小型桥梁工程施工组织设计编制及施工方案应用

小型桥梁工程施工组织设计编制及施工方案应用小型桥梁工程施工组织设计编制及施工方案应用40 小型桥梁工程施工组织设计编制及施工方案应用小桥施工组织设计施工方案编制依据：本施工组织编制依据:1、设计施工图纸;2、《公路工程技术标准》JTGB01-2003;3、《公路桥涵施工技术规范》JTJ041-2000;4、现场实际情况。第一章   工程概况一、 工程地理位置德州路小桥，桥梁2孔6米、桥宽18米。　　　　　　　第二章 施工部署 一、根据本工程工程量及施工工期的要求，安排一个桥梁施工队和一个砌石施工队，项目经理部共2人，各施工队共35人（人员总人数实行动态管理。（附项目部组织机构框图）。二、 40 小型桥梁工程施工组织设计编制及施工方案应用主要材料供应计划及机械设备1、本工程所用材料及机械设备按工程进度需要进场。2、预制预应力空心板在预制构件厂预制。3、临时用房在邻村租用。三、施工工期安排根据建设项目桥涵工程总体计划，我项目部规定总工期为29天，开工日期为2007年6月20日至2007年7月18日完成本工程。四、项目工程管理目标（一） 工程质量各分项工程质量达到合格，工程竣工验收合格率100%，满足全线规划要求。五、测量及实验控制（一） 测量控制1、测量依据（1）根据业主提供的平面控制点与水准点为基准进行复测和引测。并依据业主提供的有关测量资料、设计结构图、复测资料进行计算和测量放样。（2）并工程施工测量精度严格按照《公路勘测规范》的要求执行，同时施工放养应符合各分项工程施工技术规范的规定。2、测量仪器的选用试验设备在开工前由省或地市级法定计量部门标定，并获的证书，在有效期内使用，并且每年标定一次。（二） 40 小型桥梁工程施工组织设计编制及施工方案应用试验控制1、委托高技区宏成建筑工程质量检测有限公司，对拟采用的材料进行标准试验及混合料配合比试验等有关的试验。实验结果应按有关规定及时送交监理工程师批准。第三章桥梁施工技术方案1、石砌桥台基础及台身1.1施工前，应用经纬仪放出轴线及基坑开挖线，采用挖掘机挖基，人工清理基底及边坡，进行基底夯实，然后精确放出基础平面尺寸，经检验后，浇筑重力式浆砌乱石边墙基础及其墙身。1.2挡土墙用块（片）石的尺寸及强度应达到设计和技术规范的要求，在砌筑前每一石块均应用干净水冼净并使彻底饱和，其垫石亦应干净并湿润。1.3、应采用坐浆法分层砌筑，铺浆厚宜3cm～5cm，随铺浆随砌石，砌缝需用砂浆填充饱满，不得无浆直接贴靠，砌缝内砂浆应采用扁铁插捣密实；严禁先堆砌石块再用砂浆灌缝；1.4上下层砌石应错缝砌筑；砌体外露面应平整美观，外露面上的砌缝应预留约4cm深的空隙，以备勾缝处理；水平缝宽应不大于2.5cm，竖缝宽应不大于4cm40 小型桥梁工程施工组织设计编制及施工方案应用；1.5砌筑因故停顿，砂浆已超过初凝时间，应待砂浆强度达到2.5MPa后才可继续施工；在继续砌筑前，应将原砌体表面的浮渣清除；砌筑时应避免振动下层砌体；1.6勾缝前必须清缝，用水冲净并保持缝槽内湿润，砂浆应分次向缝内填塞密实；勾缝砂浆标号应高于砌体砂浆；应按实有砌缝勾平缝，严禁勾假缝、凸缝；砌筑完毕后应保持砌体表面湿润做好养护；1.7砂浆配合比、工作性能等，应按设计标号通过试验确定，施工中应在砌筑现场随机制取试件。2、盖梁及台帽2.1支架搭设2.1.1墩柱、桥台施工前先在墩柱、台身位置预埋钢管牛腿，墩柱、台身养护7天后搭设盖梁悬空支架。2.1.2纵向采用I56b双I工字梁（详见盖梁支架模板示意图），并与钢管牛腿焊牢。2.2.3工字钢采用点焊固定连接。2.2钢筋安装支架、底模经验收后，按照底钢筋→侧钢筋→40 小型桥梁工程施工组织设计编制及施工方案应用面钢筋的顺序安装盖梁钢筋。帽梁钢筋按图纸尺寸制作，各种钢筋制作前均应进行有关试验，试验合格才能使用。钢筋接头不应设在应力最大处。2.3模板施工2.3.1按模板设计图进行预拼，相邻两块板的每个孔都要收紧螺栓。以加强模板的整体性和刚度。2.3.2模板预拼后进行编号，并涂刷脱模剂，分规格堆放好。2.3.3底模板或拼好的模板按设计顺序在已放好的模板边线上就位放好。底模板要确保与模板的支托紧密无虚位，侧模板采用对拉螺杆加纵横压杆，压顶压脚，防止侧向位移。2.3.4钢筋通过检查验收合格后，安装侧面模板，并支撑牢固。2.3.5侧模板支立前，在模板内侧涂一层脱模剂，然后根据放出的中心线及底面标高，支立模板至设计高。模板支撑牢固，四周均设置风缆拉住模板，以防浇筑混凝土时模板倾斜。模板支立后复测检查以确保盖梁、台帽的设计尺寸与允许偏心偏差符合要求。报请监理工程师验收。2.3.6模板拼缝均用橡胶条镶缝，整个混凝土模板采用螺栓及对拉螺栓连成一个完整的体系,以防止接缝漏浆，影响外观质量。2.3.7质量检测标准:①模板及其支架必须具有足够的强度、刚度、稳定性，支架应有足够的支撑面积，模板的下口及模板与角模接缝处要严密，不得漏浆。②40 小型桥梁工程施工组织设计编制及施工方案应用模板安装必须牢固，在施工荷载作用下不得有松动、跑模、下沉等现象。2.4混凝土浇筑2.4.1模板支撑、钢筋通过检查验收后，清除干净钢筋上污垢，焊渣，与模内杂物之后就可浇筑砼。2.4.2主体和挡块一次整体浇筑，支座垫石第二次浇筑。采用泵送砼或吊装料斗浇筑方案，砼采用商品混凝土，混凝土的坍落度为8～12cm，砼到施工现场后，校对其出厂砼配比单和实际坍落度，满足要求后方可浇筑。浇筑砼前，应先洒适量水湿润钢筋，模板和墩柱砼顶面。2.4.3砼应从梁中向两边分层浇筑，分层振捣，每层不得超过30cm40 小型桥梁工程施工组织设计编制及施工方案应用，振捣密实的标志是砼停止下沉，不再冒出气泡。特别注意转角部位的振捣，不漏振也不过振，以保证表面光滑、平整、色泽均匀。2.4.4浇筑砼同时，应派人检查支架与模板支撑情况，如有变形，移位等现象应立即停止浇筑，待校正处理后方可继续。2.4.5每条盖梁或台帽试件不小于3组9件，其中14天期1组，28天期2组。2.5模板、支架拆除2.5.1混凝土浇筑后，根据室外温度和砼凝结情况，砼收浆后及时进行淋水保养，顶面最好用湿麻袋覆盖保养，养护期限为7天，在养护期间，应经常使砼保持湿润。2.5.2砼浇筑完后，当砼强度达到2.5MPa时(以保证表面及棱角不致因拆模而受损坏为标准)，才可拆除侧板。2.5.3当砼强度达到设计强度时，方可拆除底模和支架，拆除底模时，先拆悬臂部分的模板，再由各柱跨内从跨中向柱边依次对称卸落。