物成分为云母、长石、石英、绿泥石等，裂隙较发育，岩质坚硬，岩体较破碎，岩心多呈碎块状，少量短柱状，采取率为60%～70%，RQD为15%。③-1强风化辉绿岩（βμ）：层厚1.0m，地层标高190.74m，灰色，岩心破碎，成份有长石、石英等，裂隙发育。岩心采取率为70%，RQD为0，地基承载力基本容许值［fa0］=1000kpa，钻孔灌注桩桩侧土摩阻力标准值qik=160kpa。③-2中风化辉绿岩（βμ）：最大揭露厚度31m，灰绿色，粒状结构，块状构造，岩心呈短柱状，成份有石英、长石、辉石等，岩心采取率为80%，RQD=55，地基承载力基本容许值［fa0］=2500kpa.21 3.4水文地质条件桥址区地表水主要为冲沟内小河流水，水量受季节性影响控制，地下水主要为第四系松散岩类孔隙水及基岩裂隙水，接受地表水及大气降水的入渗补给；基岩裂隙水主要赋存于基岩的节理裂隙中，接受上部地表水和第四系松散孔隙水的入渗补给及相同层位间的侧向径流补给，受地形条件，裂隙发育程度及补给源的控制，水量较贫乏，水位动态随季节及地势而变化。根据区域水文资料及试验资料，桥址区地表水、地下水对钢筋砼无腐蚀性。4施工准备及部署4.1施工准备余家河大桥人工挖孔桩52个，计划工期为90个工作日。在施工前，对施工现场必须做到“四通一平”（路通、水通、电通、通讯通），确保现场具备开挖条件。开工前必须查明地下障碍物情况，为施工队了解、掌握本工程现场的地质勘察报告土层、岩层，地下水文及各种管线的情况，提供确切的资料。在施工前，需对其埋深、平面位置、走向及与桩位的关系调查清楚，并交底到作业人员,确保参施人员安全。4.2施工部署4.2.1施工安排桩基工程计划90个工作日完成。4.2.2施工顺序挖掘顺序视土层性质及桩孔布置而定。土层紧密、地下水不大时，一个墩台的所有桩孔可以同时开挖，但渗水量大的一孔应超前开挖，集中排水，以降低其它孔水位；土层松软，地下水较大者，宜对角开挖，避免孔间内隔层太薄造成塌孔。5劳力及机械配置挖孔施工人员30人，其中班长兼记录1人、安全检查1人，钢筋工10人，电气焊工2人，混凝土工8人，其他工人8人。现场机械、料具名细表21 设备名称单位型号数量备注切筋机台CQ40F型2弯筋机台CW40型2电焊机台BX1-250F交流425T吊车台QY251挖掘机台1卷扬机和提土桶套15护壁钢模板套15潜水泵台15鼓风机、空压机和送风管套15镐、锹、土筐等挖运工具套2050振捣棒个6应急软爬梯个4照明灯个2021 6施工工艺流程及具体施工方案6.1施工工艺流程挖孔桩施工工艺流程图串筒制作串筒安装成桩检测拆除导管灌筑砼测砼表面高度填写灌筑记录平整场地桩位放样施工机具到位桩周处理成孔检查安放钢筋笼清渣旁站监督挖孔21 6.2施工方案6.2.1场地清理施工前，对施工场地进行清理，清除桩位周围各种杂物，整平夯实，便于施工人员及机械出入，便于挖孔作业。6.2.2测量放样平面控制网采用三角控制网形式，利用复核后的导线点、水准点，用全站仪精确定出桥桩的中线位置，然后分别沿顺桥向和横桥向设置牢固的控制桩。控制桩应高于孔圈，并在孔圈上标识桩基中心连线。桥梁桩位必须反复校核，孔周处理完成后，再次进行校核，最后用吊锤找中，为钢筋骨架找中等后续工作创造条件。人工挖孔桩桩位放样示意图6.2.3开挖1、挖土方后，支模时要按孔口地平定点，先用线坠核对桩位中心，挖进过程中随挖随测，以保证桩孔垂直度。护壁拆模必须严格遵守24小时的拆模时间，为了保证拆模时间，采用加入早强剂的砼，保证砼强度不低于2.5MPa3。根据地质情况，护壁形式采用齿式护壁，护壁砼模板由组合钢模板拼装而成，面板使用10mm钢板，用角钢、钢板做加固肋，模板安装采用人工直接安装的方法施工。拆上节立下节，循环周转使用。模板用“U”型卡连接，上下用两个半圆组成钢圈，顶紧模板，不另设支撑。