铁路客运专线无砟轨道施工组织设计毕业设计

……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………毕业设计(论文)（2010～2011学年第一学期）题目：北京至石家庄铁路客运专线无砟轨道施工组织设计系别：铁道工程系专业：铁道工程技术铁道工程系 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………毕业设计（论文）原创性声明和使用授权说明原创性声明本人郑重承诺：所呈交的毕业设计（论文），是我个人在指导教师的指导下进行的研究工作及取得的成果。尽我所知，除文中特别加以标注和致谢的地方外，不包含其他人或组织已经发表或公布过的研究成果，也不包含我为获得及其它教育机构的学位或学历而使用过的材料。对本研究提供过帮助和做出过贡献的个人或集体，均已在文中作了明确的说明并表示了谢意。作者签名：　　　　　日　期：　　　　　指导教师签名：　　　　　日　　期：　　　　　使用授权说明本人完全了解大学关于收集、保存、使用毕业设计（论文）的规定，即：按照学校要求提交毕业设计（论文）的印刷本和电子版本；学校有权保存毕业设计（论文）的印刷本和电子版，并提供目录检索与阅览服务；学校可以采用影印、缩印、数字化或其它复制手段保存论文；在不以赢利为目的前提下，学校可以公布论文的部分或全部内容。作者签名：　　　　　日　期：　　　　　铁道工程系 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………学位论文原创性声明本人郑重声明：所呈交的论文是本人在导师的指导下独立进行研究所取得的研究成果。除了文中特别加以标注引用的内容外，本论文不包含任何其他个人或集体已经发表或撰写的成果作品。对本文的研究做出重要贡献的个人和集体，均已在文中以明确方式标明。本人完全意识到本声明的法律后果由本人承担。作者签名：日期：年月日学位论文版权使用授权书本学位论文作者完全了解学校有关保留、使用学位论文的规定，同意学校保留并向国家有关部门或机构送交论文的复印件和电子版，允许论文被查阅和借阅。本人授权　　　　大学可以将本学位论文的全部或部分内容编入有关数据库进行检索，可以采用影印、缩印或扫描等复制手段保存和汇编本学位论文。涉密论文按学校规定处理。作者签名：日期：年月日导师签名：日期：年月日铁道工程系 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………陕西铁路工程职业技术学院毕业设计（论文）任务书班级铁工3086学生姓名指导教师设计（论文）题目北京至石家庄铁路客运专线无砟轨道施工组织设计主要研究内容1.施工组织的编制及相关基本作业指导书的编制2.图、表的绘制主要技术指标或研究目标通过让学生独立地完成一座桥梁的施工组织设计任务，使学生基本上掌握桥梁施工组织内容的全过程，让学生达到能够利用自身的能力学会搜集资料、考虑问题、分析问题和解决问题的方法，进一步巩固己学知识，并能查阅资料，熟悉和理解工程技术标准，正确地理解、应用桥涵施工规范，进一步提高绘图、编制说明书等基本技能及表达能力。基本要求1.能熟练准确地阅读施工设计图和相关的标准图；2.能根据设计图的指示绘制出施工所需的施工详图供使用；3.熟悉桥梁施工工序、施工方法和施工工艺；4.能够合理安排施工程序、施工方法和施工工艺；5.能够依据资料准备提供劳动力、材料和机械设备的使用计划；6.能够按照占地少，利于施工，方便生活的原则，能够合理的布置施工现场。主要参考资料及文献一、《铁路桥涵施工规范》（TB10203-2002）二、《铁路桥涵地基基础设计规范》（TB10002，5-2005）三、铁路工程施工技术手册――桥涵四、铁路施工组织设计五、建筑工程项目管理六、京沪高速铁路桥面附属设施施工图设计七、客运专线桥梁桥面附属设施施工工艺；八、我部2008年下半年及2010年施工组织计划；九、国家、铁道部现行客运专线设计、施工指南、验收标准、轨道测量标准和评估指南。铁道工程系 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………陕西铁路工程职业技术学院毕业设计（论文）评审表一（指导教师用）班级：铁工3086姓名：车奎学号：03301080617评价内容具体要求分值评分调查论证能独立查阅文献和调研；能提出并较好地论述课题的实施方案；有收集、加工各种信息及获取新知识的能力。10实验方案设计与实验技能能正确设计实验方案，独立进行实验工作。20分析与解决问题的能力能运用所学知识和技能去发现与解决实际问题；能正确处理实验数据；能对课题进行理论分析，得出有价值的结论。20工作量、工作态度按期圆满完成规定的任务，工作量饱满，难度较大；工作努力，遵守纪律；工作作风严谨务实。20质量综述简练完整，有见解；立论正确，论述充分，结构严谨合理；实验正确，分析处理科学；文字通顺，技术用语准确，符号统一，编号齐全，书写工整规范，图表完备、整洁、正确；论文结果有应用价值。20创新工作中有创新意识；对前人工作有改进或突破，或有独特见解。10成绩100指导教师评语：指导教师签名：年月日注：各专业可根据自己的具体情况，制定出适合本专业的毕业设计（论文）的具体要求和评分标准。铁道工程系 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………陕西铁路工程职业技术学院毕业设计（论文）评审表二（评阅人用）班级：铁工3086姓名：车奎学号：03301080617评价内容具体要求分值评分资料利用查阅文献有一定广泛性；有综合归纳资料的能力和自己的见解。15论文质量综述简练完整，有见解；立论正确，论述充分，结果严谨合理；实验正确，计算准确，分析处理科学；文字通顺，技术用语准确，符号统一，编号齐全，书写工整规范，图表完备、整洁、正确；论文结果有应用价值。50工作量、难度工作量饱满，难度较大。25创新对前人工作有改进或突破，或有独特见解。10成绩100评阅人评语：评阅人签名：年月日注：各专业可根据自己的具体情况，制定出适合本专业的毕业设计（论文）的具体要求和评分标准。铁道工程系 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………陕西铁路工程职业技术学院毕业设计（论文）答辩情况记录（答辩委员会或答辩小组用）班级：铁工3086姓名：车奎学号：03301080617答辩题目对学生回答问题的评语正确基本正确经提示回答不正确未回答答辩委员会（或小组）评语：成绩：答辩负责人签名：年月日铁道工程系 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………陕西铁路工程职业技术学院毕业设计（论文）总成绩评定表班级铁工3086姓名车奎学号03301080617设计（论文）题目北京至石家庄铁路客运专线无砟轨道施工组织设计成绩指导教师评分评阅人评分答辩评分总成绩系毕业设计（论文）领导小组审核意见：小组组长签名：年月日注：毕业设计（论文）总成绩中，指导教师评分占40%，评阅人评分占20%，答辩评分占40%。铁道工程系 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………目录一．编制依据2二．工程概况22.1工程概述22.2地理、气候、水文特征22.3主要工程数量2三．管理目标23.1质量管理目标23.2职业健康和安全管理目标23.3环境管理目标23.4文明施工管理目标2四．总体施工布署24.1总体施工方案24.2施工组织机构24.3任务划分24.4工期安排2五.施工准备25.1临时工程25.2物资供应25.3试验准备25.4技术准备2六．无碴轨道道床施工方法、工艺26.1桥面验收26.2底座板施工26.3轨道板检验26.4轨道板铺设26.5侧向挡块施工26.6轨道板的剪切连接2七.资源配置27.1主要施工机械、设备配置27.2主要测量、试验检测计量设备配置27.3劳动力使用计划27.4主要物资及周转料使用计划27.5资金使用计划2八、技术组织措施28.1质量措施28.2安全、职业健康措施2附录一2附录二2附录三2附录四2附录五2铁道工程系 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………毕业设计总结2铁道工程系 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………一．编制依据1.1新建铁路北京至石家庄铁路客运专线（河北段）站前工程SWZQ-4标段施工总价承包合同书、招标文件、补遗及答疑、业主设计变更通知等相关资料；1.2设计图纸1.3局指的总施组1.4施工技术指南、验收标准、规范等1.5京津城际铁路CRTSⅡ型板施工经验及相关影音、文字资料。1.6无砟轨道施工专题会议精神。1.7中铁一局集团有限公司依据GB/T19001--2000质量标准体系、GB/T24001-1996环境管理体系和GB/T28001-2001职业健康安全标准建立的质量、环境和职业健康管理体系。61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………二．工程概况2.1工程概述中铁一局京石客运专线河北段二分部承担石武客运专线铁路无砟轨道的铺设任务。施工管段内无砟轨道均采用CRTSⅡ型板式无碴轨道，全管段共需铺板3258块。纵向连接锚固钢筋预设断裂位置轨道扣件灌浆孔Ⅱ型CRTS板式无碴轨道系统主要分4个结构组成部分。自上至下的结构为：20cm厚砼轨道板，3cm沥青砂浆垫层，19cm厚(直线段)砼底座板，“两布一膜”滑动层。标准轨道板长6.45ｍ，板间纵向连接，横向设预应力。轨道板在精调安装后统一进行纵向张拉连接(张拉锁)并成为整体；两端刺间底座板纵向跨梁缝连续，在桥梁固定支座上方通过梁体设置的剪力齿槽和予埋螺纹钢筋(含套筒)与梁体相连，使底座板与桥梁有着纵向传力连接。底座板两侧设置侧向挡块，挡块通过齿槽和予埋螺纹钢筋(含套筒)相连，保证底座板横竖向稳定及轨道与梁间的横向传力.2.2地理、气候、水文特征本工程所在地区的地貌单元属黄淮冲积平原，地形宽阔平坦。区域内地下水的类型为第四系孔隙潜水，较发育，主要受大气降水及地表灌溉水的补给，水位受季节及气候条件的影响较大。现场实际钻探地下水稳定水位在自然地面下2.4~5.6m61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………之间。根据区域水文地质资料可知，场区地下水对混凝土结构无化学腐蚀性。工程所在地河北省保定市属暖温带亚湿润大陆性季风气候，四季变化明显，春季干旱少雨，夏季炎热多雨而集中，秋季天高气爽，日照多足，冬季寒冷干燥。降水量多集中在6～8月，大风多集中在三四月份。按对铁路工程影响气候分区为温暖地区。年平均气温14.5℃，最冷月(一月)平均气温－0.3℃，最热月(七月)平均气温27.5℃，极端最高气温41.1℃，极端最低气温－19.1℃，年平均降雨量872.8mm，年平均无霜日210天，土壤最大冻结深度21cm，最大积雪厚度29cm，24小时最大雨量为246.2mm~353.1mm，汛期多西南风，最大风速15米/秒。2.3主要工程数量我分部承担的主要工程数量有：铺设CRTS型Ⅱ轨板3258块、CA砂浆调整层3215m3、C40底座砼39084.61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………三．管理目标3.1质量管理目标1）杜绝施工重大质量事故。2）单位工程一次验收合格率100%。3）竣工文件做到真实可靠，齐全整洁，实现一次验交合格。4）实现主体工程质量零缺陷，全面满足运营需要。3.2职业健康和安全管理目标职业健康管理符合国家“职业病防治法”和相关法律法规要求。实现“五无”、“两控制”，确保交通安全。实现“五无”：即无职工死亡、无重大行车及交通事故、无压力容器爆炸、无重大质量事故、无火灾事故。“两控制”：职工年重伤频率控制在0.06%以下，轻伤频率控制在0.12%以下。3.3环境管理目标无环境污染、破坏事故。主要防止CA砂浆及乳化沥青污染。