3、支座安装40 小型桥梁工程施工组织设计编制及施工方案应用第一章编制说明一、本施工组织设计的编制以我公司施工技术力量和多年来桥梁施工的经验作为基点，以两座小桥在2010年9月底全部完工作为控制进度目标，统筹考虑全标段的施工工艺、现场布置以及施工进度计划。二、本施工组织设计的编制以下列文件和资料为依据：1、施工图设计文件2、《公路桥涵施工技术规范》（JTJ041—2000）3、《公路工程水泥混凝土试验规程》（JTJ053—94）4、《公路工程石料试验规程》（JTJ054—94）5、《公路工程金属试验规程》（JTJ055—83）6、《公路工程水质分析操作规程》（JTJ056—84）7、《公路工程质量检验评定标准》（JTGF80/1—2004）8、《公路工程施工安全技术规程》（JTJ076—95）9、《公路桥涵设计通用规范》（JTJ021—89）10、《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62—2004）11、《公路桥涵地基与基础设计规范》（JTJ024—85）12、《钢筋阻锈剂使用技术规程》（YB/T9231—98）13、《公路工程混凝土结构防腐技术规范》（JTG/TB07—01—2006）三、编制范围BK0+279.5与BK2+085两座小桥。40 小型桥梁工程施工组织设计编制及施工方案应用第二章工程概况1、设计概况简述BK0+279.5小桥有ф1.0m钻孔灌注桩12根，桩长24.13m，采用C35#砼；两桥台承台几何尺寸为：24.5*1.2*2.0m；两承台间设：5.7*0.4*0.6m支撑梁8根；桥台设计为轻型墙式台身，设计宽度为：60cm；承台、支撑梁、墙身与台帽均设计C35#钢筋砼；桥面设计为40cm厚C35#钢筋砼实心矩形板，桥面铺装层厚度10cm,采用C40#防水砼;桥侧护栏为C35#钢筋砼防撞墙;为防止桥头跳车,两台处均设计有桥头搭板。BK2+085小桥由于处在平交路口上,设计0#台宽为:24.94m、1#台宽27.49m,比BK0+279.5小桥增加一根支撑梁,其他设计结构形式与BK0+279.5小桥完全相同。2、地质情况2.1、桥址处工程地质条件根据设计院提供的工程地质条件概要如下：2.1.1、地形地貌两小桥所处位置均为盐洲岛当地农田排灌渠，出口与考洲洋相连，桥底地形较为平坦。2.1.2、桥址处地层、岩层情况据区域地质资料和钻探资料，两桥址地区存在饱和可能液化砂土[经判别，（淤泥质）粉砂层具中等液化]和较厚的淤泥。2.1.3、桥址处水文地质情况两路段地下水发育，与地表水直接联系，分布于粉砂层中，水量大，埋藏浅，水位位于渠床底标高以上0.2~0.5m，水位标高-1.90—0.46m。根据《公路地质勘察规范》（JTJ064-98）该段水对砼具有强结晶类，结晶分解复合类腐蚀性，对砼中的钢筋具弱腐蚀性。3、水文、气象本工程项目区属亚热带季风气候。气温温和，无严寒酷暑，雨量充足，且多集中在5—40 小型桥梁工程施工组织设计编制及施工方案应用9月（占全年降雨量的78%），其多年最大降雨量与最小降雨量分别为2583.77mm和1345.11mm，多年平均降雨量为1900.9mm。多年平均蒸发量1697.2mm。年平均气温21.9℃，一月份和七月份的年平均气温分别为13.9℃和28.3℃，极端最高温度为38.3℃，极端最低温度为0.1℃，年平均霜冻两次。相对湿度82%。风向具有明显的季节性，春夏秋初多吹东南风，秋未和冬季多吹西北风。每年有3-4次8-10级（最大12级）的台风侵袭本区。40 小型桥梁工程施工组织设计编制及施工方案应用第三章施工方案1.施工方案1.1施工方案的选择由于两小桥桥头路基处在软土路基上,设计上均采用砂桩进行处理,为保障桥梁基础不受砂桩施工时振动的影响,桥梁桩基在砂桩施工完成,且填土达到94区顶后开工。桩基全部采用冲击钻成孔,当两桥台桩基完成后进入承台施工,承台基坑采用反开挖方式,当挖至深度不低于承台底标高30cm后,进行基础换填,以此作为承台底模,承台施工完成后进入支撑梁施工,在支撑梁施工前,先将支撑梁底进行换填处理,以确保支撑梁施工时地基不出现沉降,支撑梁施工完成后进行桥台墙身和台帽施工,待桥台完成后,进入矩形实心板现浇砼浇筑,矩形实心砼板采用碗扣式钢管作为支架,先在支撑梁顺流水方向上垫不小于30*20cm厚枕木,碗扣式钢管支架放在枕木上,钢管纵横向间距60*80cm,钢管上端铺10*10cm厚枕木，枕木上铺设光面竹夹板作为底模，矩形桥面板施工完成后进行台背回填和桥面系施工。40 小型桥梁工程施工组织设计编制及施工方案应用1.2钻孔灌注桩施工钻孔灌注桩施工工艺框图平整场地、桩基放样定位埋设钢护筒钻机就位开孔、试钻正常钻进清孔监理工程师检查下钢筋笼、下导管循环钻至设计位置钢护筒制作设立泥浆循环系统钢筋笼制作二次清孔灌注桩基砼1.2.1场地准备工作因场地为旱地，应平整场地，清除杂物，换填软土，碾压密实，保证钻机不下沉。1.2.2桩基放样桩位应按施工图桩基坐标表放设，按设计桩位与墩台中心十字线相对位置校核。在旱地施工时，用坐标法直接测定桩位。1.2.3钢护筒加工及埋设因两座小桥桩基直径全为φ1.0m，故需加工的钢护筒相应直径以不小于φ1.2m为宜，按护筒壁厚δ=8～10mm，长2～4m大小制备三套。40 小型桥梁工程施工组织设计编制及施工方案应用钢护筒拟在施工驻地设置的加工厂内加工，卷板机卷板，在胎架上成型，接缝焊接均采用手工电弧焊，采用双面满焊。根据各种桩径的桩基总数及投入的钻机数量，加工相应数量的钢护筒，以满足工程需要。护筒运输通过汽车运到施工桩位附近存放待用。施工场地完全满足要求后，然后进行测量放样。测量人员根据复核过的导线点，采用全站仪进行桩位中心点的精确定位，同时在中心桩周围埋设4个护桩。埋设护筒前根据测量放样点，使护筒的中心与钻孔中心位置重合，并保持护筒垂直，护筒周围均匀填入粘土夯实，以确保施工过程中不渗水和成桩后能拔出为目的；护筒顶宜高出地面0.3m。护筒埋设工作是钻孔灌注桩施工的开始，护筒平面位置与竖直度准确与否，护筒周围和护筒底脚是否紧密、不透水，对成孔、成桩的质量都有重大影响。埋设时，护筒中轴线对正测量标定的桩位中心，其偏差不得大于5cm，并应严格保持护筒的竖直位置，倾斜度不得大于1％。护筒埋设完毕后，用全站仪检查，发现不符合规范要求重新埋设。1.2.4泥浆池、沉淀池设置开钻前在墩与墩的空间内设置专门的钢板箱泥浆池及沉淀池。泥浆池内调制足够数量的泥浆，掏取的钻渣经沉淀池沉淀后，再流入孔中循环使用。1.2.5泥浆制备制浆前，先把粘土尽量打碎，便于在搅拌过程中易于成浆，缩短搅拌时间，提高泥浆质量。