护壁每节高度为1m，护壁混凝土上口厚度20cm，下口10cm，上下护壁间搭接10cm，用C25混凝土浇注，混凝土必须振捣或插捣密实。（护壁砼结构见下图）护壁钢筋采用φ8钢筋作为分布筋，φ14钢筋作为主筋。护壁施作完成后挖孔桩净桩径不得小于设计桩径，宜比设计桩径大2-5cm。施工中每环需检测桩径、桩基倾斜度等，如有偏差应随时纠正。21 护壁按图施工（D为桩基直径，单位：厘米）2、爆破开挖开挖时遇到孤石和岩层，严禁裸露药包爆破，以免震坏支撑造成孔壁坍塌，本着小型浅眼松动爆破原则，软岩层炮眼深度不超过0.8m，硬岩层不超过0.4m。炮眼数目位置及斜插方向，应按孔底岩层情况决定，可采用中心掏槽法，松动爆破。当桩底进入斜岩层时，应凿成水平或台阶。炮眼布置及钻爆参数（1）1500mm人工挖孔桩21 钻爆参数如下：炮眼孔深(cm)单孔装药量(kg)总装药量(kg)炮眼数（个）中心孔800.050.051掘进孔600.251.004周边眼600.11.0010（2）2800mm人工挖孔桩钻爆参数如下21 炮眼孔深(cm)单孔装药量(kg)总装药量(kg)炮眼数（个）中心孔800.050.051掘进孔600.251.506周边眼600.11.30173、爆破器材及爆破网络拟采用抗水性能好的乳胶炸药（Ф32mm）和目前安全性能最好（杂散电流无影响）的塑料导爆管非毫秒雷管起爆。起爆顺序中心眼-掘进眼-周边眼。整个起爆网络采用簇联（俗称“一把抓”）方式联接。并用塑料导爆管、接力雷管将起爆雷管引至地表，然后用一个8#火雷管在地表引爆。4、对于护壁砼拌和，现场拟采用小型机械配合搅拌，从而保证砼的拌和质量,拌和后混凝土的坍落度必须达到10-12cm，和易性必须满足现场施工要求。5、护壁混凝土应满足以下技术规范的要求：（1）混凝土配合比必须由工地试验室配制设计完成并报请监理工程师，批准后方可使用。（2）拌制前，试验室必须对于砂、石进行含水量检测并对配合比进行调整，然后下达施工配合比。21 （3）混凝土必须严格按试验室下达的施工配合比进行拌制，试验室必须作好成品混凝土各项检测工作。（4）对于现场拌和的护壁砼，为了保证其拌和质量，在现场设立专门的拌和场，由试验人员严格根据试验数据控制场内配合比，每次拌料都要对砂石等原材进行现场称量。只要现场拌和护壁砼，试验人员必须在场。对整个现场所用护壁砼进行集中拌制，以便控制拌和质量。对拌和好的砼要及时使用，防止拌和好的砼各种物理、化学性能的改变，影响护壁质量。（5）混凝土拌和完后，必须检查混凝土拌和物的均匀性。（6）混凝土拌和物应拌和均匀，颜色一致，不得有离析和泌水现象。（7）检查混凝土拌和物均匀性时，应在搅拌机的卸料过程中，从卸料流的1/4至3/4之间部位，采取试样，进行试验。6、开挖注意事项（1）施工现场所有参施机械必须到位，并经过机械检测合格后方可使用。保证在挖孔过程中机械不带病作业。所有参施人员必须有明确分工，并向项目部上报所有人员的分工、配合情况，以便于监督、指导施工。（2）为了防止雨水浸入桩孔,应在孔口上搭设雨棚（必须与提升设备相适应），并于孔口四周挖好排水沟，若有经常性地面水，排水沟应作防渗铺砌。（3）由于本工程在具体操作中属于危险工序，故项目部必须安排管理人员在现场旁站，若发现有安全隐患，及时停止作业，待安全隐患排除后再恢复作业。（4）在原地面开挖桩孔，灌筑桩孔护壁混凝土后，再进行开挖施工。这样可减少坑壁暴露，从而避免坍方影响挖孔。（5）在开挖过程中，若孔内或孔底地质情况与设计资料相差较大时，应考虑变更设计。设计时必须根据验算调整桩长或扩大桩头，以提高桩的承载力。孔底必须平整，无松渣、污泥、沉淀等软层，嵌入岩层深度应符合设计要求。（6）在挖孔过程中，凡是下孔人员必须戴好安全帽、系好安全绳。