预应力混凝土简支梁预制施工组织设计毕业论文

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预应力混凝土简支梁预制施工组织设计毕业论文

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专业：铁道工程学生杨微设计（论文）指导教师：发题日期：2008年10月8日63 一、设计题目及内容：题目：兰青二线预应力混凝土简支梁预制施工组织设计内容：本文首先对兰（州）-西（宁）铁路增建二线桥梁工程（以下简称兰青二线）桥梁预制施工组织进行了较全面的设计和系统的阐述。该桥梁为预制后张法预应力混凝土铁路桥简支T梁。根据兰青二线工程的总体施工方案设计，重点对桥梁预制施工、施工方法及工艺等进行了详细的描述。其次，结合兰青二线桥梁预制施工组织设计中的一些工序、工期要求，编制了双代号网络计划，绘制了施工进度网络图和施工横道图。第三，结合兰青二线桥梁预制施工组织设计，进行了与该项目有关的人、料、机等资源的合理配置，把工程的设计与施工、技术与经济、前方和后方、整个施工单位的施工安排和具体工程的施工组织更紧密联系起来。最后，结合工程自身及所处城市的特点，通过技术组织措施反映工程项目的质量、工期、安全、环保等方面的要求和做法，使业主全面了解承包方的管理水平。通过施工组织设计，对施工项目进行全面系统的管理和周密的安排，使之完成对施工项目起着重要的规划、组织和指导作用。63 二、基本要求：能通过实施性施工组织设计，合理选用合适的施工方案，工料机的使用。三、主要技术指标：计划平均月产量(按26天计)40孔、最高月产(按30天计)50孔。考虑蒸汽养护，后张梁台位周转期为2～3天。场内布置32m梁生产台位9片，24m梁生产台位1片。16m生产台位1片(16m梁生产完后立即改为24m生产台位)，12m生产台位1片。四、重点研究的问题：1、合理的安排各个时期的工作量,并对各个时期需要的工料机的数量进行分配。2、在施工过程中,随时调整施工的安排,动态的对施工过程进行调节,并对施工的方法方案实行经济和合理的对比,尽量采取适合本工程的手段，多快好省的完成任务。63 五、应搜集的资料及参考文献：1、《铁路工务技术手册》（铁道部工务局）2、施工规范。《铁路桥涵施工规范》（TBJ203-96）、《铁路混凝土及砌石工程施工规范》（TBJ210-96）、《铁路路基施工规范》（TBJ202-96）3、定额。《铁路工程劳动定额标准》、《铁路工程概预算定额》第一册“路基工程”，第二册“桥涵工程”。六、其它需说明的问题：完成设计日期：2008年12月20日答辩日期：年月日63 评议意见书专业铁道工程姓名杨微题目：兰青二线预应力混凝土简支梁预制施工组织设计评语：成绩评定：指导教师：200年月日答辩小组意见答辩小组负责人：200年月日远程与继续教育学院意见院长：200年月日63 目录1绪论………………………………………………………………………72编制依据及编制说明……………………………………………………73工程概况、特点…………………………………………………………84施工部署…………………………………………………………………105施工总平面布置…………………………………………………………236施工图纸…………………………………………………………………257原材料……………………………………………………………………258生产工艺布置……………………………………………………………269生产准备…………………………………………………………………2810生产计划安排……………………………………………………………3111主要生产工艺……………………………………………………………3412冬期施工方案……………………………………………………………4813夏季施工方案……………………………………………………………4914混凝土耐久性措施………………………………………………………5315横向预应力施工方案……………………………………………………5416质量保证措施……………………………………………………………5617环境保护措施……………………………………………………………5918安全保证措施……………………………………………………………6063 