制浆采用机械搅拌制备，按施工配合比将水注入搅拌机内，开始搅拌，逐步加入优质泥浆搅拌成浆，打开出浆门使浆经泥浆管道注入泥浆池，供给钻孔使用。泥浆制备在开钻前完成各开钻孔的泥浆拌和并注入孔中，以满足泥浆供给与损耗。泥浆的质量直接与钻孔的质量密切相关，为确保泥浆质量，选用塑性指数大于25，粒径小于0.005mm，颗粒含量大于总量50％的粘土制浆，必要时在泥浆中掺入聚丙烯酰胺（PHP）絮凝剂或纯碱等外加剂改善泥浆性能，泥浆配方在开钻前经过试验确定，其主要技术性能指标如下：40 小型桥梁工程施工组织设计编制及施工方案应用钻孔方法地层情况泥浆性能指标相对密度粘度(Pa·s)含砂率(%)胶体率(%)失水率(ml/30min)泥皮厚(mm/30min)静切力(pa)酸碱度(ph)冲击钻易塌地层1.20～1.4022～30≤4≥95≤20≤33～58～11注：地下水位高时，指标取高限，反之取低限；地质状态较好，孔径较小的取低限，反之取高限；1.2.6钻机就位桩基施工采取隔桩跳打方式，确保临近桩施工时桩机振动力对已灌注桩体不造成影响（不小于5米距离）；桩机安装前应先在地面铺上枕木，然后把钻机吊装就位，立好钻架并调整和安设好起吊系统，将钻头吊入护筒内，对准桩孔中心，拉好风缆绳。水中桩在钢平台上施工时，先将钻机吊装到位并将钻头对准孔中心，后用螺栓或采用临时焊接将钻机与平台固定牢固，钻进过程中应经常检查，如有倾斜和移位及时纠正。1.2.7钻孔1.2.7.1开孔开钻时应先在护筒内灌注泥浆，泥浆相对密度等指标根据土层情况而定，如孔中有水，直接投入粘土，用冲击锥以小冲程反复冲击造浆。开孔及整个钻进过程中，始终保持孔内水位高出地下水位（海中水位）1.5m～2.0m,并低于护筒顶面0.3m以防溢出，掏渣后应及时向孔内添加泥浆。在砂土或粉砂土层中施工时，采用浓泥浆、小冲程、高频率反复冲砸，使孔壁不坍不漏。在砂及土夹石等松散层开孔或钻进时，投入粘土，以冲击锥以小冲程反复冲击，使泥膏、片石挤入孔壁。必要时须重复回填反复冲击2～3次。开孔或钻进遇有流砂现象时，加大粘土的比例，按上述方法进行处理，力求孔壁稳定。40 小型桥梁工程施工组织设计编制及施工方案应用1.2.7.2用钻机正常钻进时，应注意以下事项：a、冲程应根据土层情况分别规定：在通过坚硬密实卵石层或基岩漂石之类的土层中时采用高冲程（100cm），在通过松软砂、砾类土或卵石夹土层中时采用中冲程（约75cm）。冲程过高，对孔底振动大，易引起坍孔。在通过低液限粘土时，采用中冲程。在易坍塌或流砂地段采用小冲程，并提高泥浆的粘度和相对密度。b、在通过岩层时，如表面不平整，先投入粘土、小片石，将表面垫平，再用十字钻锥进行冲击钻进，防止发生斜孔、坍孔事故。c、注意均匀地松放钢丝绳的长度。在松软土层每次可松绳5cm～8cm，在密实坚硬土层每次松绳3cm～5cm。注意防止松绳过少，形成“打空锤”，使钻机、钻架及钢丝绳受到过大的意外荷载，遭受损坏。松绳过多，则会减少冲程，降低钻进速度，严重时使钢丝绳纠缠发生事故。1.2.7.3泥浆补充、净化和冲孔掏渣a.泥浆补充、净化开钻前应调制足够数量的泥浆，钻进过程中如泥浆有损耗、漏失，应予及时补充。按时检查泥浆指标，遇土层变化时应增加检查次数，并视地质情况适当调整泥浆指标。每钻进2m或地层变化处，应在泥浆槽中捞取钻渣样品，查明土类并记录，以便与设计资料核对。b.冲孔掏渣破碎的钻渣，部分和泥浆一起被挤进孔壁，大部分靠掏渣清除出孔外，故在冲击相当时间后，将冲击锥提出，换上掏渣筒，下入孔底掏取钻渣，倒进孔外的沉淀池中。40 小型桥梁工程施工组织设计编制及施工方案应用当钻渣太厚时，泥浆不能将钻渣全部悬浮上来，钻锥冲击不到新土（岩）层上，还会使泥浆逐渐变稠，吸收大量冲击能，并妨碍钻锥转动，使冲击进尺显著下降，或有冲击成梅花孔的危险，故必须及时掏渣。在密实坚硬地层每小时纯钻进小于5cm～10cm、松软地层每小时纯钻进15cm～30cm时，进行掏渣,每次掏渣掏至泥浆内含渣显著减少、无粗颗粒、相对密度恢复正常为止。在开孔阶段，为使钻渣挤入孔壁，待钻进4m～5m后再掏渣。1.2.7.4检孔钻进中用探孔器检孔。探孔器用钢筋制作成笼，其外径等于设计孔径，长度等于孔径的4～6倍。每钻进4～6m，接近及通过易缩孔（孔径减少）土层（软土、软塑粘土、低液限粘土等）或更换钻锥前，都必须检孔。用新铸或新焊补的钻锥时，先用探孔器检孔到底后，才可放入新钻锥钻进。不可用加重压、冲击或强插检孔器等方法检孔。当探孔器不能沉到原来钻达的深度，或锥绳（拉紧时）的位置偏移护筒中心时，应考虑可能发生了弯孔、斜孔或收缩孔等情况，如不严重时，调整钻机位置继续钻孔。钻孔中至少每班检测一次孔深，并做好记录。钻孔过程中记录好地质情况，确定达到设计标高后的嵌岩深度，若嵌岩深度未满足施工要求，必须提出变更。不得用钻锥修孔，以防卡钻。1.2.7.5钻孔的安全要求冲击锥起吊应平稳，防止冲撞护筒和孔壁；进出孔口时，严禁孔口附近站人，防止发生钻锥撞击人身事故；因故停钻时，孔口应加盖保护，严禁钻锥留在孔内，以防埋钻。1.2.8成孔检查钻孔灌注桩在成孔后以及灌注混凝土前，需对成孔进行全面检查。1.2.8.1孔径和孔形检测40 小型桥梁工程施工组织设计编制及施工方案应用孔径检测在桩孔成孔后、下放钢筋笼前进行，根据设计桩径制作探孔器检测。检测时，将探孔器吊起，使钢筋笼的中心、孔的中心与起吊钢绳保持一致，慢慢放入孔内，上下畅通无阻表明孔径大于给定的笼径；若中途遇阻则有可能在遇阻部位有缩孔或斜孔现象，必须采取措施予以消除。1.2.8.2孔深和孔底沉渣检测孔深和孔底沉渣检测采用标准测锤检测。1.2.8.3桩位检测钻孔桩的实际桩位，受施工中各种因素的影响会偏离原设计桩位，因此要对全部桩位进行复测，并在复测平面图上标明实际桩位坐标。复测桩位时，桩位测点选在新桩头面的中心点，然后测量该点偏移设计桩位的距离，并按坐标位置，分别标明在桩位复测平面图上。1.2.9清孔钻孔到达设计标高后，对成孔孔径、孔深、倾斜率进行检查，合格后申报监理工程师进行检验。终孔检查合格后，应迅速清孔，不得停歇过久使泥浆、钻渣沉淀过多，造成清孔工作的困难甚至坍孔。清孔直到摩擦桩的沉淀厚度小于10cm，并使泥浆指标符合规范要求或设计要求：孔口、孔中部和孔底提出的泥浆相对密度应1.03～1.1，粘度为17～20秒，含砂＜2%，胶体率＞98%。然后进行钢筋笼安装，钢筋笼安装到位后，进行第二次清孔，使沉淀层成悬浮状态后，再次检测泥浆性能及深沉厚度，符合规范及设计要求后立即开始水下混凝土施工。