在孔底人员作业时，为了保证其人身安全，在孔内工作面以上2米21 位置处设置安全棚，以孔内一半面积为宜，安全棚采用竹胶板，支架采用角钢焊接而成。当从井底往上出渣时，孔下作业人员必须躲到安全棚内，防止皮桶上升过程中磕碰孔壁或洒遗土块、石块，威胁孔下人员安全。孔内有人作业时，孔口上作业人员要经常与孔下人员联系，随时注意孔壁变化，发现异常情况应立即协助孔内人员撤离，并向有关人员汇报发现的情况，待确定好处理措施后再进行施工。（安全棚搭设如图示）6.2.4钢筋笼的制作与安装1、钢筋笼严格按照施工图制作，经监理工程师检验合格后才准许使用。采用吊车吊放钢筋笼时选好吊点，防止钢筋笼变形。具体吊装方法为：在钢筋笼两头各使用一根钢丝绳，两端同时起吊，吊装时应缓慢，钢筋笼顶上升速度要比笼底上升速度快，待达到竖直后缓慢放入孔内，防止破坏护壁。2、钢筋骨架在吊装下孔前，在骨架周径上绑扎垫块，以保证钢筋保护层厚度；垫块间距沿桩长不超过2m，横向圆周不少于4块。3、放入钢筋骨架时用四根钢管作导向，保证钢筋骨架尽量对中，不伤孔壁并保证钢筋保护层厚度。钢筋骨架采取四点固定，在孔周横竖固定方木，以防止掉笼或上浮。4、为防止钢筋笼掉落或上浮，对钢筋笼的吊环焊点进行严格控制，保证吊环焊口牢固，并与钢筋笼整体受力。根据图纸设计标高，准确计算吊环的长度，以此保证钢筋笼的标高符合设计要求。在钢筋笼下孔后要对钢筋笼的中心重新校验，防止钢筋笼偏位，保证保护层厚度。5、钢筋骨架的允许偏差和检验方法序号项目允许偏差检验方法21 1钢筋骨架在承台底以下长度±100mm尺量检查2钢筋骨架直径±20mm3主钢筋间距±0.5d尺量检查不少于5处4加强筋间距±20mm5箍筋间距或螺旋劲间距±20mm6钢筋骨架垂直度±1%吊线尺量检查注：d为钢筋直径，单位mm。检验数量：全部检查。钢筋笼成型后，经质检员和监理工程师检验合格后方可使用。6、钢筋笼在制作与安装时易产生变形及上浮，原因及预防措施（1）变形原因：钢筋笼在堆放、运输和吊装过程中未严格遵守技术规程，产生累计变形。预防措施：根据技术规程设置加强箍，加强箍必须与主筋焊接牢固。（2）上浮原因：①混凝土在进入钢筋笼底部时浇注速度太快。②钢筋笼未采取固定措施。预防措施：①当混凝土上升到接近钢筋笼下端时，放慢浇注速度。②浇注混凝土前，将钢筋笼固定在孔位护筒上，可防止上浮。7、钢筋施工过程中应满足的要求（1）钢筋必须按不同钢种、等级、牌号、规格及生产厂家分批验收，分别堆存，不得混杂，且应设立识别标志。钢筋在运输过程中，应避免锈蚀和污染。露天堆置时，应垫高并加遮盖。（2）钢筋应具有出厂质量证明书和试验报告单。对桥梁所有的钢筋应抽取试样做力学性能试验。（3）钢筋的表面应洁净，使用前应将表面油渍、漆皮、鳞锈等清除干净。（4）钢筋应平直，无局部弯折，成盘的钢筋和弯曲的钢筋均应调直。（5）钢筋焊接前，必须根据施工条件进行试焊，合格后方可正式施焊。焊工必须持考试合格证上岗。21 （6）钢筋接头采用搭接焊时，宜采用双面焊缝，双面焊缝困难时，可采用单面焊缝。（7）钢筋接头采用搭接焊时，两钢筋搭接端部应预先折向一侧，使两接合钢筋轴线一致。接头双面焊缝的长度不应小于5d，单面焊缝的长度不应小于10d（d为钢筋直径）。（8）受力钢筋焊接接头应设置在内力较小处，并错开布置。对于焊接接头，在接头长度内，同一根钢筋不得有两个接头，配置在接头长度区段内的受力钢筋，其接头的截面面积占总截面面积的50%。（9）所用钢筋必须符合国标，并附有钢筋品质试验报告和出厂合格证。进料时应按照不同品种、不同规格分批进料、验收，分别存放，设立明显标志，不得混杂，场地应有支垫，防止钢筋锈蚀。钢筋原材和钢筋焊接，必须经检送合格，并经监理工程师的批准。钢筋焊接作业的操作人员必须有合格的上岗证，项目部人员将随时检查。6.2.5清孔在挖孔达到设计孔深后，应及时进行孔底处理。必须做到孔底表面无松渣、泥。