兰青二线预应力混凝土简支梁预制施工组织设计第1章绪论施工组织设计是指导施工准备和施工的基本技术经济文件，它是在施工项目开工前，对拟建工程在人力和物力、时间和空间、技术和组织等方面做得全面合理的安排，对施工项目的施工组织与管理，进行科学、统筹、全面地构思和规划，保证施工企业与业主签订的合同要约的实现，提高企业在建筑市场竞争的信誉和诚信度。根据现场踏勘和调查，依据现行施工规范及技术规程、质量检验评定标准及验收办法，在认真研究了该工程特点后，编制了该工程的施工组织设计。第2章编制依据及编制说明2.1编制依据施工招标文件及业主对工程工期的要求；专业设计院提供的施工设计图和资料；现场踏勘、调查工地周边环境条件所了解的情况和收集的信息；现行施工规范及技术条件、质量检验评定标准及验收办法。2.2编制原则认真贯彻国家对工程建设的各项方针和政策，严格执行建设程序。63 认真阅读招标文件、设计图纸，认真察看现场，明确工程的特点、重点，遵循施工工艺、技术、安全规律，合理安排施工程序和顺序。全面规划、统筹安排，保证重点，优先安排控制工期的关键工程。充分利用现有设备，提高机械化程度、提高机械效率，改善劳动条件。合理布置施工平面，注意因地制宜、就地取材，减少消耗、降低成本。第3章工程概况、特点3.1工程概况我厂中标兰青二线（兰州-西宁）铁路工程QL-2号标包，其中预应力混凝土简支梁合同共计223孔。本合同桥梁交货地点河口南至海石湾。本合同采用的预应力钢筋混凝土梁的具体规格、数量如下：兰青二线合同预应力混凝土梁规格、数量表序号物资名称规格直/曲地震动峰值加速度(g)采用图号单位数量1钢筋混凝土桥梁32m单边直0.2通桥（2005）2201-Ⅰ孔62钢筋混凝土桥梁32m单边直0.15通桥（2005）2201-Ⅰ孔223钢筋混凝土桥梁32m单边曲0.2通桥（2005）2201-Ⅰ孔244钢筋混凝土桥梁32m单边曲0.15通桥（2005）2201-Ⅰ孔107532m直0.2孔663 钢筋混凝土桥梁双中通桥（2005）2201-Ⅰ6钢筋混凝土桥梁32m双中曲0.2通桥（2005）2201-Ⅰ孔247钢筋混凝土桥梁32m双中曲0.15通桥（2005）2201-Ⅰ孔38钢筋混凝土桥梁24m单边直0.15通桥（2005）2201-Ⅱ孔29钢筋混凝土桥梁24m单边曲0.2通桥（2005）2201-Ⅱ孔710钢筋混凝土桥梁24m单边曲0.15通桥（2005）2201-Ⅱ孔511钢筋混凝土桥梁24m双中曲0.2通桥（2005）2201-Ⅱ孔712钢筋混凝土桥梁24m双中曲0.15通桥（2005）2201-Ⅱ孔213钢筋混凝土桥梁16m单边曲0.2通桥（2005）2201-Ⅳ孔214钢筋混凝土桥梁16m双中曲0.2通桥（2005）2201-Ⅳ孔215钢筋混凝土桥梁12m单边直0.2通桥（2005）2201-Ⅴ孔216钢筋混凝土桥梁12m双中直0.2通桥（2005）2201-Ⅴ孔2合计孔223本项目位于兰州市西固区，兰州项目部。海拔高度：1517.2m。气温：多年平均气温14.3℃，极端最高气温36.7℃，极端最低气温-21.7℃。降水量：年平均降水量331.5mm；最大日降水量50.0mm。相对温度%：最高55%，最低62%。施工、生产生活用水、电、汽非常方便，梁场位于63 甘肃省西固区新城镇新冶路200号甘肃省金属物资储运供销总公司院内（以下简称物资公司）。邮编：710094公路、铁路交通便利，梁场占地面积60亩是制梁的理想场所。