清孔过程中要求始终保持孔内水头差在1.5m以上，确保清孔安全顺利进行。1.2.10钢筋笼的制作、运输和起吊就位1.2.10.1钢筋的制作钢筋笼在钢筋加工厂分节（9米为制作单位，不足部分按需要长度）制作，制作时要符合设计及规范要求，钢筋表面洁净，使用前要将表面油渍、漆皮、鳞锈等清除干净，同时保持顺直。钢筋笼各节连接采用搭接焊，保证双面焊接长度不小于5d，单面焊不小于10d40 小型桥梁工程施工组织设计编制及施工方案应用，同时要满焊，电焊工需有特种作业操作证，并配戴上岗证，对于直径大于25mm的带肋钢筋，全部采用机械套筒挤压连接。制作时两端均按50%错开断面的接头，在孔口进行钢筋笼对接时采用现场对接。钢筋笼采用加劲筋成型法分段加工制作。制作时，按照设计尺寸采用Φ22mm钢筋做好加劲筋圈，标出主筋位置，然后将主筋依次点焊在加劲筋圈上，要确保主筋与加劲筋相互垂直不变形，并在加劲筋圈上焊Φ22mm十字钢筋支撑。主筋焊完后按照设计位置绑扎螺旋筋，并焊接好定位钢筋，保证保护层的厚度。1.2.10.2钢筋骨架的存放与运输制作好的钢筋骨架必须放在平整、干燥的场地上。存放时，每个加劲筋圈与地面接触处都垫上等高的枕木，以免粘上泥土。并注意防雨、防潮。每组骨架的各节段上都要挂上标志牌，写明墩号、桩号、节号等，避免出现差错，造成质量事故。钢筋骨架运输应以不使骨架变形为目的，需采用带托架的平车运输。当骨架长度在6m以内时，用两部平车运输，当骨架长度超过6m时，在平车上加托架。骨架装车时要保证每个加劲筋处设支撑点，各支撑点高度相等，以保证它的结构形状。在运输中标志牌不得刮掉，便于校对检验。1.2.10.3钢筋骨架的起吊和就位40 小型桥梁工程施工组织设计编制及施工方案应用为了保证骨架起吊不变形，采用两点吊。第一吊点设在骨架的下部，第二吊点设在骨架长度的中点到上三分之一之间。对于长骨架，起吊前在骨架内部临时绑扎两根木杆以加强其刚度。起吊时，先提第一吊点，使骨架稍提起，再与第二吊点同时起吊。待骨架离开地面后，第一吊点停止起吊，继续提升第二吊点。随着第二吊点不断上升，慢慢放松第一吊点，直到骨架同地面垂直，停止起吊。解除第一吊点，检查骨架是否顺直，如有弯曲必须调直。当骨架进入孔口后，将其扶正徐徐下降，严禁摆动碰撞孔壁。然后，由下而上地逐个解去绑扎木杆的绑扎点。取出后以备再用。当骨架下降到第二吊点附近的加劲箍接近孔口时，用型钢穿过加劲箍的下方，将骨架临时支撑于孔口，将吊钩移至骨架上端，取出临时支撑，继续下降到骨架最后一个加劲箍处，按上述方法临时支撑。此时吊来第二骨架使上下两节骨架中心位于同一竖垂直线上，进行焊接。采用单面焊方式联接，焊接长度不小于10d(d为钢筋直径)。焊接时先焊顺桥方向的接头，最后一个接头焊好后就可继续下沉。骨架最上端定位，必须由测定的孔口标高来计算出定位筋的长度，并反复核对无误后再焊接定位。然后在定位骨架顶端的顶吊圈下面插入两根平行的工字钢，工字钢两端用枕木支垫，将整个骨架支托于工字钢的支垫枕木上。两工字钢的净距要大于导管外径30cm。其后放下吊绳，用短钢筋将工字钢及定位筋的顶吊圈焊于护筒上。一方面可以防止导管或其它机具的碰撞而使整个钢筋骨架变位或落入孔中；另一方面也可起到防止骨架上浮的作用。骨架就位焊接完毕后，还要核对在每节骨架入孔解下的标志牌，防止漏掉或接错骨架的事故发生。最后应详细检测钢筋骨架的底面标高是否与设计相符，偏差不得大于±5mm。钢筋笼安放过程中严格控制钢筋笼接头连接质量，钢筋接头必须错开布置，接头数不超过该断面钢筋总根数的50％。为保证保护层厚度，钢筋笼下放前须在主筋按设计要求焊上定位钢筋。声测管按设计要求进行安装：桩径小于等于1.6m时安放3根，安装要求可靠，下放钢筋笼过程中应仔细检查，防止堵塞、变形，并注满清水，用圆木封住顶端口。钢筋下放完毕，监理工程师验收合格后即可进行下一道工序施工。1.2.11砼灌注灌注前，检测孔底泥浆沉淀厚度，如大于规范要求，进行第二次清孔，直到符合要求为止。1.2.11.1砼配合比由于砼拌和站还未建成，计划采用商品混凝土。先由试验室通过设计和试配确定砼设计配合比，并以使砼满足和易性、凝结速度等施工条件，且符合强度、耐久性以及按D级防腐抗渗40 小型桥梁工程施工组织设计编制及施工方案应用等质量要求为原则，砼坍落度控制在18～22cm，以保证砼具有良好的流动性与和易性。试配配合比确定后上报监理工程师批复。施工时，试验室根据实际检测出的粗细骨料的含水量，对砼用水量做相应调整，待满足施工要求后方可进行砼灌注施工。1.2.11.2砼灌注桩基砼采用刚性导管法灌注，导管直径Φ300mm或Φ250mm，导管顶端接阀门管和容积不小于3m3的漏斗，漏斗上方设置储料斗。砼由砼输送泵输运送至孔位旁，由砼泵直接把砼送到储料斗内，由储料斗放入漏斗内进行灌注。首批砼的方量满足导管的初次埋深（>1m）和填充导管底部间隙的要求。首批砼灌注完成后，吊开储料斗，砼直接泵送到漏斗内进行灌注。灌注过程中，经常测量孔内砼顶面的高程，及时调整导管底与砼表面的相应位置，并始终严密监视，保证导管埋深控制在2m—6m之间。为防止钢筋笼上浮，当灌注的砼顶面距钢筋笼骨架底部1m左右时，应降低砼的灌注速度。当砼拌和物上升到骨架底口4m以上时，提升导管，使其底口高于骨架底部2m以上，即可恢复正常灌注速度。砼灌注一次完成，桩顶灌注标高比原设计提高0.5～1.0m，待系梁施工时再破除桩头到设计标高。1.2.113检查标准项次检查项目规定值或允许偏差检查方法和频率1混凝土强度在合格标准内按附录D检查2桩位（mm）群桩100全站仪或经纬仪：每桩检查排架桩允许50极值10040 小型桥梁工程施工组织设计编制及施工方案应用3孔深（m）不小于设计测量绳：每桩测量4孔径(mm)不小于设计探孔器：每桩测量5钻孔倾斜度（mm）1%桩长，且不大于500用测壁（斜）仪或钻杆垂线法：每桩检查6沉淀厚度（mm）摩擦桩符合设计规定沉淀盒或标准测绳锤：每桩检查支承桩不大于设计规定7钢筋骨架底面高程（mm）±50水准仪：测每桩骨架顶面高程后反算1.3承台施工1.3.1施工工艺流程施工放样→基坑开挖→垫层浇筑→二次放线→钢筋加工与安装→模板安装→混凝土浇注→混凝土拆模→混凝土养生→基坑回填及清理场地。1.3.2基坑开挖按照承台施工图设计的尺寸，准确测量放样，并经监理工程师检验合格，随即进行承台基坑开挖。开挖基坑采用挖掘机开挖，辅以人工修整的方法。基坑底边要比设计断面每侧放宽0.5m，人工整平，打夯机夯实，坑底铺设15cm碎石，并及时浇筑素砼垫层作为底模，施工时注意垫层外轮廓应比承台外轮廓大10cm。