3.4文明施工管理目标文明施工管理是创优规划中的重要方面，本工程文明施工管理目标：达到京广铁路客运专线河南有限责任公司下发的文件《文明标准化工地管理考评办法》（京广客专豫工[2007]56号文）对文明标准工地的要求。61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………四．总体施工布署4.1总体施工方案为配合无砟轨道道床施工，管段内设两座底座砼搅拌站和一处CA砂浆原材料储存基地。底座砼搅拌站采用制梁场内已有搅拌站。CA砂浆原材料储存基地设在新许特大桥的中心里程处。无砟轨道道床施工方向与箱梁架设一致，共分为8个施工单元，每个施工单元长度约10km。每个施工单元底座施工最少超前于轨道板铺设。轨道板混凝土底座钢筋在和庄梁场进行加工，由汽车运至工作面桥下工位后，由汽车吊吊至桥面或直接运抵工作面，人工散布、绑扎成型。底座模板采用组合钢模，模板支立采用专用三角架支承、固定，保证底座的线型。混凝土采用搅拌站集中供应，砼运输车运输至桥下，泵送入模，插入式振捣器捣固，混凝土摊铺整平机摊铺整平。混凝土的养护紧跟底座板施工，采用土工布和塑料薄膜以实现保湿养护。轨道板施工按施工工序划分为四个作业区段，分别是轨道板铺设、轨道板精调、CA砂浆灌注、轨道板缝连接，每个作业区段长100m（10~16块板），工作面总长度400m。根据京津施工经验，轨道板铺设进度主要受精调进度控制。每个施工单元每日单线灌注进度为30块，即193.5m，每个施工单元在3.5个月内可施工完毕。轨道板提前安排在制板厂内进行预制，由平板汽车运输车组交替运到施工作业区域，以悬臂式铺板龙门吊提升至桥面进行粗铺。轨道板精调采用精调千斤顶和精调测量系统配合进行。每个施工单元配置精调测量系统一套。CA砂浆搅拌及灌注采用中铁一局集团的机电设备安装有限公司生产的轮胎式，SLC3000B型水泥乳化沥青砂浆搅拌车，每个工作面配置1台，SLC3000B型CA砂浆搅拌车生产能力300m/每班(配料车一次加料),搅拌车和配料车单程走行距离0～20km，单程行走时间不超过30分钟。搅拌车上配备砂浆泵，水平泵送距离达200m，竖直泵送高度达40m。CA砂浆车沿桥下施工便道行走，到达作业区域后，由CA砂浆搅拌车的泵送设备泵送至桥面的中转罐，将灌注软管与砂浆中转罐进行连接，灌注软管另一端作为出口对准灌浆孔，进行CA砂浆灌注。中转罐的体积大于一块板的CA砂浆灌注量（0.7m³），并带有拌合装置，使成品砂浆在中转罐仍保持在持续拌合状态。61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………4.2施工组织机构为保证按期完成工期目标，在和庄梁场原有编制的基础上新组建无砟轨道铺设施工项目队，无砟轨道铺设项目队由和庄梁场分部统一管理，并由一名生产副经理及技术主管负责，并配置队长2人，精测队11人，实验人员3人，下设3个分队，分别是砼底座施工队、无砟轨道铺设队、CA砂浆浇注队，施工人员270人。底座砼搅拌站、CA砂浆储存基地（搅拌站）组织机构图4.3任务划分制梁场和梁场各自的施工范围。4.4工期安排按照总体施工计划的安排，梁场无砟轨道铺设工期安排如下：无砟轨道场地实验铺设：施工时间2008.7.1～2008.7.15，场地实验安排在无砟轨道预制场,试铺长度为79.4m，工期15天。桥上无砟轨道试验段铺设：砼底座施工：施工时间2008.7.31～2008.8.10，工期11天。轨道板安装及CA砂浆浇注：施工时间2009.8.11～2009.8.30，试铺长度129m，工期19天。DK790+243.855～DK811+312.390段无砟轨道铺设：2008.8.31～2010.11.15，工期781天.新许特大桥无砟轨道施工安排见下表：序号起始里程终止里程线路长度开始时间完成时间备注1DK790+299.075DK792+243.8551944.7802009.7.312009.9.20无碴轨道试验段61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………2DK795+955.125DK799+227.3503272.2252010.9.202010.11.20第二作业面3DK799+227.350DK803+544.4304317.0802010.8.302010.11.15第一作业面4DK803+544.430DK807+470.0103925.5802010.6.102010.8.20第一作业面5DK807+470.010DK811+312.3903842.3802010.4.12010.6.5第一作业面6DK792+243.855DK795+955.1253711.2702010.7.12010.9.10第二作业面61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………五.施工准备5.1临时工程本施工段临时工程主要包括施工主便道、钢筋加工场、混凝土搅拌站、CA砂浆原材料储存基地、水电安装和办公、生活驻地。钢筋加工场、混凝土搅拌站、施工用电及办公、生活驻地采用和庄和龙王梁场原有设施。临时工程平面布置见附图：总平面布置图；临时工程用地计划见表。5.1.1CA砂浆原材料储存基地建设61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………图5-1-1CA砂浆存料基地示意图1、乳化沥青过滤池；2、乳化沥青泵；3、乳化沥青储存罐；4、水泵；5、消泡剂；6、减水剂；7、自动破包上料机；8、上料斗；9、上料吊车按实际布置叙述，若在现场破包加干料则干粉破包上料区可取消CA砂浆存料基地设置在每个铺设段落的起点端（位置）。CA砂浆存料基地基本构成有：污水沉淀池、污水处理池、乳化沥青过滤池、乳化沥青泵、乳化沥青储存罐、水储存罐、水泵、液态外加剂储存灌、小计量物料称量储存室、干粉料（或水泥和砂）和粉状外加剂储存仓库、干粉料拆包上料区以及上料设备、废物集中存放区，布置形式详见见图5-1-1。5.1.2施工便道、用水、供电砼运输、CA砂浆浇注及轨道板运输均利用新许特大桥两侧已有施工便道，沿线施工水源丰富，可就近取水或打井取水，施工用电利用新许特大桥已有电力线路，经电缆接入后引入桥面施工区域，并配置100kw发电机一台备用。5.2物资供应施工用各种材料采购地点、供应方式、能否满足施工需要。5.3试验准备试验室建设、人员配置。5.4技术准备测量准备（CPⅢ网、GRP点测设）、设计交底、人员培训、图纸、方案、技术措施等到位或编制情况。61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………六．无碴轨道道床施工方法、工艺由于板式无砟轨道在我公司尚属首次施工,缺乏熟悉板式无砟轨道相关的施工技术经验以及工程技术人员,施工工艺还处于探索熟悉阶段,也没有熟练的技术工人,所以试验段的施工分为两阶段。第一阶段为线外（场试）试验阶段。在轨板场选一段79.4米场地，分别浇筑两段39.7米长轨道板底座，一段直线、一段曲线。分别按照直线、曲线的技术指标、规范要求进行试铺，摸索施工方法，实验目的是为了总结轨道板封边、CA砂浆配置、灌注、轨道板调整、压紧的施工工艺以及验证CA砂浆的工艺性能。第二阶段为线上试验阶段。试验段设在新许特大桥第1孔至第40孔。在线外场试铺完毕后，总结场试经验后再在桥上进行轨道板铺设。当桥梁架设完成六个月，线下工程沉降评估完成、桥梁附属（防护墙）完成（便于安装CPIII点）；CPIII网建立并通过评估（间距50m一个）、临时端刺区个数和位置已确定以后，开始施工桥上无砟轨道试验段。目的是为了进一步验证CA砂浆的施工工艺及CA砂浆工艺性能，为全面施工创造条件。6.1桥面验收为了保证无砟轨道各部结构的技术条件，施工前应对桥面施工质量进行验收和技术评估。验收内容主要包括桥梁平面位置、桥面高程、桥面平整度、相邻梁端高差及梁端平整度、防水层质量、桥面预埋件(包括梁端剪力筋、侧向挡块预埋筋)、剪力齿槽几何尺寸的规范性、桥面清洁度、桥面排水坡等。(1)桥面高程梁端1.5m以外部分的桥面高程允许误差±7mm，梁端1.5m范围内不允许出现正误差。使用精测网进行复核检查。对不能满足要求的应进行打磨和采用聚合物砂浆填充处理。(2)桥面平整度桥面平整度要求3mm/4m。使用4m靠尺测量(每次重叠1m)，每桥面分四条线(每底座板中心左右各0.5m处)测量检查。对不能满足3mm/4m要求，但在8mm/4m范围内的，可用1m尺复测检查，应满足2mm/1m要求。对仍不能满足要求的，对梁面进行整修处理。61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………(3)相邻梁端高差相邻梁端高差不大于10mm。采用0.5m水平尺进行检查(在底座板范围内对观感较差处进行量测)。对大于10mm处应进行专门处理，或一侧梁端采取落梁措施或较低一端用特殊砂浆修补。(4)梁端梁面平整度梁端1.5m范围的平整度要求为2mm/1m。不能满足要求时，打磨处理，直至符合要求。(5)防水层防水层不允许破损及空鼓现象的存在。防水层空鼓检查可采用拖拽铁链的方法进行。检查时沿桥面纵、横向拖拽铁链，以拖拽时桥面发出的空鼓声音初步确定空鼓范围，用记号笔画出范围。破损及空鼓的防水层部位必须整修。整修工艺按《京津铁工管函<2006>175号》文有关要求执行。(6)桥面预埋件要求预埋件平面、高程位置要准确。对不能满足无砟轨道施工要求的，视情况按技术转让方提出的《桥面缺陷补救措施方案》进行处理。(7)剪力齿槽几何状态根据实际情况，按设计尺寸修凿并清理干净，齿槽内应修理方正并凿毛出新面，确保底座板混凝土与其结合良好。(8)桥面清洁度桥面不能有油渍污染，否则应在底座板施工前清洗干净。桥面排水坡构造应符合设计要求。对排水坡存在误差的桥面，应保证设计的汇水、排水能力，不允许反向排水坡的存在，特别是两线中间部位。对可能造成排水系统紊乱的桥面应打磨整修处理。(9)伸缩缝状态的检查确认主要检查伸缩缝安装是否到位且牢靠，并对缝内积存物进行彻底清理。(10)梁面验收检测项目及标准表8-2-1梁面验收主要检测项目与标准61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………序号检测项目检测标准检测数量及方法1梁顶面高程＋0～-7㎜1孔梁检测9点，梁端支座上方对应4点，两支座之间对应2点；对应跨中3点，采用水准仪或全站仪测量。2梁面的纵向平整度3㎜/4m；8㎜/4m且2㎜/1m4m及1m靠尺，每孔梁随机抽检3梁末端1.5m范围内的平整度2㎜/1m1m靠尺，每个梁端随机抽检4梁端的相对高差≤10㎜1m靠尺，每个梁端随机抽检5剪力齿槽及侧向挡块预埋件的位置及卫生清理设计图纸，预埋件结构尺寸、位置正确，保护措施得当；混凝土表面凿出新鲜面，并清理干净。目测，逐个检测6梁面防水层干净整洁无破损、无空鼓目测，逐个检测7梁面伸缩缝设置预埋件位置应准确，边压块榫口密贴，橡胶止水带与边压块无缝隙，橡胶止水带外形尺寸满足设计要求。目测，逐个检测8泄水孔安装牢固，排水通畅，管盖无丢失，无破损目测，逐个检测6.2底座板施工无砟轨道施工前应根据施工管段的具体情况进行施工平面设计。平面设计方案依据总工期计划、桥面验收移交进展情况、施工管段划分及资源配置等因素确定。主要内容包括底座板施工单元段划分、临时端刺设置、常规区和后浇带位置确定，以及各灌注段先后施工顺序的确定。①底座板施工单元段划分底座板施工单元划分应统一筹划，认真设计，每个单元施工段(61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………可以独立开展精调施工的段落)长度以4～5km为宜。桥面底座板施工段划分见图8-3-1图8-3-1桥上底座板施工区段划分示意图②临时端刺布设左右线临时端刺起点位置应相应错开两孔梁以上，避免桥墩承受由于底座板温差引起的较大水平力，临时端刺区的选择尽量避开连续梁，以免进行特殊设计。③后浇带(BL1)布设简支梁上的后浇带(BL1)一般设在梁跨中间，后浇带缝与轨道板缝不能重合，连续梁上的底座板两固定连接区间必须设置1个后浇带，后浇带与任一固定连接处的距离不大于75m。④混凝土底座板灌注段的划分简支梁上常规区底座板每次灌注长度最少为1孔，一般为3～4孔较为适宜。临时端刺区底座板混凝土浇筑应分段完成。