确保桩底坚实，桩底嵌入至持力层。如遇到地质情况复杂，应钎探了解孔底以下地质情况是否能够满足设计要求，否则应与监理、设计单位共同研究处理。挖孔桩桩孔允许偏差和检验方法序号项目允许偏差检验方法1孔位中心50mm测量检查2倾斜度0.5%6.2.6灌筑混凝土1、成孔和清孔后，经监理验收合格后开始灌筑混凝土。2、浇注砼前，一根桩的砼必须全部到场后方可浇注，确保砼浇注的连续性。吊入钢筋骨架后，灌筑混凝土前，再次检查钢筋笼的垂直度。符合要求后经监理确认方可进行混凝土的灌筑。在混凝土浇注全过程中要有灌筑原始记录。3、首先进行串筒安装，安装串筒以防止混凝土离析，串筒底距离砼面不大于2m。混凝土浇筑层厚度不超过规范要求的30cm，使用插入式振捣器振捣。振捣器开动后方可插入混凝土内，振完后慢慢提出，不得过快或停转后再拨出机头，以免留下孔洞。振捣棒与模板保持一定距离，一般为10cm。混凝土浇完底层后，在浇筑上层混凝土时，振捣器稍插入下层(5cm~10cm21 )使两层结合一体。防止过振或漏振，以混凝土停止沉陷、表面呈现平坦、泛浆为宜。4、当孔桩内水量较大时采用导管灌筑混凝土。浇注前在储料斗里放入球胆，储料斗、导管必须湿润。防止第一罐混凝土经过导管后孔底砼水灰比过小，影响桩底砼强度的上升。配备符合要求的导管一套，采用法兰盘连接，连接处必须放置橡胶圈，导管底端至挖孔孔底间距不宜过大（不超过40cm）。5、根据不同桩径计算，导管储料斗应符合如下技术条件：储料斗需有足够的容量，即混凝土的初存量应保证首批砼灌筑后，使导管埋入混凝土的深度不小于1.0米，其最小的初存量可按下式计算：V=3.14×D2×(H1+H2)/4+3.14×d2/4×HW×rw/rcV——灌筑首批混凝土所需数量（立方米）D——桩孔直径（米）H1——桩孔底至导管底端间距，一般为0.4米H2——导管初次埋置深度（米）d——导管内径（米）HW——井孔内水的深度（米）rw——井孔内水的重度（10千牛/立方米）rc——混凝土拌和物的重度（取24千牛/立方米）砼在灌注工程中必须保证导管埋深2~6m。6、混凝土采用拌和站集中拌合，拌和时严格按配比施工，混凝土要有良好的和易性，运输和灌筑中无明显离析、泌水，灌筑时保持足够的流动性。7、混凝土连续灌筑不得间断，要有专人负责指挥，罐车的运送依次连续到达，不可中断。在浇注过程中，对每车砼上升的高度都要进行及时测量，以实际测量数据推断砼浇注情况。8、混凝土运至灌筑地点时，必须检查其均匀性和坍落度，如不符合配合比的要求必须进行更换。9、灌筑的桩顶标高应根据具体施工情况高出设计标高80cm左右，做承台、墩柱时再凿除桩头混凝土。10、所用砂石料，应认真筛选，经检验合格，并经监理工程师批准。粗集料宜采用卵碎石，或用集配良好的碎石，粒径不得大于导管内径的1/8及钢筋最小间距的1/4，且最大粒径不大于35～40mm21 。细集料应采用级配良好的中砂，含泥量符合规范要求。水泥应符合国标，并附有制造厂的水泥品质试验报告，强度等级不低于42.5，优先选用初凝时间较短的水泥。6.2.7成桩检测成桩后，委托专业验桩部门，利用超声波进行100%的无破损检测；检验合格后，接受业主和监理的质量检查，合格后方可进行下一步工序的施工。7质量目标1、按施工方案，施工规范和有关操作规程，搞好职工技术培训和技术交底，特殊作业人员必须持上岗证上岗，严禁无证操作，特别是钢筋焊接人员的操作。2、制定严格质量管理制度：即施工图纸审签制、技术交底制、工序质量检验交接制度、质量“三检制”（自检、互检、专检）、隐蔽工程检查签证制、安全质量奖惩制、验工计价质量签证制、分项工程质量评比制、质量事故（隐患）报告处理制等行之有效的管理制度，使质量控制贯穿施工全过程。3、根据工程特点，结合项目部有关文件要求，对工程质量易发事项做好充分的准备工作，消除施工过程中潜在的不合格因素，消除质量通病。