当基坑有水时，基坑底边比设计断面每侧多放宽1.0m，加设集水沟和集水井。将地下水集中在集水井，再用潜水泵抽出坑外。基坑开挖后，请监理工程师对基槽进行验收。合格后方可进行下道工序的施工。用风镐凿除桩顶混凝土，距设计桩顶标高20cm时，采用人工凿除。达到设计标高后配合检测单位进行桩基检测，检测合格后进行下道工序施工。1.3.3测量放线在垫层砼强度达到4MPa以上时，可以进行承台定位放线，在放线时，除必须精确将承台的外轮廓线放出来外，还应将薄壁中心及薄壁外轮廓线放出。1.3.4钢筋安装钢筋在钢筋加工场地统一制作半成品，汽车运输至现场绑扎成型。钢筋绑扎前，先用粉笔在垫层上标出钢筋的位置，然后再进行钢筋排放，绑扎。钢筋保护层采用塑料垫块绑扎在钢筋骨架上。40 小型桥梁工程施工组织设计编制及施工方案应用底层钢筋网片绑扎完毕后，即可进行上层网片的绑扎。上层钢筋绑扎时，先把架立筋焊接于底层钢筋网片上，架立筋骨架形成后再进行上层网片的绑扎,上层网片点焊在架立筋上。1.3.5模板安装承台开挖至设计标高后，凿除孔头、清理基底，后用碎石、砂砾铺垫夯实，并用素砼抹平作底模。侧模板采用定型钢模板，严格按结构尺寸进行试拼。模板用Ф16的螺栓连接，并夹垫橡胶或泡沫密封，以防混凝土漏浆。模板外侧以12#槽钢或φ48钢管形成纵、加横劲肋，通过设置一定数量的对拉拉杆以防胀模，并通过φ48钢管将模板加固支撑在地基坑壁上，防止在混凝土浇筑时模板发生移位。模板支设完毕后，应有专人进行扣件牢固性检查，如有松动处及时加固。施工前提交模板拼装图报监理工程师审批。1.3.6混凝土浇筑1）混凝土配合比通过试验确定后，采用外购商品混凝土，其强度、耐久性以及按D级防腐抗渗标准等级必须达到设计要求；混凝土用罐车直接从商混站运送至浇注地点。混凝土拌制时严格按批准的配合比进行，确保计量准确。严格控制混凝土坍落度，不宜过大，以免形成泌水；且严格控制粗骨料含泥量及石粉含量。2）承台混凝土为C35混凝土，在浇注混凝土时采用水平分层浇注的方法进行，分层厚度不宜超过30cm。混凝土采用汽车泵泵入模，导管尽量放低，混凝土尽量摊平，以避免混凝土产生离析现象。3）混凝土要求一次浇注完毕，不允许留有水平接缝。在浇注过程中保证顶层钢筋的清洁，以免砂浆落在钢筋上超过初凝时间影响钢筋与混凝土的粘结。混凝土浇筑不间断进行，保证前层混凝土初凝前用新混凝土覆盖。4）混凝土振捣采用插入式振动棒，振捣时严格控制振捣时间，既要保证振捣的密实度，又不能造成漏振过振。在每个振捣面以混凝土不再下沉、不冒气泡、表面泛浆良好为准。为保证混凝土振捣质量，按如下要求操作：a.混凝土振捣采用直向与斜向相结合的方法，斜向振捣要求振动棒与混凝土表面成40°～50°夹角。40 小型桥梁工程施工组织设计编制及施工方案应用b.振动棒的操作要做到“快插慢拔”，在振捣过程中，可将振动棒上、下略微抽动，保证振捣密实。c.振动棒在振捣上一层时应插入下层混凝土中5～10cm。在振捣上层混凝土时，应在下层混凝土初凝前进行。d.振动棒插点要均匀排列，可采用“行列式”或“梅花式”次序移动，以免漏振，每次移动距离应不大于振动棒作用半径的1.5倍，即不大于45cm为宜。e.振动棒使用时，距离模板不应大于作用半径0.7倍，以20cm为宜，且不宜紧靠模板振动，避免振捣过程中碰撞钢筋。5）在砼浇注过程中，派专人检查模板及钢筋，一旦发生模板漏浆、走动、钢筋松动变形、垫块脱落等现象，及时组织纠正。6）混凝土浇注完成后及时收浆。7）在混凝土初凝后，即用湿麻袋进行覆盖，保湿养护，养护时间不少于7天。8）侧模在强度达到2.5MPa时可拆模，且保证其表面或棱角不因拆除模板而受损坏时方可拆除模板。拆模板应注意用力，不要使表面损坏或发生掉角现象。9）在浇筑混凝土过程中以及混凝土未达到终凝前，基坑降水要持续进行，保证承台不被水浸泡。1.3.7回填回填前，请监理工程师进行验收，合格后采用经监理工程师批准的材料分层回填，承台周边采用蛙式打夯机夯实，每层压实度均要满足规范和设计要求。1.3.8检查标准项次检查项目规定值或允许偏差检查方法和频率1混凝土强度在合格标准内按附录D检查2尺寸（mm）±30尺量：长、宽、高检查各2点3顶面高程（mm）±20水准仪：检查5处4轴线偏位（mm）15全站仪或经纬仪：纵、横向各测量2点1.4支撑梁施工40 小型桥梁工程施工组织设计编制及施工方案应用1.4.1支撑梁施工当承台拆模后立即着手进入支撑梁施工的前期准备工作，首先进行地基换填处理，在保障地基能满足支撑梁施工承载力的同时，将换填后的表面用水泥砂浆抹平作为支撑梁施工底模，其高程与不整度能完全满足设计和规范要求。钢筋安装时应注意支撑梁与桥台承台预埋钢筋的连接，钢筋制作与安装应严格按规范要求进行施工。模板安装除严格按规范进行操作外，应特别注意模板与承台连接部位的防漏浆处理，确保支撑梁外观质量达到规范要求。1.4.2检查标准项次检查项目规定值或允许偏差检查方法和频率1混凝土强度（Mpa）在合格标准内按附录D检查2轴线偏位（mm）10全站仪或经纬仪：测量3处3梁（板）顶面高程（mm）±10水准仪：检查3-5处4断面尺寸（mm）高度+5，-10尺量：每跨检查1-3个断面顶宽±30箱梁底宽±20顶、底、腹板或梁肋厚+10，-05长度（mm）+5，-10尺量：每梁（板）6横坡（%）±0.15水准仪：每跨检查1-3处7平整度（mm）82m直尺：每侧面每10m梁长测1处1.5薄壁墙身施工1.5.1薄壁墙身施工工艺流程测量放样→承台砼凿毛→钢筋加工、运输、绑扎→模板安装、固定→标高、位置复核→监理工程师验收→混凝土浇筑→模板拆除→养生1.5.2模板工程（1）模板采用定型大钢模板，螺栓联结，模板拼缝均夹垫双面胶带，内贴胶带。（2）模板安装前清除表面污物、浮锈、涂脱模剂，保持板面光滑。（3）模板安装前由测量人员放出承台上模板安装四个角点的位置标高。（4）模板安装好之后，在模板顶部四角拉缆风绳，校正模板的垂直度。用脚手架斜支撑牢固，保证台帽模板在施工过程中不发生位移、倾斜等现象。所有定位销上满螺栓并拧紧，使其受力均匀，保证模板的整体性。1.5.3钢筋工程薄壁钢筋下料依据设计图纸和现场承台预埋钢筋的实际长度，40 小型桥梁工程施工组织设计编制及施工方案应用钢筋在钢筋加工场地加工成半成品，用板车运至现场绑扎。承台施工完毕后，薄壁钢筋的主筋已定位，肋板主筋与预埋主筋之间采用单面帮条焊接，每端焊缝长大于10d（d为钢筋直径）。箍筋绑扎时，绑丝端头一律内折，保护层采用塑料垫块，垫块位置摆放正确并绑扎牢固。