分段时，按LP1～LP5规定长度分段（LP1、LP2为220m，LP3为100m,LP4、LP5为130m）。连续梁范围底座板的最小浇注长度=连续梁前的两个浇注段+连续梁长度+连续梁后两个浇注段(整个浇筑段混凝土施工应在24小时内完成)。6.2.1测量复核无砟轨道底座板施工前必须对所有设标网进行复测，对梁面高程、梁面平整度、中线线位、相邻梁端高差等几何要素进行测量复核，对不能满足无砟轨道施工要求的，及时进行整修、处理。6.2.2保护层施工保护层自下至上由土工布＋朔料薄膜＋土工布组成，简称为“两布一膜”61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………每孔箱梁上滑动层的铺设范围为桥梁固定端的剪力齿槽边缘至桥梁活动端，在梁缝处配合硬泡沫塑料板的安装局部调整保护层的铺设。表6-2-1保护层铺设主要检测项目与标准序号检测项目检测标准检测数量及方法1梁面洁净度干净无污渍，无颗粒。目测，逐孔检查2测量放线精确放样出两布一膜的铺设宽度线，以及粘结剂的涂刷线，并在梁面弹好墨线。尺量，逐孔检查3ULTRASET粘结剂在涂刷线范围内涂刷均匀、一致。目测，逐孔检查4两布一膜铺设位置、方法、细部做法两布一膜铺设宽度≥3m，无破损，与梁面粘结洁平整，无皱褶。目测，逐孔检查5硬泡沫塑料板的铺设结构尺寸应满足设计要求，接缝应位于梁端缝的中央，并且成阶梯形，不得出现通缝；与梁面的粘结应牢固，不得出现破损，顶面覆盖一层塑料布。目测、尺量，逐孔检查6保护层垫块的摆放间距60㎝，呈梅花形布置。尺量，逐孔检查6.2.3钢筋工程①底座钢筋加工底座钢筋在工区内集中下料，自卸汽车从施工便道运至相应工位，汽车吊吊运上线，人工散运就位。预埋底座内的横向排水装置、预埋信号过轨钢管，并采取措施防止混凝土浇筑时堵塞管道。②剪力筋的安装桥梁固定齿槽内剪力筋因架梁运梁的需要，分为梁内和底座板内两部分。桥内部分（含套筒）在梁场制作时预埋在箱梁顶板的齿槽内；底座板内部分在底座板施工时用套筒连接，伸入底座板钢筋内。剪力筋制做长度应根据底座板超高设置及现场预埋套筒高低情况“量身定做”，以避免安装后过高或过低，影响剪力筋受力。安装时应将剪力筋拧进到位，确保安装质量。③测温电偶的安装61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………在每个底座板浇筑段安装(距梁缝10m避免安装后过高或过低问题。安装时应确保剪力筋拧紧到位。)温差电偶(Nickel镍一Chrom铬一Nickel镍)，用于结构的温度测量。④装钢筋连接器钢筋连接器在桥下预制，安装时整体吊装上桥，在钢筋笼安装时初期安放到位。⑤钢筋及模板检查验收主要是钢筋保护层厚度、模板水平位置及高程的符合性，使用测量仪器逐点检查。检查模板安装的稳固性，应满足摊铺整平振捣机操作需要。检查后浇带预留缺口宽度与是否符合设计要求。检查钢筋连接器安装是否与主筋连接牢固，各接触点绝缘隔离是否符合要求。综合检查验收后，应对底座板施工范围进行清理，同时采用强力吹风机吹除模板范围内的灰土或其他轻质污染物。底座板钢筋加工与安装主要检测项目与标准见表6-2-2。表6-2-2底座板钢筋加工与安装主要检测项目与标准序号检测项目检测标准检测数量及方法1钢筋加工与安装钢筋笼的绑扎应稳固，缺扣、松扣的数量不得超过应绑扎数量的5％；钢筋绑扎、安装的允许偏差应符合钢筋间距：允许偏差±20mm；保护层厚度+5mm，0。尺量2钢板连接器的焊接焊接材质符合设计要求，焊接没有咬伤钢板、钢筋，焊缝在0.4d以上。目测、量测，逐个检查3锚固螺栓的连接安装锚固螺栓的转动力矩不低于140N.m，螺栓旋入深度不少于42mm，锚固板与锚固筋焊接牢固。逐个检查4钢筋绝缘检测测试值一般为1010～1012殴姆。目测、仪器测量⑥支立底座板模板混凝土底座板模板采用型钢加工专用钢模，并满足普通地段和曲线超高地段的模板拼装需要，模板组合高度宜略低于底座板设计厚度(一般20mm左右)，以适应线路曲线超高变坡和梁面平整度情况。底座板侧模安装见图8-4-3-1。检验项目和标准见表8-4-3-2。图8-4-3-1底座板侧模支撑示意图61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………表8-4-3-2底座板模板主要检测项目与标准序号项目检测标准检测数量及方法1模板的安装质量具有足够的强度、刚度、稳定性2中线位置10mm全站仪3顶面高程±5㎜水准仪4内侧宽度＋10㎜,0尺量6.2.4混凝土浇筑底座板混凝土灌注施工采用混凝土泵车泵送入模。混凝土入模后，前面混凝土振捣采用人工插入式振捣器捣固，后面采用混凝土摊铺整平机摊铺并整平混凝土面。超高地段底座板施工，混凝土摊铺整平过程中须用人工不断补充超高范围混凝土，最后用摊铺机来回两遍整平压实。混凝土的养护须紧跟底座板施工，整段混凝土完成后再正式进行覆盖土工布和塑料薄膜以实现保湿养护。底座板施工完成后应进行混凝土施工质量检查及中线和高程测量检查，根据检查验收结果进行相应处理。其中，对高程误差＞8mm的底座板区域表面要进行削切处理(宜使用混凝土削切机。如使用打磨机，则须进行表面再刷毛操作)，确保CA砂浆厚度至少满足20mm厚的要求。底座板混凝土验收标准见表8-4-4-1。表8-4-1底座板及后浇带混凝土主要检测项目与标准序号项目检测标准检测数量及方法1混凝土拌合质量检验《铁路混凝土工程施工质量验收标准》（铁建设[2005]160文）。同“检测标准”61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………2中线位置10mm全站仪3顶面高程±5㎜水准仪4厚度±10%设计厚度尺量6.2.5临时端刺的施工临时端刺区长度约为800m，其施工工艺与常规区底座板的施工工艺要求基本相同，主要区别在于平面及结构布置上。①BL1后浇带设置位置及形式与常规区相同，BL2后浇带只有临时端刺区才有，设置于梁上固定连接处。②连接方式的区别，常规区底座板一次性连接；临时端刺区底座板分4次连接，且各次连接时间间隔较长。①临时端刺区底座板连接有严格的顺序要求。②底座板施工基本段长度有所区别，常规区底座板以1孔梁为一个基本段，设一个BL1后浇带；临时端刺区分5段，两个220m段(LP1及LP2)、两个130m段(LP4及LP5)、一个100m段(LP3)，共设4个BL1后浇带(J1～J4)。临时端刺区底座板结构布置见图8-5-1。图8-5-1临时端刺区的布置6.2.6底座板连接施工板连接时混凝土强度必须达到20MPa，连接操作是围绕并确保板内20℃时零应力状图8-6-1新设临时端刺+常规区+新设临时端刺连接61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………态而进行的连接筋张拉施工。所有类型单元段底座板的连接施工均须在温差较小的24h内完成。(1)新设临时端刺+常规区+新设临时端刺连接常规区两端及两临时端刺后浇带按单元段中心对称原则和顺序进行连接施工，其工艺、工序如下：①临时端刺LP2～LP5的基准测量基准测量时间尽可能安排在与底座板连接时间靠近时(即连接温度尽可能与测量时的温度接近)进行。首先进行长度测量：测量J2前方(向J1方向)第一个固定连接后浇带J1～J2间的距离；再测量LP3～LP5段的长度，准确记录各分段长度值；其次进行温度测量，使用预埋在混凝土底座板中的测温电偶测量。一般在中午时分进行，相邻板温不一致时，按两板长度及温度加权平均计算。各段长度与对应温度测量于底座板连接前进行一次，测量结果应准确记录并保存(以备邻段底座板连接时使用)。此项测量直接关系到后续底座板连接筋张拉距离的确定，非常重要。②常规区板温测量与临时端刺区板温测量同时进行，并据此计算连接筋张拉值。③底座板钢筋连接(张拉)工序底座板钢筋连接在板温30℃以下的条件进行。张拉连接时按照规定顺序操作，先部分连接，再完成全部连接。连接要求用手拧紧与用扳手拧紧有着重大区别，施工时必须严格控制掌握。a、临时端刺中的BL1(共4个)的预连接,按J4→J3→J2→J1的顺序将钢筋连接器螺母用手拧紧(临时端刺开始能够承载时进行)。b、首批连接施工先连接与临时端刺接壤(K0处)的前10个常规区后浇带钢筋，后依次连接K0、J1、J2、J3后浇带钢筋(J4后浇带钢筋于相邻单元段底座板连接时张拉，同时J2、J3需进行张拉调整)。连接分3种情况进行。当板温为T＜20℃时，通过计算确定连接钢筋的张拉距离。（J3范围内钢筋张拉距离按J2的1/3计，其余直接按计算结果采用）。此时的拧紧操作应是先用手拧紧，在此基础上，钢筋连接器中的非拧紧端螺母松开张拉距离(按计算结果)，再用扳手拧紧(张拉)。当板温为20℃≤T≤30℃时，钢筋连接器螺母用手拧紧螺母即可，即张拉距离为0。当板温为T＞30℃时，不允许拧紧螺母，且底座板应采取降温措施。待板温降到30℃以下时再连接。c、补充连接施工连接常规区其余后浇带连接筋，此工序在连接K0、J1、J2、J361 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………之后接续进行。④BL1后浇带混凝土施工后浇带钢筋连接完成后应随即浇筑后浇带混凝土，浇注范围应包括常规区所有后浇带及两临时端刺中的K0、J1后浇带。浇注工作24小时以内完成。此工序与后浇带连接应接续施工，不出现间隔施工。J2、J3、J4后浇带于相邻单元段底座板连接后再施工。⑤BL2后浇带混凝土施工BL2后浇带设于临时端刺的固定连接处(每孔梁上1个)，分为早期固定连接和后期固定连接，早期固定连接在单元段底座板钢筋连接完成3～5天后(底座板内的应力图8-6-2-1固定端刺+常规区+临时端刺连接调整期)进行，位置在LP2范围内与LP2相邻的两个固定连接后浇带(左右线要错开两个梁段位置)，两临时端刺后浇带对称施工。后期BL2后浇带混凝土在相邻单元段底座板连接后再施工。⑵固定端刺+常规区+临时端刺连接图8-6-2-2既有临时端刺+常规区+新设临时端刺连接000连接工序、工艺与“新设临时端刺+常规区+新设临时端刺”模式类同，区别是不再存在两端刺范围对称连接施工问题。⑶既有临时端刺+常规区+新设临时端刺连接此类平面布置中的常规区与新设临时端刺的连接与“新设临时端刺+常规区+新设临时端刺”模式中的相关要求类同。既有临时端刺与常规区的连接有其独特要求，两类临时端刺与常规区的连接施工要对应施工，同步完成。①、既有临时端刺与常规区的连接施工61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………a、既有临时端刺后浇带(J4、J3、J2)张拉值的确定此工作在既有临时端刺LP2～LP5段首次“基准测量”的基础上进行。需要再次测量既有临时端LP2～LP5各基段长度及板体温度，并于底座板连接之前进行(尽量与连接时间靠近)。根据LP2～LP5段第二次测量结果(温度及长度)，对比该临时端刺的首次“基准测量”数据，计算LP2～LP5各板段温度荷载下的变形值，以此确定J4后浇带连接钢筋张拉值并修正J3、J2后浇带钢筋张拉值。b、常规区底座板温度测量常规区与临时端刺温度测量同时进行，并据此计算连接筋张拉值。测量原则与“新设临时端刺+常规区+新设临时端刺”同。c、底座板连接钢筋的张拉工序连接筋张拉预连接施工。连接范围为K1及所有常规区BL1后浇带。连接方式为用手拧紧钢筋连接器螺母。另一端常规区与新设临时端刺的连接对应施工。首批连接施工。连接范围为邻靠K1的10个(至少)常规区BL1后浇带。张拉连接方式及张拉距离根据底座板温度确定，即按T＜20℃、20℃≤T≤30℃、T＞30℃三种情况区分。各类情况下的连接工艺类同“新设临时端刺+常规区+新设临时端刺”相关要求。补充连接施工。连接范围为K1及常规区所有剩余BL1后浇带。具体工序要求同“首批连接施工”(前B条)。另一端常规区与新设临时端刺的连接对应施工(具体要求后述)。既有临时端刺J4、J3、J2的调整张拉。按计算确定的调整张拉值以J4→J3→J2顺序进行张拉连接。张拉施工应在连接器螺母原有紧固基础上单端调整螺母(即不破坏板内已产生的应力状态，以防造成临时端刺失效并破坏下部结构)并张拉，不可解开重张。