3.2工程特点经研究设计图纸、设计方案及业主要求，结合现场的水文、地质、环境等因素的调查，分析工程结构特性，该工程具有以下几个突出的特点：本标段工程施工主要在夏季，生产任务重、品种多、施工工期紧。采用新型桥梁预应力施工是本工程的难点。第4章施工部署4.1施工总体安排在接到中标通知书以后，立即进场进行施工准备工作，在30天内将施工准备工作全部完成。计划平均月产量(按26天计)40孔、最高月产(按30天计)50孔。考虑蒸汽养护，后张梁台位周转期为2～3天。场内布置32m梁生产台位9片，24m梁生产台位1片。16m生产台位1片(16m梁生产完后立即改为24m生产台位)，12m生产台位1片。施工方案的选取上拟采用我厂成熟的施工方法及管理措施，严把施工工序及各环节，确保该合同的圆满完成。63 4.2组织机构本着保工期、质量、安全的原则，同时便于内、外协调，在现场成立项目经理部，全权负责本工程项目的组织、实施及管理。拟为承包本合同工程设立的组织机构图见下（图4-1）：图4-1本合同工程组织机构图本工程设一个项目经理部，下设技术部、试计室、工程部、安质部、机材部、综合室六个职能部门和钢筋加工班、钢筋编架班、模型班、灌造班、张拉班、成品班、龙门吊班、起重班、横向施工队、电焊班、制穿班、锅炉班、保温班、质检班、机电班、后勤班、库管班十七个班组。项目经理部负责履行合同，按期优质完成本合同段工程。1．主要负责人和各职能部门的工作职责如下：项目经理：贯彻执行国家方针政策、法令法规及产品标准，技术规定，做到合法生产经营。63 组织编制年度工作方针目标，实施方针目标管理，经常督促检查、确保方针目标的实现。健全生产经营管理系统，实行统一领导，分工负责和分级负责，充分发挥各级领导和各职能部门的作用。推行全面质量管理和群众性QC小组活动。促进产品质量的稳定和提高。抓好安全生产，避免人身和设备事故的发生。管好用好制梁场的财产和资金，避免造成财产损失和资金浪费，确保工厂下达的经济技术指标的实现。项目副经理：协助总经理推行方针目标管理、开展方针目标的诊断、分析，检查、确保目标实现。抓好物资采购供应管理，保证生产需要。抓好碎石生产，保证碎石质量，满足桥梁生产需要。领导有关部门按用户提供的时间和数量，搞好桥梁的装车发运，确保用户工期。抓好基建管理工作，保证基建质量，确保生产所需。完成制梁场下达的经济指标。协助项目经理协调好与地方政府、业主、设计、监理等单位之间的外部关系。总工程师：领导和组织有关部门按照《作业指导书》、《施工细则》组织生产，严格工艺纪律，搞好生产过程的质量控制。负责全面质量管理的推行和深入开展，促进产品质量的稳定和提高。领导检验、试验部门搞好原材料入场，生产过程，直至最终产品的检验、试验工作做到不合格的原材料不投产，不合格品不转序和出场。及时解决生产过程中出现的技术质量问题。抓好设备、工装检修、维护和保养，保持其良好的技术状态，为产品质量提供保障。抓好计量工作，实现计量器具的配置能满足产品质量检测功能的要求，周期检定符合主管部门的规定。协助总经理搞好生产经营管理，按质按量地完成生产计划。搞好安全生产，避免人身和设备事故的发生。完成制梁场下达的技术经济指标，63 组织开展QC活动及合理化建议。技术部：严格按照《作业指导书》和《施工细则》等工艺文件规定组织生产，搞好生产过程的控制，并对产品的制造质量负责。运用统计技术和纠正预防措施，使生产过程保持稳定的受控状态，并对过程质量保证能力负责。搞好技术文件和资料的控制，确保制梁场所使用有效版本，对误用作废或过期技术文件造成的质量损失负责。深入生产现场检查工艺规程执行情况，纠正违章操作。推行全面质量管理，搞好质量知识与生产技术知识培训，提高全员质量意识和生产技能。负责工艺装备的正确使用和维护保养。组织对设计文件的复核，编制实施性施工组织设计，做好技术交底和指导实施等工作。配合监理工程师对质量和进度进行检查指导，收集整理竣工文件。