1.5.4混凝土工程砼为C35砼，防腐搞渗等级为E级，浇筑前凿毛承台砼并冲洗干净，施工过程参见承台施工过程。1.5.5检查标准项次检查项目规定值或允许偏差检查方法和频率1混凝土强度（Mpa）在合格标准内按附录D检查2断面尺寸（mm）±20尺量：检查3个断面3竖直度或斜度（mm）0.3%H且不大于20吊垂线或经纬仪：测量2点4顶面高程（mm）±10水准仪：测量3处5轴线偏位（mm）10全站仪或经纬仪：纵、横各测量2点6节段间错台（mm）5尺量：每节检查4处7大面积平整度（mm）52m直尺：检查竖、直两方向，每20m2测1处8预埋件位置（mm）符合设计规定，设计未规定时：10尺量：每件1.6台帽施工1.6.1台帽施工工艺流程测量放样→薄壁砼凿毛→钢筋加工、运输、绑扎→模板安装、固定→标高、位置复核→防震挡块模板安装、固定→监理工程师验收→混凝土浇筑→模板拆除→养生1.6.2模板工程（1）台帽模板采用定型大钢模板，螺栓联结，模板拼缝均夹垫双面胶带，内贴胶带。（2）台帽模板安装前清除表面污物、浮锈、涂脱模剂，保持板面光滑。（3）安装模板前由测量人员放出薄壁四角点位置标高。在底模板标出设计标高线，保证台帽的倾斜度符合要求。40 小型桥梁工程施工组织设计编制及施工方案应用（5）台帽模板安装好之后，用花篮螺栓牢固。并用脚手架作支撑，保证台帽模板在施工过程中不发生位移、倾斜等现象。所有定位销上满螺栓并拧紧，使其受力均匀，保证模板的整体性。1.6.3钢筋工程台帽钢筋应注意牛腿处搭板锚固钢筋的安装，其余施工要求参见薄壁钢筋施工。1.6.4混凝土工程砼为C35砼，防腐搞渗等级为E级，施工标准参见薄壁墙身施工。1.6.5检查标准项次检查项目规定值或允许偏差检查方法或频率1混凝土强度（Mpa）在合格标准内按附录D检查2断面尺寸（mm）±20尺量：检查3个断面3轴线偏位（mm）10全站仪或经纬仪：纵、横各测2点4顶面高程（mm）±10水准仪：检查3-5点5支座垫石预留位置（mm）10尺量：每个1.7现浇实心矩形板梁施工1.7.1支架与模板支架采用碗扣式钢管支架；安装前先在支撑梁顺行车方向铺设8排30*20cm大小的枕木，然后在枕木上架设间距为60*80cm碗扣式钢管支架（顺行车方向间距为60cm），在钢管支架上端托架上铺上10*10cm枕木，作为板梁底模枕梁，然后在枕梁上铺设光面竹夹板作为底模；侧模采用平板钢模，用拉杆螺栓焊接在板梁钢筋上固定模板。1.7.2钢筋制作安装由于钢筋量较小且制作相对简单，场地选择在就近路基上；钢筋制作应严格按规范操作，每座小桥按设计分左右两幅分幅进行制作安装，安装前按设计要求铺垫两层油毛毡作为支座。1.7.3混凝土浇筑混凝土设计强度C40#，防腐搞渗等级为F级，施工过程参照承台施工过程。40 小型桥梁工程施工组织设计编制及施工方案应用1.7.4检查标准项次检查项目规定值或允许偏差检查方法和频率1混凝土强度（Mpa）在合格标准内按附录D检查2轴线偏位（mm）10全站仪或经纬仪：测量3处3梁（板）顶面高程（mm）±10水准仪：检查3-5处4断面尺寸（mm）高度+5，-10尺量：每跨检查1-3个断面顶宽±30箱梁底宽±20顶、底、腹板或梁肋厚+10，-05长度（mm）+5，-10尺量：每梁（板）6横坡（%）±0.15水准仪：每跨检查1-3处7平整度（mm）82m直尺：每侧面每10m梁长测1处1.8八字墙施工两小桥均设有八字墙洞口。八字墙与桥台之间留2cm沉降缝，内填沥青麻絮。八字墙墙身采用M5浆砌块石，墙基采用M7.5浆砌块石。墙身上采用M10抹面。石砌八字墙分层进行砌筑，分层高度在70~120cm之间，分层水平砌缝应大致水平，各砌块的砌缝应互相错开咬接，两层间的错缝不得小于8厘米；每层片石砌筑时，先安转角石再砌筑面石，然后填腹石，石块间互相交错，咬合密实，砂浆饱满，嵌缝无空洞。临空面石块尽量采用人工修凿，大面平整，转角、棱角分明。为保证边墙和翼墙的砌筑尺寸符合设计要求，砌筑时必须安放按设计断面尺寸制作的结构尺寸架并严格在架上挂线进行片石的砌筑。为加强基础与墙身的连接，基础砌筑到设计标高顶面时，基础与墙身连接的截面留设石笋，以利衔接。为使涵洞边墙和翼墙外露面整齐美观，其表面采用M10水泥砂浆抹面。1.8.1砌体的防护和养护不可在砌体上抛掷或凿打石块。已砌好而砂浆尚未凝固的砌体，不得使其承受荷载。如所砌石块在砂浆凝固后有松动现象，应予拆除、刮净砂浆、清洗干净后，重新砌筑。拆除和重砌时，不得撞动邻近石块。新砌圬工告一段落、或在收工时，须用浸湿的麻布将砌体盖好。一般气温条件下，在砌完后的10～12小时以内，炎热天气在砌完后2～3小时以内即须洒水养护，养护时间一般不少于7~14天。养护时须使覆盖物经常保持湿润，在一般条件下（15℃及以上），最初的3天内，昼夜至少每隔3小时浇水一次，夜间至少浇水一次；在以后的日期中每昼夜至少浇水3次。40 小型桥梁工程施工组织设计编制及施工方案应用新砌圬工的砂浆，在硬化期间不得使其受雨水冲刷或水流淹浸，特别是基础的砌筑应在基坑不积水的情况下进行。质量要求：石料必须干净无污染，要坐浆砌筑，砌缝砂浆要饱满，大缝要嵌入片石，按规定配合比配制砂浆，砂浆要用砂浆机调制，要控制好水灰比，石料小加工，必须在堆场场进行，不准在砌体上敲打石料。1.9桥面铺装施工工艺施工工艺顺序：绑扎铺装钢筋网®放出防撞墙（栏杆）和人行道边线®安放混凝土铺装侧模®在钢筋网片上设置混凝土标高控制点®浇筑混凝土（控制横向和纵向坡度曲线圆滑）®防水层工艺流程图施工准备测量放样检查资料整理修边拆模插入式、振动梁振平报监理审批钢筋原材试验砼试块试验砼试块养护砼试块制作泵送吊至桥面报监理审批验收钢筋绑扎报监理审批养护砼搅拌、运输压纹坍落度检查立模报监理审批砼摊铺提浆收面检平抹平40 小型桥梁工程施工组织设计编制及施工方案应用1.9.1桥面铺装(1)桥面钢筋网现场绑扎，浇筑混凝土时施工人员及机具不得踩踏在钢筋网上。(2)砼在搅拌站搅拌，砼运输车运至现场，吊车起吊漏斗入灰，浇筑桥面混凝土前，在桥面范围内布点测量高程，以确定浇筑后的铺装厚度。(3)混凝土的铺设要均匀，铺设的高度略高于完成的桥面标高；要用振动器压实，并用整平板整平。(4)混凝土的铺设装的最终修整工作（包括镘平及清理），必须在混凝土初凝前进行，防止砼表皮强度不足，造成沥青混凝土桥面过早损坏。在修整前要清理所有的表面自由水，但不能用如水泥、石粉或沙子来吸干表面水分。(5)在桥面铺装修整完成并在两次收浆、两次抹面并进行刷毛后，尽快予以覆盖和进行养生。