4、加强工程测量、试验工作的配合。各施工单位在施工过程中应严格按照测量及试验工程师的技术要求施工，认真做好现场的测量、试验配合工作。5、严格按图施工，不准擅自修改而危害工程质量。6、严格执行技术规范和操作规程，技术规范和操作规程是施工的准则，在施工中每道工序必须按规范规程进行施工和检验。7、对混凝土等重要工序施工实行质检工程师24小时旁站制度，跟班作业，严格操作规程，发现质量问题及时处理。8、严把材料进场关。原材料是工程构成的主体，原材料质量的好坏，直接影响工程质量，因此对原材料和半成品必须严格按质量标准进行订货、采购、运输、保管和供应。不合格的材料、产品不准进入工地。9、严格按规定做好各项检验。按规定及时对分项、分部工程进行报验。各级自检合格后，经项目质检人员检验合格报请监理工程师进行检验签字。上道工序不合格，下道工序不能施工，做到“五不施工，三不交接”。10、21 混凝土施工前，按设计要求选择施工配合比，现场试验室根据各部位砼浇筑的施工方法及性能要求，对外购商品砼进行试验，确保砼质量达到设计要求；接受监理及业主的监督。每次浇筑混凝土前由专人进行以下项目的检查，并做好记录。检查混凝土的配合比、配料单，检查原材料(如水泥、外加剂、粗细骨料及其含水量、水等)是否符合规定要求，每班抽查不少于五次并做好记录。检查混凝土坍落度是否符合要求，每班不得少于三次。21 8总结写作毕业论文是我们每个大学生必须经历的一段过程，也是我们毕业前的一段宝贵的回忆。当我们看到自己的努力有收获的时候，总是会有那么一点点自豪和激动。任何事情都是这样子，需要我们脚踏实地的去做，一步一个脚印的完成，认真严谨，有了好的态度才能做好一件事情，一开始都觉得毕业论文是一个很困难的任务，大家都难免会有一点畏惧之情，但是经过长时间的努力和积累，经过不断地查找资料后总结，我们都很好的按老师的要求完成了毕业论文的写作，这种收获的喜悦相信每个人都能够体会到。在这次毕业论文中同学之间互相帮助，共同商量相关专业问题,这种交流对于即将面临毕业的我们来说是一次很有意义的经历,大学三年都一起走过了,在最后我们可以聚在一起讨论学习,研究专业问题,进而更好的了解我们每个人的兴趣之所在,明确我们的人生理想,进而在今后的生活和工作中更好的发挥自己的优势,学好自己的专业,成为一个对于社会有用的人。21 参考文献[1]JTJ041-2000.公路桥涵施工技术规范[M].2000[2]JTJ071-2003.公路工程质量检验评定标准[M].2003[3]刘国强;王静;宗长洪人工挖孔灌注桩施工技术[J].山西建筑2006(3)[4]建筑施工手册(第四版)[M].ISBN7-112-05561-X[5]建筑安装工程施工技术操作规程[M].DB21/900.1～25-2005[6]桥涵工程质量检验评定标准[M].TB10415-98[7]公路桥涵施工规范[M].TB10203-200221 致谢在此更要感谢我的论文指导老师，是你的细心指导和关怀，使我能够顺利的完成毕业论文。老师对于学生总是默默的付出,尽管很多时候我们自己并没有特别重视论文的写作,没有按时完成老师的任务,但是老师还是能够主动的和我们联系,告诉我们应该怎么样修改论文,怎么样按要求完成论文相关的工作。老师的检查总是很仔细的，可以认真的看论文的每一个细小的格式要求，认真的读每一个同学的论文，然后提出最中肯的意见。内部资料，请勿外传！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^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3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