试计室：负责计量、检测、试验设备的管理，负责材料进场的检验、施工过程中的试验和竣工项目的最终检验，按规定进行全面试验和抽检及工地试验、现场检验和认证。工程部：63 根据用户工程进度和供梁计划及桥梁生产能力，编制月度作业计划。掌握原材料和产品配件储备及消耗情况，编制产品配件计划。做好生产过程的指挥和协调，理顺各科室和班组之间的生产联系，沟通生产渠道。按计划组织生产和解决生产过程中出现的各种问题，保证生产正常进行。按质量要求分品种规格搞好成品的存放。搞好成品的管理防止碰撞损坏桥梁。产品的收、发、存帐目齐全，资料完整。组织衔接车辆进场，到位，做好装车准备。装车前组织质量检验人员再次对产品质量进行复验，切实做到不合格品不得出场。按技术部门和铁路运输部门制定的装车方案装车，做到支撑稳固、捆绑牢实，确保运输安全。建立各级人员安全生产责任制，认真贯彻实施，严格考核。教育和督促职工正确使用防护用品。贯彻生产与安全计划、布置、检查、总结、评比五同时制度。特种作业人员要有培训，有台帐，并作到持证上岗。安质部：进场原材料根据试验室出具的试验报告，作出合格与否的结论，切实做到不合格的原材料不得投入生产。组织生产班组职工搞好工序自检，并作好自检记录。搞好产品的过程检验，特别是关键、特殊工序的检验。严格按照产品标准搞好成品检验，作出合格与否的判定。严格按照考核办法进行考核、奖惩兑现。产品装车前再次对产品进行复检，切实做到不合格的产品不得出场。及时妥善处理用户反映的质量问题，维护企业信誉。机材部：负责工程所需材料的供应和管理，确保进场材料的合格。管理好各种机械设备，确保施工机械的完好率。综合部：负责本工程的后勤保障和治安工作以及日常的项目管理工作。定期组织经济活动分析会，确保财务状况良好。2．班组任务划分如下：钢筋加工班负责桥梁钢筋下料、加工工作。钢筋编架班负责桥梁钢筋编架工作。模型班负责脱、立桥梁模型及维护保养桥梁模型工作。灌造班负责桥梁梁体灌造及桥面保护层施工工作。张拉班负责桥梁梁体预应力张拉工作。成品班负责桥梁封端、压浆、防水层铺设、产品修饰工作。龙门吊班负责桥梁起吊、移运、装车、押运工作。起重班负责桥梁重物起吊工作。横向施工队负责现场桥梁张拉、压浆、封锚工作。63 电焊班负责桥梁配件焊制、模型维修工作。制穿班负责钢绞线下料、穿束、制空胶管及预埋件抽拔工作。锅炉班负责桥、负责施工机械的维修及保养。保温班负责桥梁保温、保温养护工作。质检班负责桥梁工序检查、成品检查。机电班负责机电维修、电路工作。后勤班负责食堂、后勤保卫工作。库管班负责库房管理工作。4.3机械设备配置计划4.3.1拟投入本合同工程的主要施工机械表表4-1本合同工程的主要施工机械表序号机械或设备名称规格型号产地现状数量备注1混凝土搅拌站HZD70成都市华民机械厂良好1座已有2混凝土搅拌机Js350天津北辰建工仪器厂良好1台已有3龙门吊SMJ85t30m跨北戴河通联路桥机械有限公司良好2台已有4龙门吊10t28．56m跨新乡中原起重机总厂良好3台已有5移梁卷扬机5t双筒阜新市建筑机械厂良好3台已有6卷扬机3t单筒四川东方机械厂良好5台已有7油泵ZB4-500柳州OVM建机厂良好7台已有63 8张拉千斤顶YCW300B柳州海威姆建筑机械公司良好4台已有9张拉千斤顶YCN23北京市建科院良好1台已有12张拉吊架自制良好2套已有13顶梁千斤顶QF100-16柳州OVM建机厂良好2台已有14钢筋调直机GTS6-12黑虎建筑机械公司良好2台已有15对焊机UN1-100黑虎建筑机械公司良好1台已有16钢筋弯曲机GW40A黑虎建筑机械公司良好3台已有19钢筋切断机GQ40-2A四川丹棱机械厂良好1台已有20电焊机BX3-500成都电焊机厂良好4台已有21灰浆搅拌机成都建工机械厂良好1台已有22灰浆泵HB6-3成都建工机械厂良好1台已有23试件振动台自制良好1台已有24震动台控制柜自制良好1台已有25震动器1.1千瓦河南省洛阳市震动器厂良好300台已有26插入式振动棒φ50mm成都良好8根已有27静载试验机BS97-32M江东神骏实业公司良好1台已有28蒸汽锅炉SZL6-1.25-AⅡ四川竹根锅炉有限公司良好1台已有29发电机MD-313良好1台63 