刷毛要到全部刷除浮浆的程度。(6)桥面铺装采用半幅一次浇筑成型方式施工。(7)铺设防水层的桥面板表面要平整、干燥、干净。防水层沿缘石或中间分隔带的边缘封闭，以免桥面水渗入主体结构内。(8)在浇筑桥面板时预留泄水管安装孔，桥面铺装时要避免泄水管预留孔堵塞。(9)泄水管顶面应略低于桥面铺装面层，下端伸出结构物底面100-150mm。1.9.2检查标准项次检查项目规定值或允许偏差检查方法和频率1混凝土强度（Mpa）在合格标准内按附录D检查2厚度（mm）+10，-5以同梁体产生相同下挠变形的点为基准点，测量桥面浇筑前后相对高差：每100m测5处3高速一级公路水泥混凝土路面平整度仪：全桥每车道连续检测，每100m计算IRI或δIRI（m/km）3.0δ(mm)1.84横坡度（%）混凝土路面±0.15水准仪：每100m检查3个断面沥青面层±0.35抗滑构造深度符合设计要求砂铺法：每200m查3处1.10台背回填1.10.1台背回填时应在路基沉降稳定后进行；回填前先要整平夯实承台顶面至承台底面内周边填土，其密实度应不小于90%。1.10.2锥坡回填与台背回填同时进行，施工工艺同台背回填。1.10.3在回填前先放出锥坡坡脚线，并在薄壁上每隔15cm弹一条墨线。40 小型桥梁工程施工组织设计编制及施工方案应用1.10.4回填长度在底面处理宽度为3m，在顶面处理宽度为8m，与路基搭接处放1：1的坡。1.10.5台背回填采用中（粗）砂，每层15cm，用薄壁上的墨线控制，密实采用灌水后用插入式振捣器振捣密实，密实度要达到96％以上。1.10.6回填要求两侧同时均匀进行。1.10.7检查标准项次实测项目规定值或允许偏差检查方法和频率1压实度（%）96按附录B检查，每50m2每压实层至少检查1点1.11搭板施工1.11.1在台背回填完成与路面基层施工后进行搭板施工。1.11.2在路面基层上放出搭板四角点坐标，对模板位置进行放样。1.11.3根据搭板四角点坐标放出钢筋位置，钢筋依据设计图纸下料，钢筋在钢筋加工场地加工成半成品，用板车运至现场绑扎，先绑扎第一层钢筋网，再绑扎第二层钢筋网，第二层钢筋网用马凳支撑；钢筋安装时应注意搭板与桥台结合处两层油毡的铺设安装。1.11.4绑完钢筋后根据放样线支设模板，模板采用高强度竹模板，木方子作支撑。1.11.5模板支设经监理验收合格后方可浇筑混凝土，浇筑前在台帽上铺1cm厚的橡胶垫，混凝土工艺参见承台施工。1.11.6混凝土强度达到2.5MP后方可拆模，且保证其表面或棱角不因拆除模板而受损坏时方可拆除模板。拆模板应注意用力，不要使表面损坏或发生掉角现象。1.11.7搭板与台帽的连接缝用橡胶沥青填充。1.11.8检查标准项次检查项目规定值或允许偏差检查方法和频率1混凝土强度（Mpa）在合格标准内按附录D检查2枕梁尺寸（mm）宽、高±20尺量：每梁检查2个断面长±30尺量：检查每梁3板尺寸（mm）长、宽±30尺量：各检查2-4处厚±10尺量：检查4-8处4顶面高程（mm）±2水准仪：测量5处5板顶纵坡（%）0.3水准仪：测量3-5处40 小型桥梁工程施工组织设计编制及施工方案应用第四章施工计划1．施工工期计划根据我公司以前的施工经验，大桥的桩基平均单根桩钻孔有效施工时间按6天计算，考虑到桩基础施工完全受临时施工钢栈进度的控制，施工时间计划从2009年4月20日开始，到2010年9月20日结束。2．劳动力计划序号职务或工种人数职责到位时间1生产负责人1人现场总指挥2010．42现场工程师2施工技术管理2010．43技术员2人现场技术管理2010．44调度、工长2人施工安排、指挥2010．45起重工2人操作吊装2010．46钢筋工10人钢筋加工安装2010．47砼工12人砼浇筑2010．48电焊工5人电焊2010．49电工1人用电管理、维护2010．410机械手4人机械操作2010．411钻机操作工6人钻机操作2010．412修理工2人维修、保养机械2010．413模板工10人模板安装2010．414普工12人非技术劳动2010．43．主要机械设备计划表：序号名称规格数量进场时间备注1挖掘机1m31台2010．4性能良好2自卸汽车5T3辆2010．4性能良好3汽车吊16T1台2010．4性能良好4汽车吊25T1台2010．4性能良好5装载机ZL50型1台2010．4性能良好6砼罐车6m33台2010．4性能良好7冲击钻机2台2010．4性能良好8砼导管f250或f3002套2010．4性能良好9钢筋加工机械2套2010．4性能良好10发电机组750KW2套2010．4性能良好11组合式平板钢模1.2*1.0m100m22010．4第五章质量保证措施1保证质量的措施1.1建立内部质量检查制度40 小型桥梁工程施工组织设计编制及施工方案应用项目经理部每月进行一次创优大检查，施工队每旬进行一次。创优检查由主管领导组织有关部门人员参加，外业测量，内业检查分别进行。外业测量对照现行技术标准对工程结构外观轮廓尺寸及中线、水平进行实地测量，做好记录，作为评定质量等级的依据。内业按管理部门对口检查各项资料、记录、台帐、报表、签证、质检证书、设备情况是否完整、齐全。凡一次检查合格率不足100％的，优良率不足95％的，予以返工，并黄牌警告，项目部内通报批评；连续两次检查合格率不足100％的，优良率不足95％的，予以返工，给予行政处分，并处以罚款；对一次检查合格率达到100％，优良率达到95％以上者，且工程内实外美，现场管理有序的，给予奖励并项目部内通报表扬。把工程质量纳入到验收计量中，实施奖优罚劣。1.2严格执行工程监理制度所有施工工序在施工完后经施工队自检、项目部复检合格后，及时报请监理工程师检查确认后，方可施工下道工序。隐蔽工程必须待监理工程师签认后方可继续施工。1.3建立作业层全过程质量控制制度在各工序开展之前，必须对每一作业班组进行详尽的技术交底和质量达标操作程序交底。每日班组长组织作业人员进行班前讲话；班后对照作业对象填写各单项、分项工程验收评定表。施工队专职质检员应随时对分部、分项工程进行检查，并在验收评定表中签字，若发现操作过程中存在质量问题或达不到质量验收标准，及时制止，并按质量控制程序（如下图所示），组织有关人员进行质量偏差原因分析，制定纠正措施，认真整改，确保工程质量达标，在易发生质量通病的工序，设置质量预控点，制定事先防范措施，加强专项检查，杜绝质量通病。