②常规区与新设临时端刺的连接施工a、既有临时端刺与常规区进行“连接筋张拉预连接施工”时，另一端常规区与新设临时端刺的连接则应顺序完成J4、J3、J2、J1的钢筋预连接，其连接器螺母用手拧紧。b、既有临时端刺与常规区进行“首批连接施工”时，另一端常规区与新设临时端刺的连接则应完成邻靠K0的前10个常规区后浇带钢筋。张拉连接原则及方式同“新设临时端刺+常规区+新设临时端刺”相关部分。c、既有临时端刺与常规区进行“补充连接施工”时，另一端常规区与新设临时端刺的连接则应顺序完成K0、J1、J2、J361 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………的钢筋连接。其后配合既有临时端刺与常规区的连接施工，一同完成剩余常规区后浇带的钢筋连接。张拉连接原则及方式同“新设临时端刺+常规区+新设临时端刺”相关部分。③BL1后浇带混凝土施工“既有临时端刺+常规区+新设临时端刺”模式完成钢筋连接施工后，立即进行既有临时端刺中的J2、J3、J4及常规区所有BL1后浇带(包括K1)混凝土灌注施工。连接与混凝土灌注工序不出现间隔时间。所有混凝土灌注施工24小时间内完成。新设临时端刺中的J2、J3、J4待与后续施工单元段连接(包括调整张拉)施工后再灌注混凝土。④BL2后浇带混凝土施工新设临时端刺中部的两个固定连接后浇带(BL2)施工类同“新设临时端刺+常规区+新设临时端刺”有关要求；既有临时端刺中的剩余固定连接后浇带(BL2)混凝土应于单元段钢筋连接完成10天后进行。⑷既有临时端刺+常规区+既有临时端刺连接图8-6-4-1既有临时端刺+常规区+既有临时端刺连接①既有临时端刺后浇带(J4、J3、J2)张拉值的确定同前述“既有临时端刺与常规区的连接施工”有关要求。②常规区底座板温度测量同前述“新设临时端刺+常规区+新设临时端刺”部分有关要求。③底座板钢筋张拉连接施工此类布局条件下的底座板连接施工类同“既有临时端刺与常规区的连接施工”有关要求，需要强调的是两端开展的“既有临时端刺与常规区的连接施工”应相对于单元段中心对称、同步进行。④BL1后浇带混凝土施工按上述工序要求完成钢筋连接施工后，立即对两个既有临时端刺中的J2、J3、J461 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………及常规区所有BL1后浇带(包括K1)进行混凝土灌注，施工从两端向单元段中心部位相向对称进行。钢筋连接与混凝土灌注工序不出现间隔时间。所有混凝土灌注施工24小时间内完成。后浇带端头模板推荐采用钢模，专门加工制做，模板固定采用特制钢夹(可调节长度的)，钢夹横跨底座板(宽度)，通过调节装置拧紧并固定端模。亦可采用拉筋将侧模固定。拆除时将模板取下后再将拉筋端头截断即可。①BL2后浇带混凝土施工既有临时端刺中的剩余固定连接后浇带(BL2)混凝土于单元段钢筋连接完成10天后进行。两既有临时端刺BL2混凝土宜对称灌注施工，当天完成。后浇带施工检验标准见表8-6-3-1。表8-6-3-1后浇带施工主要检测项目与标准序号项目检测标准检测数量及方法1后浇带卫生清理混凝土露出新鲜面，后浇带范围内干净、清洁，无杂质，两布一膜无破损目测，逐个检查2螺栓检查无损坏，干净、清洁，螺杆根部涂了黄油目测，逐个检查3后浇带张拉要求≥30℃，不允许张拉；20～30℃按照扭矩力450N.m控制；﹤20℃，按照扭矩力和张拉距离双控制测量混凝土温度4张拉及混凝土浇筑时间要求张拉时间不超过24h，从张拉到混凝土浇筑结束不超过48h时间统计5张拉顺序按照技术交底过程检查6内侧宽度＋10㎜,0尺量6.3轨道板检验轨道板运抵工地前，要检查外观尺寸、平整度、预埋件和各种孔洞位置，轨道板应标示清晰，预埋件齐全，纵向连接螺纹钢筋无弯曲。轨道板外形尺寸偏差要求及轨道板外观质量要求见下表。轨道板外形尺寸偏差要求序号检验项目允许偏差值每批检验数量检查项别1长度±5.010块C61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………2宽度±5.010块C3厚度+5.0/0全检B4精轧螺纹钢外露长度±5.0全检C5预应力筋位置±3.0全检A6成品板承轨台1-20个承轨台拱高实际高差与标准高差偏差（10个）±1.01块A1-20个承轨台拱高实际高差与标准高差偏差（3个）±0.51块A单个承轨台钳口距离±0.51块A承轨面与钳口面夹角±1.01块A轨底坡±0.11块A承轨台之间的钳口间距±1.01块A7其它预埋件位置及垂直歪斜1.0全检B轨道板外观质量要求序号检验项目技术要求合格品返修品废品1肉眼可见裂纹不允许2承轨部位的表面缺陷气孔麻面等缺陷深度≤2mm,长度≤20mm气孔粘皮等缺陷深度＞5mm，且不能通过打磨修复3上边缘的破损或砼调角深度≤5mm,面积≤50cm2深度＞5mm,面积＞50cm2断裂、较大孔洞、磕损严重等不能满足使用要求4底面边缘破损或砼调角长度≤15mm长度＞15mm5可见范围的泌水深度深度≤5mm深度＞15mm6预埋套管内砼於块不允许有7轨道板外观表面颜色一致,无油污表面颜色不一致,有油污8精轧螺纹钢端部完整端部受损61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………9调高接地预埋件及预埋套管的数量齐全、预埋深度及位置正确缺少10轨道板编号齐全缺少6.4轨道板铺设6.4.1轨道板粗铺底座板及后浇带混凝土强度大于15MPa，且混凝土浇注时间大于2天，可粗铺轨道板。粗铺顺序为先临时端刺，后常规区。其工艺流程为：复测设标网→轨道板运输→安装定位锥和测设GRP点→测量标注轨道板板号→轨道板吊装→轨道板粗铺定位→放置支点木条。轨道板铺设检测项目与标准见表8-8-1-1。表8-8-1-1轨道板粗铺施工主要检测项目与标准序号项目检测标准检测数量及方法1加密基桩GRP点测量平面0.2mm，高程0.1mm仪器测量2定位钢筋及定位锥埋设电锤钻孔深度15～20㎝，圆锥体的轴线与安置点重合，距离GRP点20cm。植入直径为￠16的定位筋，植筋牢固。尺量、目测3垫木和密封胶垫放置垫木、密封胶垫摆放位置正确，能够满足要求。目测4轨道板粗铺精度达到平面10mm的精度定位锥安放测量⑴轨道板的运输轨道板运输采用专用拖车运输。⑵轨道板粗铺前准备①测设GRP点前，应对设标网进行联测检查，防止误用被破坏或触动变位(防撞墙、遮板等施工造成的)的设标网点支架而形成错误的测量数据。②安装定位锥和测设GRP点(在超高地带，应设于轨道板较低一侧)。定位锥安装时采用手持电钻钻孔,用鼓风器将孔内粉尘吹干净,利用树脂胶固定精轧螺纹钢，以此固定定位锥。定位锥锚杆为直径φ15mm的螺纹钢筋，螺距为10mm，长550mm。③61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………轨道板粗铺前，测量确定各编号轨道板的位置，并在底座板上用墨线标示，同时标注轨道板编号。(也可不使用定位锥，直接在底座板用墨线标出轨道板四至轮廓，以确保粗放精度，提高后续精调速度)。⑶轨道板吊装场内起吊采用走行式龙门吊四点起吊，平放在载重卡车上，叠放四层，层与层之间用方木隔开，并用钢丝绳把轨道板全部固定在卡车上，运输时严禁出现轨道板滑动或三点支撑等现象，运输过程中避免受过大的冲击力。运至指定的吊装点后用桥上悬臂龙门吊吊装上桥，个别地点运输便道不能靠近桥梁时，桥下吊车提升轨道板上桥后纵向移动到位⑷轨道板粗铺定位轨道板落放前，应有专人核对轨道板编号与底座板标示号是否一致，确保轨道板“对号入座”。然后根据定位锥确定轨道板平面粗放位置并完成粗放。其中各类(BL1及BL2)后浇带处轨道板，可先铺在设计位置上，待测量完成且有关施工机械通过后于底座板连接前再用吊架吊出，置于前(后)方轨道板上(叠放)并在精调前回铺。⑸粗铺板的支点设置每块板粗放板支点应为6个，支点材料为2.8cm厚松木条，板块两侧前、中、后各1根，木条应紧靠精调千斤顶铺放。轨道板粗放时，板前、后端支点(4个)先设置到位，轨道板中间部位支点木条在粗放板后楔入，且支点应设于预裂缝下，以免造成轨道板不规则开裂。轨道板在粗铺前应将每个精调爪位置处预先粘贴弹性密封止浆垫（泡沫塑料），止浆垫为“U”型结构，其厚度约为板缝厚度的1.5～2.0倍，确保铺板后压实密封不漏浆。6.4.2轨道板精调施工⑴设标网的复测精调施工前，应对精调段设标网进行复测检核，并向施工单位提交设标网复测测量成果。施工单位接到设标网成果数据后，再进行一次复核，确认无误后方可开始精调施工。⑵安装轨道板精调千斤顶精调调节装置（千斤顶）使用前应对相关部位进行润滑，在待调板前、中、后部位左右两侧共安装6个精调千斤顶。其中，前、后两端4个千斤顶为可以进行平面及高程双向调节的千斤顶，中间2个为仅具高程调节能力千斤顶。双向调节千斤顶在安装前将横向轴杆居中，使之能前后伸缩大约有10mm的余量，以避免调节能力不足需倒顶而影响调节施工。⑶校验测量标架61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………为了确保轨道板精调的精确度，精调前需要对测量标架进行校验。此项工作一般在制板厂进行，先把已与轨道板几何位置经过校对的标准测量标架放到标准轨道板的一对承轨台上，利用全站仪对安装在标架上面对两个棱镜进行坐标测量记录，然后取走标准支架，将其他4根标架放上去进行坐标测量，测出4根标架与标准架之间对差值，经计算后代入到数学模型中，在以后的施工作业中进行数据自动改正，达到校验的目的。⑷建站、全站仪初始定向安装测量全站仪，将测量标架布设待调轨道板上，开启无线电装置或连接通信电缆建立全站仪与电脑系统间联系，对全站仪进行初始定向和精调软件数据初始化。具体做法为打开精调工控机，在精调系统菜单中选定选项程序，调入理论坐标信息、轨道板文件数据，输入当时作业的轨道属性、轨道板号、时间、人员、天气等信息，读取传感器上的温度，按照程序询问逐项输入相关数据：如仪器高，全站仪站点，是否参考前块板等，依次根据实际情况输入，按确定键确认。在测量开始之前，需要进行定向测量，为全站仪确定初始方向。如果参考前块板，那么之前精调好的坐标也用于全站仪的定向，并依据预调结果加权计算，如果不参照上块板，则只输入的定向棱镜处的控制点号。数据输入完毕后，确认，进入下一步进行测量。定向测量校核：在输入的第一个控制点进行测量后，系统自动跟踪其余各参考点进行测量，由测量值计算出定向参数来，接着，程序输出定向误差，如果有超过了配置文件中所设定的限差，程序则会出现提示，则需要检查输入数据或重新测量。第一个控制点需要人工对准。⑸轨道板精调先调1#、8#点。测量1#、8#点时，可采用单点测量，亦可采用跟踪测量，在1#标架上设有倾角传感器，采用视距法测定棱镜1，再借助倾角传感器得到棱镜8的高差或采用视距法测定棱镜8，再借助倾角传感器得到棱镜1的高差。通常采用跟踪测量，在跟踪测量时，工人调板的时候可显示板的位置和高程，工人可根据显示器上显示的数据调板。跟踪测量的缺点为精度不高。在调板时，1#、8#点的两工人要同时以同样的速度同样的频率拧动扳手，先调方向，再调高程。如果不同步，就有可能将板底的钢板拉出，或着精调千斤顶蹦出或高程、方向出现大幅度的变化，影响精调。1#、8#点调完后，接着采用跟踪测量分别测出3#、6#棱镜高程及板的位置。通过1#、3#、6#、8#棱镜对板的横向位置和高程的偏移进行改正后，接着测量2#、7#棱镜，对板中央处的弯曲进行测定。测量2#、7#棱镜亦可采用单点测量也可采用跟踪测量，进行改正。2#、7#61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………点只能调整板中间高程而不能进行横向调节，但在调节板中间高程时可能会使板发生拧动或四角高程发生变化，因此接下来采用四角测量，对板进行整体观测，对横向和高程进行进一步的改正。如出现微小的超限，对该点进行改正和单独复测，而不需要对所有的棱镜进行复测。四角测量后进行完全测量（简称完测）或快速完测，快速完测是采用视距法测量1#，2#，3#棱镜，然后借助倾角传感器得到7#、8#棱镜的高差，而3#、标架没设倾角传感器，因此无法测出6#棱镜高差。而快速完测数据不作为最后的保存数据。完测则是采用视距法测定1#～8#棱镜。在板与板的过渡处再次显示位置及高程差。在调板过程中1#、8#棱镜的高程及方向做为下块板精调的参照点，因此，在精调过程中要严格控制，以便达到板与板之间的平缓过度。