40 小型桥梁工程施工组织设计编制及施工方案应用质量检查程序框图不合格交接班技术员、质检员、班长检查、填检查表合格合格填报质量验收通知单不合格合格进行下道工序不合格签认中间交工证书不合格监理工程师检查汇总质量验收单单项（个）工程已完合格合格综合办质检工程师主持联检合格施工队质量监督员、质检员检查填写开工申请单审查开工申请单报监理工程师每道工序完工后返工合格返工不合格合格不合格监理工程师检查填写质量验收单返工综合办质检工程师检查填报中间交工证书报送监理工程师1.4建立施工质量教育制度40 小型桥梁工程施工组织设计编制及施工方案应用开工前和施工过程中，对职工进行现场质量教育和质量管理意识教育，牢固树立“百年大计、质量第一”的观念；针对本工程的实际，加强对各级人员的培训工作，对主要工种进行技术业务培训和再培训，使职工具有保证作业质量的技术业务知识和能力，并要求质量检验人员和特殊工种作业人员持证上岗；牢固建立服务意识，各分项工程开工前，应进行技术及应知应会教育，严格执行规范，严格操作规程；分项工程开工前必须按照合同要求进行试验，执行先试验再铺开的程序，且必须按技术规范规定向监理工程师报送试验报告、施工方案、施工方法、施工准备、质保措施等，经监理工程师审批后方可施工。1.5实行工程质量岗位责任制经理部、施工队设专职质量员，班组设兼职质量员，明确各级责任。开工前报监理工程师审批备案。分项施工的现场实行标识牌管理，写明作业内容和质量要求，认真执行自检、互检、工序交接检验的“三级自检检制度”，并根据合同规定切实作好隐蔽工程的检查工作。整个施工过程中，按科学化、标准化、规范化、程序化作业，实行定人、定点、定岗施工。结合我单位质量保证体系的要求及监理工程师的有关规定，实行工程质量岗位责任制，工程质量终身责任制，质量保证资料签认实名制，确保施工全过程的可追溯性。1.6建立与执行质量奖惩制度建立严格的质量奖惩制度，坚决杜绝质量事故，避免出现质量问题，坚持三不放过。施工做到奖优罚劣，确保一次达标。对不按施工程序和设计标准施工的班组和个人追究责任，并予以罚款、离岗、降职等处罚。1.7采用标准工法，实行规范化和标准化作业项目经理部编制各分项工程的《作业指导书》，下发到各施工工班（组），指导施工人员施工。本工程整个施工作业过程，贯穿工前交底、过程抽查、工后验收的“一条龙”操作管理方法，推进施工工序作业程序化、标准化、规范化，把新技术、新工艺、新材料运用到各项施工生产中去，切实保证标准化作业。1.8开展全面质量管理制度按照业主及监理工程师的要求，认真做好工程的施工记录、资料收集整理工作，每月写出质量报表，对施工质量进行质量统计分析，找出质量缺陷原因，进行质量攻关，及时提出改正措施，从而确保质量目标的实现。40 小型桥梁工程施工组织设计编制及施工方案应用第六章安全保证措施我们的目标是在整个施工期间内做到消灭重伤事故，杜绝死亡事故，有关安全措施如下：1、所有人员上岗前必须进行岗前安全培训与安全教育，明确从项目经理到操作工人的安全职责，形成横向到边、竖向到底的安全管理模式。2、所有施工人员必须戴安全帽，穿防滑鞋，工作时严禁打闹嬉戏、擅离工作岗位，严格施工过程的安全检查，并建立安全奖惩制度。3、所有机具设备、电器、电力线路、动力装置经常检查，定机、定员、定期进行检查保养，并严格交接班制度，做好原始记录，严禁机具设备带病工作。4、起重施工前对起重设备进行检查与标定，以及确保人身、设备及工程结构物的安全。5、做到警钟长鸣，经常教育广大职工增强安全意识，提高自我保护能力。坚持班前有安全提示，班后有安全评比，把安全奖惩制度落到实处，对违章操作，玩忽职守人员，除批评教育与罚款外，屡教不改者清出工地。6、加强施工现场管理，做到安全生产、文明施工有标志和警示标牌，现场物资材料、机械设备要分类堆（停）放，达到安全、整齐、美观。第七章环境保证措施1．建立完善的环保机构和相应的规章制度，设专人随时检查和定期组织大检查，实行奖优、惩劣。环保工作与施工队效益挂钩。2．运料车用帆布、盖套遮盖以防扬尘和沿途洒落。3．砼运输车、渣土外运车、泥浆外运车等易于洒漏的车辆经常进行检查，使其保持良好状态。4．易于引起尘害的集料堆，加以遮盖和适当洒水。5．施工过程中发现历史文物、古生物及矿藏等立即组织停工，及时报业主、监理工程师和当地政府及有关部门，并保护好现场，待有关部门完成后，恢复施工。6．钻孔泥浆沉淀后用混凝土罐车运走择地堆放，废水废渣统一处理，不乱堆乱弃，围堰在施工完毕后彻底清除，尽量恢复河道原貌。40 小型桥梁工程施工组织设计编制及施工方案应用第八章文明施工措施制定项目经理部文明施工管理条例和计划，全体进场施工人员认真遵守，严格执行，坚决做到文明施工，充分体现出双文明建设先进单位施工现场现代化管理的面貌。1．驻地施工现场管理人员一律配证上岗，并兼职维持工区施工秩序，防止无关人员进入工区。办公室、仓库、工作室悬挂统一标准的牌子以及标识。2．制定文明施工管理制度、条例、办法等，主要条款书写在标牌上，挂在施工区内，时刻提醒全员遵守。3．做好办公、生产、生产区内“三防”，及绿化、医疗、卫生、保险工作和租用房屋的管理工作。4．施工现场各类机械设备、车辆分类划区安放有序，钢材等各种材料、构件分区标牌示位，整齐堆放在规定位置，对怕雨易扬的材料进行遮盖；钢筋、构件等堆放场地均用砼硬化并设置排水沟。5．尊重当地乡风民俗、传统习惯，搞好同地方的关系。质量管理体系如下图40 小型桥梁工程施工组织设计编制及施工方案应用反馈质量评定接受业主工程师监查进行自检互检交接检定期不定期质量检查施工保证创优质工程明确创优工点制定创优措施检查创优效果提高施工技能质量责任制测量复核技术交底推广新技术新工艺图纸交底掌握技术规范工班QC小组成果发表上道工序是基础为用户服务质量第一TQC小组质量保证改进工作质量总结表彰先进检查落实思想保证TQC教育提高质量意识技术保证加强技术培训推行全面质量管理强化ISO-2000标准项目TQC领导小组技术岗位责任制争创部优、国优、保证用户满意质量管理体系40 小型桥梁工程施工组织设计编制及施工方案应用项目部小型桥梁工程施工质量管理机构框图质量第一责任人（项目经理）桩基础钻孔作业组模板作业组测量队工程部安全质检部合同部混凝土施工作业组钢筋加工作业组工地试验室桥梁质量现场主管（副经理）质量主管（总工、质检工程师）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*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G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