⑹数据保存、备份当轨道板调整完毕、误差满足要求后，对轨道板实际安装位置对数据进行备份。轨道板精调就位后选定“是”，程序便在记录文件夹中生成一个板安装信息记录文件（后缀.TXT）和本段段（当日或当次精调轨道板）信息记录文件（后缀.FFE），然后程序将所测得的轨座坐标自动存入记录文件夹中的，并同时将其所属的.FFC文件拷至同一个文件夹。然后进行下一块板的调整。在完测界面中有某点出现小超限时，则可加以改正和单独复测，不必重新对所有棱镜进行复测。但在完测界面中尽量不要单独复测1#和8#棱镜，因为1#和8#棱镜所在的轨座将作为下块板的参照点。如果出现大超限时就要进行改正，然后再对所有棱镜进行复测。不管是横向还是高程出现超限时，均会输出出错信息。轨道板精调测量见图8-8-2-1。图8-8-2-1轨道板调测量⑺异常情况的处理①在建站时出现dl超限，如果显示出的数据是板长的倍数，那么可能是输入文件数据错误需重新输入数据；如果显示出的数据为小超限时，那么可能是粗放时板的纵向位置偏移，需要前后移动4#标架；②在测量的界面下方出现“L=0.65”等字样时，那么是该标架放错了轨座，将该标架放到正确的位置。③在测量时，如果界面上显示4#、5#棱镜“dq”61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………超限。那么需要重新后视或是累计超限，需要到退到上块板或上几块重新调整以便减少累计差。④在测量时，如果测定出所有数据为99.9，那么全站仪的测距头出故障，需要修理校准全站仪。⑤如果板与上块已调好的板出现明显的错位而完测数据都在限值内，那么可能是全站仪没调平或没放在GRP点上或是后视棱镜没放在GRP点上或没有调平，需要检查全站仪和后视棱镜；或者是标架的接触端没有接触轨座倾斜面，需要将标架接触端与轨座倾斜面良好接触。⑥在使用倾角传感器时，如果测1#斜8#测出的数据与测8#斜1#的数据出现大偏差时那么是传感器出现问题，需要校准倾角传感器。⑦在测量时，两次测量同一个棱镜的数据偏差很大，那么可能是标架出问题，需要校准标架6.4.3轨道板压紧为防灌注水泥沥青砂浆时板上浮，精调完成后设置轨道板压紧装置。一般情况下，固定装置安装于轨道板的两端中间，当曲线位置超高达到45mm及以上时轨道板两侧中间部位增加设置固定装置。压紧装置由锚杆、L型钢架及翼形螺母组成，锚杆锚固深度应为100～150mm，植筋胶(环氧树脂基为基础的)锚固，锚固完成的锚杆应确保处于垂直状态。压紧装置施工前，应进行锚杆抗拔试验。水泥沥青砂浆灌注并硬化后将压紧装置拆除。轨道板压紧装置见图8-9-1、图8-9-2。图8-9-1横向封边及中间压紧装置图8-9-2轨道板纵向压紧装置6.4.4轨道板封边轨道板精调完成并压紧固定后进行轨道板封边施工。封边前应将板下灰尘吹除干净，同时对板封边范围进行预湿(以保证封的牢固)。封边施工沿轨道板四周的30±10mm进行。⑴轨道板纵向两侧边缝封闭61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………采用水泥砂浆，封边砂浆须满足稳定性及密封性要求，同时应保证拆封后外观整洁要求。封边前首先要将底座板清扫干净，用水湿润，然后采用一块薄铁皮沿轨道板侧面将空隙封堵，然后将拌好的砂浆呈三角状将底座板及轨道板侧面封堵，采用铁皮封堵是为了避免砂浆侵入轨道板。轨道板封边时应在两侧面预留6个(每侧3个)排气孔，孔径为25～30mm，孔位要避开精调千斤顶周围的止浆垫位置。封孔时待水泥沥青砂浆从孔内流出，判定灌浆饱满后采用专用孔塞或泡沫材料填充塞紧，防止漏浆。轨道板纵向封边见图8.10-1。底座板混凝土轨道板纵向封边铁皮图8-10-1纵向封边示意⑵轨道板端部(板间)封边端部封边材料的性能应具有结构作用，横向封边采用迈克斯特砂浆将两轨道板的接缝进行填塞，垫层砂浆的注入量应超出轨道板底边至少2cm。板端封边见图8-10-2所示。图8.10-2轨道板横向封边图8-10-2板端封边6.4.5CA砂浆拌制⑴CA砂浆配合比设计61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………我标段高弹模CA砂浆基础配合比由铁科院研制，基本配合比已根据现场原材料的情况，并经型式检验验证合格。基本配合比和基础配合比详见表8-11-1-1、8-11-1-2，CA砂浆的质量标准详见表8-11-1-3。表8-11-1-1CA砂浆基本配合比（1m3）混合种类沥青A乳剂（kg）沥青P乳剂（kg）水（kg）细骨料（kg）早强水泥（kg）混合材料（kg）铝粉（g）消泡剂（g）AE剂（kg）496－78以下62027931401557.8表8.11.1-2CA砂浆基础配合比（1m3）混合种类沥青A乳剂（kg）沥青P乳剂（kg）水（kg）细骨料（kg）早强水泥（kg）混合材料（kg）铝粉（g）消泡剂（g）AE剂（kg）496－78以下62027931401557.8表8-11-1-3CA砂浆的质量标准序项目单位日本指标1抗压强度1d/7d/28dMPa>0.1/>0.7/>1.82弹性模量MPa100～3003砂浆温度℃5～304流动度秒18～265可工作时间分≥306含气量%8～127单位容积质量kg/m3>13008膨胀率/材料分离度/泛浆率%1～3/<3/09抗冻性300次冻融循环试验后，相对动弹模量不得小于60%，质量损失率不得小于5%。试验段位于温暖地区，本指标可不作考虑。10耐候性外观无异常，相对抗折强度不低于100%。⑵原材料使用前检验①检测工地储存的干料是否有结块现象，料温是否在5～30°C之间。如果检测结果大于30℃，则应对干料采取降温处理。②检测工地储存的改性乳化沥青是否均匀，有无破乳现象，温度是否在5～30°C61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………之间。如果料温不正常，应采取加热或降温措施，将料温调节到正常。③检查拌合用水是否选取合格水源，水中是否有杂物或浑浊现象，否则应更换水源。⑶CA砂浆车料仓加料①乳化沥青：采用齿轮泵将合格的乳化沥青泵入砂浆车的乳化沥青储箱，或采用沥青灌车向砂浆车乳化沥青仓加料；②干料：采用人工加料方式时应防止干料包装袋混入存储仓内，采用水泥罐车加料时注意加强干料仓口的密封，避免干料细粒扬尘，污染环境，损失水泥含量。③采用水泵将合格水泵入砂浆车的水箱；④采取合适的方法将各种添加剂送入相应的料箱。使砂浆车的干粉储料仓、乳化沥青储箱、水箱、外加剂储箱的原材料补足充分。⑷砂浆车各系统检测对移动式水泥沥青砂浆车的各系统进行检测，检查是否正常，如果不正常，应立即检修、调试到正常状态。①启动发电机并检测；②开启气动系统使气压达到工作压力；③打开车上空调，设置室内空气温度为25°C；④用灌板材料对车辆的计量系统进行标定，校核计量精度；并检验输送设备和管道畅通。⑤开启并检测搅拌机是否正常，搅拌机内是否清洁；⑥开启并检测成品料斗是否正常，罐内是否清洁。⑸砂浆搅拌①回流储箱内的乳化沥青。开启乳化沥青回流装置，对储箱内的乳化沥青进行回流，以保证储箱内的乳化沥青均匀一致，回流时间可视储箱内乳化沥青储存时间、储存量和回流速度而定，至少应使储箱内乳化沥青全部流出与流进一次。②确定砂浆配比参数。在砂浆车各系统运转正常后，确定砂浆配比（根据施工气温，按现场流动性试验结果调整外加剂的加入量），根据轨道板与混凝土底座间的间隙厚度和砂浆的表观密度，经过计算初步确定每次砂浆拌制量和各种原材料的每次投入量（板腔每1厘米厚度的灌注砂浆量为0.165m3），并将这些配比参数输入砂浆车的控制操作系统。③确定拌制工艺参数。根据既定的搅拌程序和参数，确定投料顺序、设定各阶段的搅拌速度与搅拌时间等拌制工艺参数，并将这些参数输入砂浆车的控制操作系统。④61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………砂浆搅拌。在砂浆拌制工艺参数输入后，检查显示屏上显示的各参数，确认准确无误后，启动砂浆车的运行按纽，砂浆车将按照输入的各参数和既定程序，自动投料拌制砂浆。⑹砂浆质量检测砂浆拌制均匀后，放入成品料斗，开启搅拌电机对砂浆继续低速搅拌。肉眼观察砂浆的匀质性，然后抽取一定量的砂浆，按照《无砟轨道Ⅱ型板水泥沥青砂浆技术条件》规定的指标进行检测，主要对流动度、表观密度、温度、含气量等性能检测。如果检测结果合格，则可用于灌注施工，并照此进行下一次的砂浆拌制；如果检测结果不合格，则该拌制的砂浆应废弃，并分析原因，及时调整砂浆配比和拌合工艺参数，或排除砂浆车的机械故障等。然后，再进行下一次的砂浆拌制和质量检测。⑺砂浆车与机具的清洗每工班施工结束或施工中断时，应及时对砂浆车的搅拌机、成品料斗和中转罐等其它施工机具进行冲洗，保持设备清洁，特别是加强搅拌设备的清洗，以免砂浆凝结影响下次砂浆的拌制。⑻拌制工艺信息储存每个工班都要求把施工日期与时间、每次投料的计量数据、每次拌制砂浆的体积或质量、搅拌主机温度、搅拌工艺参数和轨道板编号等信息应及时存入数据储存器，每个工班或工作日应打印批量报告。⑼拌制工序的关键控制点为了保证拌制后的砂浆性能和质量符合标准要求，在砂浆拌制过程中，特别应对拌制工序的以下关键点并进行严格控制。①砂浆车的送料与计量系统的校核砂浆的性能与质量对配比比较敏感，因此，在拌制砂浆前，用称量方法，必须对砂浆车的送料与计量系统的精度进行校核，确认其精度满足表3-3-1的要求。②原材料的储存与运输必须严格按照规定，储存、运输干料与乳化沥青，干料中含有水泥和活性高的粉末材料，它们容易吸收空气中的潮气而结块变质，储存时应采取有效的防潮措施，运输时应避免水和杂质的污染；乳化沥青是一种介稳的分散体，它们容易受温度和杂质等影响而破乳变质，应将其储存在洁净的密封罐中。此外，原材料储存仓应避免环境热作用，以免导致料温超过标准要求。给砂浆车的储料仓或箱加料时，一定要采取有效措施，防止环境中的杂质混入原材料中，造成砂浆车的送料与计量装置失灵。③每次拌制的砂浆量为了既保证砂浆垫层的灌注质量，又避免材料的浪费，每次拌制的砂浆量应略大于161 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………块轨道板的垫层灌注量。因此，应根据轨道板的量测数据，计算出灌注一块轨道板所需的砂浆量。绝对避免同一块轨道板进行两次灌注，造成砂浆的分层。④砂浆车料仓储料量的检查砂浆车投料前，必须确认砂浆车的各种材料仓中的材料储量满足1块板的拌合量，否则，不能进行投料和拌制。6.4.6砂浆灌注（1）CA砂浆灌注水泥沥青砂浆灌注时施工温度必须在一定的范围内才能进行施工作业，一般环境温度应大于4℃，并且未来24小时内的环境温度不得低于2℃；当灌注后最低气温达-5℃，要用保温薄膜进行覆盖，为了保证有足够的施工时间和适宜的工作性，新拌制的水泥沥青砂浆温度应控制在5℃～35℃。在正式灌板作业前，先进行灌板试验，以验证配合比和掌握灌板工艺。灌板试验一般取6块进行验证，并邀请砂浆灌注专家进行揭板评估。主要考查砂浆的均匀性、充盈度、气泡、起皮、分层等。施工时施工现场附近应有3×30m2较为平整的场地作为搅拌车施工停放位置，为保证前后车对接、送料顺利进行，场地纵向坡度应不大于5º；当场地纵向坡度无法满足本条件时，应将配料车停放于高处，并在主车支腿下方堆放枕木以保证主车前后平衡。施工场地上方应无电线、树木等影响施工安全和车辆安全的物体。。每班工作前，上料基地人员将乳化沥青、水等液体料泵送至搅拌车储存罐内，将混合好的干粉料用皮带输送机或汽车吊输送至干粉料配送车内，两车开往工地后，基地人员准备下一车干粉料。在施工现场干粉料用完前配送到工地进行补料。在灌板之前1h应对底座板进行预湿，预湿采用高压雾化水枪进行，预湿后应对灌注孔和观察孔覆盖，防止水分失散。灌注砂浆前10min在检查一次轨道板下方的混凝土底座表面状况，查看其表面是否有积水和雾化不彻底等现象。为防止灌浆时砂浆泄漏造成砂浆对轨道板的污染，在轨道板灌浆口处覆盖一层土工布，在土工布上掏一Ø20cm的孔洞安装灌注用的PVC管（见图3-5-14）由于底座板的高程控制误差，每块板的板腔厚度存在差异，砂浆灌注量也不相同，为确保板的一次性灌注，在灌板之前要对板腔厚度进行一次量测，掌握每块板的砂浆灌注量，便于砂浆生产。工艺流程：水泥乳化沥青砂浆灌注施工流程见图3-5-1灌板前应测量环境温度、板腔温度和砂浆温度，并做好记录，当符合技术条件要求后才能进行灌板作业。灌注时，砂浆车停靠在待灌注作业面的中心位置，一般一次作业长度为120.9m，即一次灌注20块轨道板，拌合好的砂浆不能直接灌入板腔，61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………由CA砂浆搅拌车的泵送设备泵送至桥面的中转罐，将灌注软管与砂浆中转罐进行连接，灌注软管另一端作为出口对准灌浆孔(一般情况下，通过三个灌浆孔的中间孔即检查轨道板压紧装置检查封边是否漏浆砂浆性能指标及温度是否合格料斗砂浆量是否满足1块板的用量N调整轨道板压紧装置对漏浆处实施修补NYYYN砂浆量少于1块板的用量不得灌板，废弃砂浆废弃砂浆通知砂浆拌合人员检查确认板腔预湿合格过湿应晾晒，过干及时预湿处理确认灌板人员、排气孔封堵人员准备到位，准备工作完善连续灌注砂浆，控制速度排气孔有足够量的正常砂浆排出，并确认砂浆已灌满封堵排气孔关闭灌注阀门灌注结束转入下一块板灌注观察砂浆灌注孔的液面高度，及时进行人工补浆YYYYNN继续灌注N图3—5—1水泥乳化沥青砂浆灌注施工流程图61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………可完成灌浆施工)，开启出料调节阀，使中转罐中的砂浆徐徐地连续注入灌注PVC管中，并随时观察灌注孔内砂浆的液面高度，灌注的节奏是慢→快→慢。当边角处的排气孔中正常的砂浆排出，且灌注孔液面高度高于轨道板底高度10-15cm时，关闭阀门，停止灌注，并在轨道板宽接缝处记录灌板结束时间。图3-5-18连接钢筋安装CA砂浆灌注时，要对每一块轨道板进行连续注入，充分填充，使板下不出现空隙。尽量避免在雨天灌注，施工过程中若遇到下雨，应采取遮雨措施。当砂浆从排气孔溢出时，不要及时封堵，待流出正常砂浆，且是满断面外溢时，用海绵团封堵砂浆灌注完成后，待灌注孔和观察孔处砂浆硬化到干稠状态时，用勺子将多余的砂浆舀出，使得砂浆面到轨道板面的差在15cm左右，把加工好“S”连接筋置于砂浆中间（见图3-5-18）。(2)砂浆的养护充填层砂浆采用自然养护，当抗压强度达到1Mpa后方可拆除轨道板下面的精调装置。6.4.7劳动力组织一个铺板施工作业面每班劳动力配置见见表7-5。表7-5施工人员配置序号人员分布人数职责1施工负责人1负责本工班的劳动组织，安全、质量和进度，兼砂浆灌注指挥。2技术负责人1负责本作业工班的技术指导工作。主要是砂浆质量控制、压紧装置、板的预湿等。3安全员1负责本工班的安全工作，指挥吊车作业。4试验检验员2负责砂浆配合比的调整、试件制作和砂浆现场检测。61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………5铺板龙门吊司机1操作铺板龙门吊进行轨道板吊装就位6粗铺4配合铺板龙门吊进行轨道板粗铺定位7测量3负责轨道板精调测量系统操作8轨道板精调4负责操作精调千斤顶，使轨道板精确就位9安装压紧装置4负责压紧装置的安装。10封边10采用砂浆封边，封边砂浆应在24h后灌板。采用其它封边可根据情况定夺。11底座板预浇湿2提前1h预湿。若气温高、天气干燥，在灌板前15min再预湿一次。12砂浆车司机1负责砂浆车的运行、移位和保养。13砂浆拌合司机2负责砂浆的拌合。14吊车司机1给砂浆车加料、中转罐吊送等。15砂浆车辅助工6负责砂浆向中转罐倒转，中转罐的清洗，吊车的挂钩，砂浆车加料等。16砂浆灌注6两人灌浆，4人堵排气孔。7合计496.4.8板缝连接轨道板纵向连接至少应以单元施工段为基本段落，精调单元段内轨道板的连接分批进行。靠近临时端刺240m的常规区为过渡段，此段在临时端刺后浇带尚未完成全部连接前(即临时端刺未与下一段底座板连接前)只可进行窄接缝灌注施工，不进行张拉锁拧紧及宽接缝灌注(砂浆)施工。其余单元段内完成精调的轨道板可进行规定内容的纵向连接施工。过渡段内轨道板的纵向连接待临时端刺后浇带全部连接完成后施工。轨道板纵向连接的程序为：拧紧张拉锁→安装接缝钢筋→浇筑接缝混凝土→接缝混凝土养护。(1)轨道板窄接缝水泥沥青砂浆灌注完成并达到7MPa(约需7天)后，即可进行窄接缝施工。施工前，应将连接缝区表面清除污垢，其后，在轨道板窄接缝处侧面安装模板(用螺杆拉紧)，向窄接缝灌注砂浆(可使用垫层砂浆，需调整改变稠度)，灌注高度控制于轨道板上缘以下约6cm处。灌注完成后应及时养生。(2)轨道板纵向连接61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………垫层砂浆的强度达到9MPa和灌注窄接缝砂浆强度达到20MPa时可对轨道板实施张拉连接。张拉锁拧紧施工通过扭距扳手操作，拧紧标准为450N-m。①②③④⑤图8-12-1轨道纵向钢筋连接张拉顺序16151413121098765432112345678910111213141516161514131211109876543211234567891011121314151616151413121110987654321张拉施工从拟连接段落中间开始，从中部向两端对称同步进行。轨道板中共设有6根张拉筋，先张拉轨道板中间2根至完成，其后由内向外对称张拉左右筋各1根至完成，最后张拉剩余2根。连接钢筋张拉顺序见图8-12-1。⑶轨道板宽接缝施工①配置钢筋每个宽接缝安放两个钢筋骨架，附加一根直钢筋定位，定位钢筋装在横向接缝的上方，定位筋与配筋间用绝缘丝绑扎防止移位。②宽接缝的混凝土灌注使用C55混凝土灌注(可视需要添加抑制剂和蓬松剂)。混凝土骨料颗粒规定为0～10mm，混凝土要具有较小的塌落度，以避免超高区域内“自动找平流坠”现象。宽接缝混凝土灌注施工时，应在宽接缝上方设置灌注斗槽以保证混凝土灌注口附近范围外观整洁，混凝土采用插入式震动器捣实，混凝土表面抹至与轨道板表面齐平。③灌浆孔的填充封闭61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………使用与宽接缝灌注材料相同的混凝土填充，与宽接缝施工一同完成。施工时应特别注意外观质量并顺接压出预裂缝，保持轨道板外观整洁。⑷混凝土的养生新填充的混凝土应及时养护。用薄膜覆盖并要防止滑脱。养护期一般为三天左右。轨道板连接检测项目和标准见表8-12-1。表8-12-1轨道板连接施工主要检测项目与标准序号项目检测标准检测数量及方法1板间缝卫生清理板间缝范围内干净、清洁，无杂质。目测，逐个检查。2螺栓检查无损坏，与预埋镙杆相配套。目测，逐个检查。3张拉锁绝缘垫片安装正确，绝缘达到标准。目测，摇表量测。4张拉要求横向接缝砂浆强度达7.5MPa、沥青砂浆层强度达9MPa时进行张拉，张拉扭矩力为450N.m。检查扭矩扳手5张拉顺序按照技术交底进行。过程检查6钢筋绑扎钢筋规格尺寸等符合设计图纸要求，混凝土浇筑前进行绝缘检测，测试值一般为1010～1012殴姆。过程逐个检查6.5侧向挡块施工图9-132M简支梁上侧向挡块布置61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………侧相挡块的设计与施工侧向挡块防止无砟轨道横向位移而设，分C、D两种形式。C型挡块为侧挡型，D型挡块为扣压型。每孔简支梁上设2对D型挡块，其余为C型挡块，根据梁跨不同，挡块设置间距有所区别。32m简支粱侧向挡块布置和结构见图9-1、图9-2所示。C型侧向挡块可在轨道板安装完成后施工，D型挡块则必须等待铺轨完成后才能施工。临时端刺范围内的侧向挡块应在早期进行(因与桥面无任何连接，易产生横向移位)。其中，曲线地段的临时端刺挡块应在底座板连接前设置临时侧向挡块。侧向挡块施工前，应对桥上预留槽内待钢筋和套筒位置进行检查，要求内侧预埋图10-1轨道板剪切连接结构套筒中心距底座板边缘距离为8～12cm，超过允许范围的应进行整修。安装其他钢筋并绑扎进行适当连接。成形的侧向挡块，应保证外观方正，“纵、横向一条线”。侧向挡块施工使用专用组合钢模具，应考虑曲线地段超高引起的高度变化。施工时，先安装固定橡胶垫板及硬质泡沫材料，其中，橡胶垫板可通过与挡块钢筋连接并固定，硬质泡沫材料可采用胶合剂与底座板混凝土粘合固定。安装挡块模板。混凝土灌注施工时应按规定进行振捣，采用微型振捣棒振捣密实。侧向挡块灌注完成后应及时覆盖养护61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………6.6轨道板的剪切连接6.6.1剪切连接的设置范围轨道板的剪切连接位置位于每片箱梁的梁缝区域、梁与台背、端刺与路基过渡段、桩板结构与路基过渡段及道岔前后处，主要作用是将轨道板与底座板连接成为一个整体，以适应端部结构变形。每块轨道板在梁缝两端各设4根Φ28HRB500级螺纹钢筋的剪力销，其结构见图10-1所示；作为替代方案也可选用Φ25HRB500级螺纹钢筋，但数量增加为每块板5根。剪力销钉的孔位按照图纸给定位置进行。6.6.2剪切筋安装孔的钻孔钻孔前应在设计植筋位置使用钢筋探测雷达探明轨道板及底座板内的钢筋布置情况，标出具体钻孔位置。钻孔使用专用电动钻孔机，钻孔完成后，使用高压风管(枪)将孔内霄粉吹除干净。植筋施工应随即进行，否则应用砂丝团或软布团封堵孔口。剪切钢筋钻孔见图10-2。图10-2轨道板剪切钢筋钻孔6.6.3剪切连接筋的安装61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………为确保剪切筋与轨道板及板及底座板内钢筋处于隔离绝缘状态，剪切筋表面应事先均匀涂抹一层植筋胶，并确保表面无遗漏之处。在已钻好的孔内注入适量植筋胶，植入剪力销钉(筋)。剪切筋植入时应轻轻插入，并避免与板内钢筋接触。待植筋胶硬化后将孔口清理干净，用同标号水泥砂浆封闭。轨道板剪切连接检测项目与标准见表5－11。表5－11轨道板剪切连接施工主要检测项目与标准序号项目检测标准检测数量及方法1定位放样根据设计图纸提供的尺寸进行，但距离梁端的距离不少于10㎝。尺量2钻眼钻孔直径与植入的钢筋相匹配，如钢筋为￠28，则钻孔直径应为￠35，如钢筋为￠25，则钻孔直径应为￠32。钻孔深度不少于35㎝。尺量3植筋胶性能满足设计要求，钻孔内应饱满合格证检查4钢筋钢筋的型号应与钻孔直径相匹配，钢筋的顶面应低于轨道板顶面5㎝，钢筋顶部用植筋胶密封。尺量61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………七.资源配置7.1主要施工机械、设备配置详见表4-1表4-1施工机具配置表序号名称单位数量规格1CA砂浆灌注设备移动式水泥沥青搅拌车台2SLC3000B,300m每班2乳化沥青存储罐个1150t3水泥储存罐个1100t4汽车吊台125t5CA砂浆中转料斗个4＞0.7m36水罐个130m37可雾化喷淋器台48乳化沥青泵个19电动油筒泵个110给水泵个111高压清洗机个112轨道板底座施工设备砼搅拌站套1利用和庄梁场搅拌站13砼运输车台66m314砼泵车台2泵送距离100m，高度30m15汽车吊台112t16钢筋加工设备台417插入式振捣器个618电阻检测仪台461 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………19轨道板运输及调整设备轮胎式可变跨龙门吊套2轮胎中心距8.5m20无砟轨道Ⅱ型板精调仪器台2CRPA21轨道板定位精调装置台222双向轮胎式轨道板运输车台423叉车台23.5t24汽车吊台125t25轨道板精调千斤顶套2026扭矩扳手个6450n/m7.2主要测量、试验检测计量设备配置7.3劳动力使用计划7.4主要物资及周转料使用计划7.5资金使用计划61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………八、技术组织措施8.1质量措施⑴底座与混凝土质量保证措施作为板下基础混凝土，最为关键的是保证其上CA砂浆填充层的设计厚度，因此应采取高精度的测量控制方案。采用厂制定型钢模进行混凝土浇筑，模板支立采用专用三角架支承、固定，保证底座的线型。精细考虑超高引起的中心线偏移，实际测设时严格控制，保证底座中心线、基准器和轨道板中心线与设计相吻合。精确测设中心位置，保证相邻的中心距，严格控制底座混凝土顶面标高。⑵轨道板铺设质量保证措施为保证轨道板安装的平面位置相对精确，在落板同时，专人用木条在周围均匀间隔。装车前，应根据当天的铺装计划，按板块编号装车和调运。运输及铺装过程中，采取相应的成品保护措施，防止磕碰和污损。轨道板的空间状态是铺装质量控制的关键，依据轨道板中心线和基准器，借助千斤顶和支撑螺栓，精确控制轨道板的空间位置，三个方向须反复多次调整，直至达到设计要求。为防止轨道板上的预埋螺纹套管受到污损，轨道板出厂前，应安装轨下垫板。⑶CA砂浆施工质量保证措施A乳剂对CA砂浆质量的影响大，采购A乳剂时，应对其进行全面检测，包括A乳剂原材料的性能也应进行测试，确保其符合要求。水泥在砂浆出料前投入并充分搅拌，灌注前测定砂浆流动时间和稠度，以保证重力作用下砂浆充填密实。超限的砂浆不得灌注。采用干燥的砂进行拌合，避免含水率变化造成CA砂浆质量不稳定。每一块轨道板下应连续灌注、充分填充，使板下不出现空隙。灌注时，派专人在板的四角进行监控，防止灌注量过大，造成轨道板“漂浮”。砂浆灌注时，应在轨道板表面铺设防污膜。61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………雨季施工采用专用防雨棚进行防护，避免突发降雨对CA砂浆质量产生影响。在设计CA砂浆配合比时，专门进行低温施工条件的配合比设计，同时提前进行同条件型式试验和工艺试验，取得相关参数。冬季CA砂浆灌注施工时尽量“晚出早归”，选择白天气温较高的时间段进行，以保证环境温度满足技术要求。施工中，当环境温度低于5℃时，对原材料进行温度管理，采取加热砂、水等措施，提高砂浆温度，并对CA砂浆搅拌机、灌注设备及管路等进行保温处理。必须在低温下施工时，采用专用移动式电热保温棚，提前对待灌注段进行加热，并保温直至CA砂浆初凝，确保CA砂浆的强度增长曲线不出现异常，增强其抗裂性能。8.2安全、职业健康措施8.2.1应急救援组织管理职责应急救援领导小组组长由项目经理担任，主管项目书记及总工程师担任副组长，成员由各部门负责人组成。设置值班室及24小时值班应急电话。应急救援领导小组负责建立健全本项目重大危险源监控方法与程序，对安全事故隐患和重大危险源实施监控；负责本项目相关信息收集、分析和处理，并按月报、季度报和年报的要求。应急救援领导小组组长负责向当地政府部门、建设单位应急救援(响应)领导小组报告。应急救援领导小组应根据国家有关法律法规的规定、当地建设行政主管部门制定的应急救援预案及本单位的应急救援预案，组织开展事故应急知识培训教育和宣传工作。在接到事故现场人员的报告后，迅速到达事故发生现场，迅速查清事故发生的位置、环境、规模及可能发生的危害；迅速沟通应急领导机构、应急队伍、辅助人员以及灾区内部人员之间的联络；迅速启动各类应急设施、调动应急人员奔赴现场；迅速组织医疗、后勤、保卫等队伍各司其责；迅速通报事故或灾害的情况，通知邻区做好各项必要准备。领导小组成员必须根据应急预案的内容、结合现场实际，制定抢险救援具体方案，组织指挥现场应急抢险救援人员开展应急救援，并采取措施控制危害源，防止事故的进一步扩大，最大限度地减少事故造成的人身伤亡和财产损失，保护好事故现场并及时向上级主管部门报告事故情况。8.2.2抢险应急救援措施（1)、处理突发事件应急预案的原则①61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………、施工前期，针对在施工中可能出现的特殊危险情况，提前预测，并制定生产安全事故应急救援预案，建立应急救援组织及配备应急人员，配备必要的应急救援器材、设备，以防突发事件，并定期组织演练，确保施工安全。②、突发事件是指在现场施工过程中，出现塌方、突泥涌水、冲突、人员伤害、火灾、损坏等原因造成中断施工的非正常情况。③、对处理突发事件须牢固树立安全第一的思想，坚持高度集中、统一指挥的原则；迅速、准确地报告事故情况，确保信息渠道畅通；采取有效措施控制事态，减少损失，防止次生灾害的发生；积极合理地调动人力物力投入抢险，尽快恢复生产；加强职工抢险意识宣传，居安思危，妥善发布新闻信息。（2)、突发性触电、火灾应急抢险措施A、应急准备①危险源识别施工现场下列工序或作业存在触电事故重大危险源：未使用TN-S系统，工作零线带电。电动设备金属外壳与PE线(保护零线)连接失效或连接少于2处(未重复接地)。作业台架或移动照明未使用安全电压。电线路绝缘破损漏电，且电器设备开关箱漏电保护器失效或漏电保护器参数选择不合理。机电设备维修带电作业。电工、电焊工作业不使用个体防护用品。变配电设备屏护失效等。外电线路防护安全距离不够。②预防措施制定完善的施工用电安全管理制度、安全技术措施，按规定维修检查电器设备和线路，确保电器安全可靠。施工用电临时用电应采用TN-S保护系统，按电源系统中性点是否接地，分别对电器设备采用保护接零系统或保护接地系统。在电源系统中性点接地的TN-S系统中，按《漏电保护器安装和运行标准》要求，对所有设备安装漏电保护器和实现漏电保护器的分级保护。在潮湿、金属占有系数较大的工作环境，如机械加工车间、空压房、锅炉房等场所，应选用加强绝缘或双重绝缘(Ⅱ)的电动工具、设备和导线，隧洞内作业台架、衬砌台车和移动照明应采用安全电压。施工现场的配电箱、开关箱、电线路应严格执行日常巡查制度，破损的配电箱、开关箱应立即更换，高压、变配电设备的围栏、屏护高度应满足《防护屏安全要求》中的规定，并树立明显的标志牌。当安全距离不足时，还应采取相应的安全技术措施。采用连锁保护安全技术防止触电事故，如双电源的自动切换保护安全装置，电焊机空载断点或降低空载电压装置等。采用绝缘防护用品(绝缘手套、绝缘鞋、绝缘垫等)预防触电事故。对作业人员进行触电应急救援知识培训。B、应急处理措施①61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………首先发现触电、起火发生，应立即呼救报警，迅速关闭电源，在场员工均应立即协助抢救。事故发生时，应立即按突发性事件上报程序上报，同时拨打报警电话。②发现火灾应迅速将着火物附近的可燃、易燃物移开，并用现场的灭火器材灭火。③火势较大时，立即通知项目部领导小组，启动预案，结合实际，迅速制订灭火方案，组织指挥部义务消防队进行灭火；有人员伤亡时，拔打急救中心电话120，要求急救。如火势一时不能扑灭，指挥部应急领导小组应一面组织指挥疏散人员，一面指挥灭火和抢救物品，同时向当地消防部门报警，派人到交通路口引导消防车辆进入现场灭火。④火警发生时，电话总机应优先接通火警电话。（3)、高处坠落应急抢险措施A、应急准备①危险源识别脚手架安装、吊装大型设备及构件作业。吊装大模板、钢筋笼等其它大型构件作业。在机械设备安装、维修时，因用力不均匀造成人员重心失稳、滑跌、踩空、拖带、碰撞等引起坠落存有重大危险源。②预防措施项目部按照要求，根据施工工序安排制订施工方案，对作业进行安全技术教育培训。施工前，应逐级进行安全技术教育与交底，落实所有安全技术措施和人身防护用品，未经落实不得进行施工。设备物资提供合格的个体安全防护用品，并定期进行检查及时更换不合格的用品。攀登和悬空高处作业以及搭设高处作业安全设施的人员，必须经过专业技术培训及专业考试合格，持证上岗，并必须定期进行体格检查。施工中对高处作业的安全技术设施，发现有缺陷和隐患时，必须及时解决，危及人身安全时，必须停止作业。施工作业场所有坠落可能的物体，应一律先行撤除或加以固定，高处作业中所用的物料，均应堆放平稳，不妨碍通行和装卸，工具应随手放入工具袋，作业中的走道，通道板和登高工具，应随时清扫干净，拆卸下的物体和废料均应及时清理运走，不得随意乱放或向下丢弃，传递物体禁止抛掷。雨天进行高处作业时，必须采取可靠的防滑措施，凡积水均应及时清除，遇有六级以上强风、浓雾等恶劣气候，不得进行高空作业；台风暴雨后，应对高处作业安全设施逐一加以检查，发现松动、变形、损坏或脱落等现象，应立即修理完善。高处作业安全设施的主要受力杆件力学计算按一般结构力学公式，强度计算按现行有关规范进行。因作业必需临时拆除或变动安全防护设施时，必须经工地负责人同意，并应采取相应的可靠措施，作业后立即恢复。作业人员必须从规定的通道上下，不得从脚手架或提升设施等施工工具进行上下。61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………施工期间定期或不定期对各种安全防护设施进行抽查，凡不符合规定的必须修理合格才能继续使用。高处作业人员不得穿拖鞋或硬底鞋，所需的材料要事先准备齐全，工具应放工具袋内，防止脱落伤人。B、应急抢险物资对付可能发生的坍塌事件，要事先准备一定量的抢险物资材料、机具。设专人进行管理，确保抢险物资设备能随时投入使用，设备物资见“应急抢险设备物资”。表7-1应急抢险设备物资序号名称规格型号数量性能状态备注1常用急救箱3-4合格2急救担架2合格3常用急救药品若干有效4止血绷带纱布若干合格C、应急处理措施①、事故发生后，现场人员应立即向值班人员汇报事故时间、地点、方位、受伤人员情况。②、项目部应急领导小组根据情况启动预案，组织人员设备进行抢救行动。③、施工时不慎从高处摔下，会造成不同程度损伤，以至死亡。根据施工高度着地部位、地面软硬程度等因素，坠落可形成颅脑外伤，胸外伤、腹外伤四肢及脊椎骨折等损伤。颅脑损伤是因为头部着地，形成颅骨骨折如病人坠落后即刻昏迷不醒等。胸部外伤主要是肋骨骨折，吸气时胸痛，不敢咳嗽等。腹部受伤多发生肝、脾破裂及肾挫裂伤。伤员有内脏出血表现为：面色苍白、脉博细弱而快、口渴、腹痛、恶心呕吐等。坠落时臀部着地往往发生脊椎压缩性骨折，下肢瘫痪等。④、现场急救。对坠落的伤员现场处理十分重要，否则会贻误治疗，而不正确的处理又容易使伤员雪上加霜。⑤、坠落伤员往往是多发性损伤，救护时不能顾此失彼。胸部骨折包扎固定，四肢骨折可就地取材，用木版长度应超过上下两个关节。脊椎损伤特别要注意脊椎骨折的处理。搬运伤员时应有一人抱头牵引固定颈部抬上木版担架，用衣服毛巾沙袋等固定头颈两侧，以防摆动头部。用担架运送伤员时，使伤员脚在先、头在后，这样便于抬担架的人观察伤员的的神态及病情变化。61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………⑥、经过伤员现场处理之后，及时送往医院治疗观察。（4)、机械伤害事故应急措施A、应急准备①、危险源识别施工过程中机械、车辆转动部位的绞、碾压和拖挂、机械部分的钻、锯扎、撞、挤等存有重大危险源。维修、施工过程中机械失稳、倾倒、机况不良、违章操作、机械安全保护设施欠缺等存有重大危险源。施工现场一些机械设备可能作业人员造成多种伤害。这些伤害是：夹伤：人的身体及四肢在机器的闭合或往返运动中被夹住。在有些情况下，肢体被卷进闭合运动的部件中时，也会发生夹伤。例如，在使用抓夹工具不当时，会夹伤手指。撞伤：施工人员盲目进入机械的旋转活动范围内时，会造成严重伤害。接触伤害：当人体接触到机器的锋利的或锉状的表面时，会发生伤害。另外，接触高温或带电部件，也会造成伤害。卷动伤害：头发、耳环、衣物等卷入机器的运动部件造成伤害。射伤：在机器运转时，因机器部件或工件被抛出而造成的伤害。例如，碎条、细渣、熔滴或机器部件的碎片抛出造成的伤害。②预防措施工程实施前，对参与本工程施工的人员进行机械设备安全生产宣传教育，制订各种机械设备的《安全生产操作规程》，操作人员在施工中严格按照技术操作规程施工，消除人的不安全行为。机械设备操作人员必须是经过有关部门培训、考核合格后持证上岗操作，严格禁止无证操作行为。新进场的机械驾驶人员必须经过跟车实习，熟悉施工现场道路状况后方可独立操作。作业场所的机械设备在正常运转时候，施工人员严禁盲目进入机械旋转危险区域内，当需要通过机械设备运转范围时，必须向司机发出信号，待司机停止运转时方可通过。所有施工人员在进出隧洞、施工现场时严禁与行走机械、车辆抢道，不得强行爬车和追车。行走机械、车辆在通过隧洞洞口、施工作业地段、衬砌作业台架、平交路口等特殊地段时必须按5㎞/h限速行驶。建立经常性的安全教育和检查制度，加强工前安全讲话、工中安全检查、工后安全总结的三工制活动。以不断地增强施工人员自防互防能力。B、应急抢险物资61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………要事先准备一定量的抢险物资材料、机具。设专人进行管理，确保抢险物资设备能随时投入使用，设备物资见表“应急抢险设备物资表”。表7-2应急抢险设备物资序号名称规格型号数量性能状态备注1常用急救箱3-4合格2急救担架2合格3常用急救药品若干有效4止血绷带纱布若干合格C、应急处理措施①、事故发生后，现场人员应立即向值班人员汇报事故时间、地点、方位、受伤人员情况。②、项目部制定应急预案，项目部应急领导小组根据情况启动预案，组织人员设备进行抢救行动。③、施工现场的机械伤害事故，会造成不同程度损伤，以至死亡。根据施工作业地点、机械类型等因素，伤害类型多为挤、压、绞、缠、切等引起的外伤。④、现场急救。对伤员的现场处理十分重要，否则会贻误治疗，而不正确的处理又容易使伤员雪上加霜。根据实际情况首先应停止设备运转或移动机械设备，使伤员脱离致害物，对与肢体动脉流血的伤员要及时包扎止血，防止流血过多造成休克或生命危险。⑤、事故中如果发生手、脚或手指、脚趾断掉时，在料理好伤者后，及时找回断肢，用清洁的布块包好放入塑料袋内，让断肢保持低温，如有可能在塑料袋周围放些冰块，但不要将冰块直接碰到断肢。⑥、伤员转运的正确方法外伤患者，经过现场急救之后，需要送往医院救治。在搬运伤员的过程中，如果不懂得伤员转运中的知识和方法，很有可能由于搬运不当引起严重后果。例如：脊椎损伤的病人，转运中不能使病人的脊椎弯曲，应用坚固的木版将身躯固定好，并用硬木版担架搬运。没有应用物时，多人同时搬运中，应使其身体保持在伸直位置，以免损伤脊椎神经，导致下肢瘫痪；对于昏迷者，应让其取侧卧位，以防呕吐物吸入肺部，引起肺炎或窒息死亡；危重伤员搬动身体时，必须将患者的头、肩、躯干做为一个整体，在同一平面上同时翻转和搬动，不可使其扭曲等等。61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………患者在担架上，应根据不同的伤情，做一些体位上的调整，例如：怀疑脑损伤的可将伤员的头适当的垫高。有头头骨骨折时头部两侧还应用棉衣、枕头、砖、石等予以固定，避免晃动加重损伤。如果怀疑患者内出血休克，则应采用头低脚高位。如果患者呼吸困难或是胸部创伤，则应该采用半坐位。⑦、经过伤员现场处理之后，及时送往医院治疗观察。伤员送到医院后，应立即将断肢交给救护人员处理。8.2.3现场保护突发性坍塌事故/事件发生后，项目部立即派人赶赴事故/事件现场，负责事故/事件现场保护，立即开展收集证据工作。因抢救人员、防止突发性高处坠落紧急事故/事件扩大以及疏通交通等原因，需要移动现场物件时，要做好标志、标记，并绘制现场简图，写出书面材料，妥善保存现场重要痕迹、物证。8.2.4警报和紧急公告当事故可能影响到周边地区，对周边地区的公众可能造成威胁时，应及时启动警报系统，向周边公众发出警报，同时通过各种途径向公众发出紧急公告，告知事故性质、对健康的影响、自我保护措施、注意事项等，以保证公众能够做出及时自我防护响应。指挥长决定是否启动警报。警报和紧急公告由派出所负责组织实施，相关部门配合。警报方式采用扩音喇叭向周边区发出警报。8.2.5事态监测发生突发性高处坠落紧急事故/事件并启动应急预案后，由项目部所属的安全部、技术质量部、派出所负责人各指定本部门1名人员组成事态监测小组，负责对事态的发展进行动态监测并做好过程记录。8.2.6警戒与治安为保障现场应急救援工作的顺利开展，在事故现场周边建立警戒区域，实施交通管制，维护好现场治安秩序，防止与救援无关人员进入事故现场，保障救援队伍、物资运输和人群疏散等的交通畅通，并避免发生不必要的伤亡。在安全事故救援过程中现场警戒与治安由派出所负责实施。现场警戒措施包括：危险区边界警戒线为黄黑带，警戒哨佩带臂章，警车鸣警灯和警笛，用扩音喇叭警告，警戒哨人员负责阻止与救援无关的人员进入事故救援现场。8.2.7人群疏散与安置人群疏散是减少人员伤亡扩大的关键措施，也是最彻底的应急响应。应根据事故的性质、控制程度等决定是否对人员进行疏散。61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………8.2.8医疗与卫生由卫生所所长负责对在突发性高处坠落事故中受伤的人员进行现场急救。对伤情严重的人员立刻转送至工程所在地附近医院或急救中心进行抢救，转送过程中指派专人进行途中护理，急救车为转送伤员专用车辆或120急救车。在紧急转送伤员时，救护车鸣灯。8.2.9公共关系突发性事故发生后，应将有关事故的信息、影响、救援工作的进展情况等及时向媒体和公众进行统一发布，以消除公众的恐慌心理，控制谣言，避免公众的猜疑和不满。发布事故相关信息由指挥长批准，由指挥部办公室发布，保证发布信息的统一性，及时消除传言。8.2.10应急救援人员的安全应急救援过程中，应对参与应急救援人员(指挥人员)的安全进行周密的考虑和监视。必要时，应有专业抢险人员参与指挥或作业。在应急救援过程中，由指挥部安全部指派专人负责对参与应急救援人员的安全进行过程监视，及时发现受伤人员并组织撤换抢救。61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………附录一制作钢筋骨架检查砼质量及标高，制作试块平整场地定位放样埋设钢护筒钻机就位钻进成孔清孔吊装钢筋笼安设导管、漏斗修筑泥浆池泥浆制备灌注水下混凝土拆除护筒检查沉碴厚度　　不合格成桩质量检查说明：钢护筒采用8mm厚钢板制成,直径比设计桩径大200mm，埋设护筒时顶端高出地面0.3m。为防止护筒底部悬空，造成坍孔，漏水、漏浆，护筒埋置深度应保证穿过淤泥层0.5m，在护筒周围夯填粘性土。采用循环钻机和冲击钻机配合施工，钻孔时采用泥浆护壁，保持孔内泥浆始终高出孔外水位或地下水位1.0m以上，并保证泥浆的性能指标符合规范要求。孔深达到设计要求后进行清孔，起重机安放钢筋笼，砼在拌和站集中拌和，砼运输车运送，每根桩施工前清孔后经监理工程师检查认可，钻孔和灌注水下砼作业连续进行，中途不得中断，尽量减少清孔和吊装钢筋笼的作业时间，灌注桩砼顶面应高出设计桩顶标高。0.8m以上，系梁或承台施工前凿除。61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………附录二61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………附录三61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………附录四61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………附录五61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………毕业设计总结转眼间我来这实习已经4个多月了，刚开始来的时候，有时候去现场转转，我们这修的北京至石家庄客运专线，在桥上，记得我第一次上桥的时候遇到了监理工程师，他给我讲了许多侨上的东西，那个时候我也明白了在学校里老师虽然给我们讲了，但就是很难理解，不像在现场，师父给你一讲，你一看就明白了，其实并没有书上说的那么复杂啊！我被分到测量队，测量队里只有我几个人，再有两个实习生，一个技术主管，每天和他们去现场，我只是看看，因为他们人够，不用我，我记得有一次，我们的技术主管还有一个实习都回家了，这里就剩下和我一起来的实习生，然后队长让他放那机前岔后那几个点，他一个人又不行，我就和他去了，他看镜子，我扶棱镜，一会右手侧一个杆，一会左手侧一个尖，又是靠近几百，又是远离几十，我当时才感觉到一天他们出来测量挺不容易的。我和他出来测了两天，平时都没有感觉到累，可那两天，晚上刚躺下就睡着了。我们这的环境不是很好，这的风是相当的大，这里的人说他们这一年经常刮风，而且挺大的，我当时还不信，但是呆了一段时间以后确实如此，几乎天天有风，这修的铁路知道干什么用吗？大部分人第一感觉都觉得是客车吧！但恰恰相反，这几条铁路，一天只有一趟客车，其余的都是货车，拉什么的吗？这里的煤遍地都是，还是露天煤，煤场相当大，现在修的铁路就是把这里的煤往外运的.记得有一次，我们测量就在煤场里，那天风还特别大，我们都戴的口罩，当时10米内看不见人啊！我们当时回来的时候脸上，耳朵里全是黑的，想想我们还戴的口罩，要是不带呢，我估计都变成黑人了，幸好我们在煤场测量就一两次，要是经常在那干，我估计我们的肺都要成黑的了，有一点这里还是挺好的，就是没有多么热，晚上睡觉可舒服了，可以这样说今年夏天我没有感觉到热，我们这的工程已经到尾声了。项目经理说12.30要竣工，但不知道能不能完，我看现在的活还多着呢，桥上的，线路上的，站场的，路基的，挺多的，想在12.30完事，确实有点困难，但不管怎么说，今年年底是一定可以完事的.我在这主要是写施工日志，每天都要写，刚开始写的时候我一些术语都不知道，但慢慢的技术主管告诉我怎么写，现在已经写的差不多了，再就是看看图纸，刚开始我一点都看不懂，但是一点一点的学，基本上会看一点了，在平时没有事的时候就看看施工准则，那上面有许多施工时应注意的事项，出现了什么问题，应该怎样解决，那施工规范里面都有，我觉得那本书挺好的，从那本书里我学到了许多东西，桥上的活完事了，现在最主要的活就是站场，封锁施工，换铺线路，小机捣固，61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………8月份整个月都在封锁，最大的封锁是有一个四开道岔，当时现场有将近200个人呢，等到那客车过去之后，那些工人就争取有限的时间干活，每一次封锁都能在封锁要求的时间内完成。我们这用的是徕卡全站仪，这个仪器用起来非常方便，比学校的好用多了，它底下有红外线，不用你在用脚挡在底下找点，平时我一般不出去，都是在屋里做内页，可是那半个月我们这的技术都回家了，这就剩我和另一个实习生了，没有办法，我就和他出去测量去了，那几天虽然有点累，但是觉得非常充实，自己第一次找点，而且用了之后觉得它并没有想象中的那么难啊！在这里，我觉得有的领工员他们不用我们所学的知识一样可以把活干完，一问他们，他们说经验告诉他们应该这么做，真的了不起啊！我们这个地方现在已经开始冷了，在这之前已经下过两场雪了，和我们家那块比这个地方真的听了让人受不了，都快零下了，那天我出去了，穿的还是大衣，但站在外面还是冷的受不了，当时温度应该在1度左右吧！其实温度不是很低，就是这的风特别大，刮在人脸上特别痛，而且我们还经常上夜班，晚上更冷。在实习期间，我真正领悟到了干技术这一行业确实挺累的，起早贪黑，有时下小雪都出去干活，女生还可以，在屋里做内页，但我没有在项目部，但在测量队，他们也不让我出去，有时我觉得在屋里看书，许多东西还是不懂，我就要求和他们一起出去，看看他们怎么放岔子，怎么干活，有什么不懂的还可以问他们，以前在学校学的东西都是些理论的，而现在在这块才真正学到了东西，原来有一个技术给我说，女生就把内页做好就行了，其实内页所学的东西也特别多，你只要好好的做内页，多看施工规范，一定可以用的着的。说真的我也觉得做内页非常的重要，而且是女生，下现场根本不太可能，或者以后可以呆在实验室，做一些试验，搅拌站也可以，但这些地方你都要懂一些知识吧！所以说现在一天没事的时候就看看专业书，扩展自己的知识面，防止以后找个什么活自己却干不了啊！铁工3086班车奎2011年4月61 ……………………………………⊙……装…………………………⊙……订………………………⊙……线………………………………………精品文档————————————————————————————————————————————————————————————————————————————————————————————————————————————————精品文档精品资料精品文档——————————————————————————————————————————————————————————————————————————————————————————————————————————————-———精品资料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#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