成都东扬贸易有限公司已有30计算机千禧联想集团良好1台已有31计算机冠杰52X北京市东方电子良好1台已有32计算机华硕电脑华硕电脑有限公司良好1台已有33汽车猎豹V6湖南长丰良好1辆已有34汽车JEEP-4X4北京(切诺基轿车)良好1辆已有35汽车工具车良好1辆已有36装载机ZL-30B成都工程机械厂良好1台已有37普通车床C620-1B宝鸡机床厂良好1台已有38立式钻床Z525B北京第三机床厂良好1台已有39牛头刨床B665福州熔新机械厂良好1台已有4.3.2拟投入本合同工程的主要生产工装配置表表4-2本合同工程主要生产工装配置表序号名称型号产地现状数量备注1桥梁模型通桥2201边梁、32m中铁八局集团成都桥梁工厂良好4片已有63 通桥2201中梁、32m中铁八局集团成都桥梁工厂良好1片已有通桥2201中梁、24m中铁八局集团成都桥梁工厂良好1片已有通桥2201边梁外侧、24m中铁八局集团成都桥梁工厂良好0.5片已有通桥2201中梁、16m中铁八局集团成都桥梁工厂良好1片已有通桥2201边梁外侧、16m中铁八局集团成都桥梁工厂良好0.5片已有通桥2201中梁、12m中铁八局集团成都桥梁工厂良好1片已有通桥2201边梁外侧、12m中铁八局集团成都桥梁工厂良好0.5片已有2桥梁生产台位通桥2201、32m自制良好9片已有通桥2201、24m自制良好1片已有通桥2201、16m自制良好1片已有通桥2201、12m自制良好1片已有3存梁台位基础自制良好1100m已建410t门吊轨道一侧单轨长550m已建585t门吊轨道一侧双轨长550m已建6运灰轨道自制330m已建7装梁专用线自制良好500m已建63 8钢绞线盘架自制良好1个已有9运梁转向架自制良好80付已有10滑梁板自制良好500个已有11制孔胶管开封良好116根已有4.3.3拟配备本合同工程主要的材料试验、计量仪器设备表表4-3本合同工程主要的材料试验、测量、质检仪器设备表序号名称型号产地数量现状备注1液压式压力试验机WE-2000A长春实验机厂1台良好已有2液压式万能试验机WE-600B1台良好已有3水泥试验设备仪器3.1水泥胶砂搅拌机NRJ-411A无锡建筑材料仪器厂1台良好已有3.2水泥净浆搅拌机NJ-160A无锡建筑材料仪器厂1台良好已有3.3水泥胶砂振动台GZ--85无锡建筑材料仪器厂1台良好已有3.4水泥电动抗折机KZY-6000无锡建筑材料仪器厂1台良好已有3.5雷氏沸煮箱无锡建筑材料仪器厂1台良好已有3.6抗折夹具KZJ6000无锡建筑材料仪器厂1套良好已有3.7抗压夹具4×6.25无锡建筑材料仪器厂1套良好已有3.8水泥稠度仪无锡建筑材料仪器厂1台良好已有3.9雷氏夹，试锥，水泥筛，试针及配件无锡建筑材料仪器厂1套良好已有4钢丝反复弯折试验机GWJ--10济南试验机厂1台良好已有5混凝土加速养护箱YHK--03成都科析仪器厂1台良好已有6搅拌试验机50L成都建工机械厂1台良好已有7各种规格试模100×100×100（三联）24套良好已有100×100×300（弹模）11套良好已有7.07×7.07×7.07（三联）10套良好已有8砂石电动振筛机Φ300浙江飞达试验机厂1台良好已有63 9砂筛浙江飞达试验机厂1套良好已有10石筛浙江飞达试验机厂1套良好已有11混凝土弹模测定仪杨州仪器厂1套良好已有12台称50-100Kg成都1台良好已有13架盘天平5000g上海1台良好已有14架盘天平1000g上海1台良好已有15手提式切割机355mm/220V重庆1台良好已有16标准养护室新建1套17电热鼓风干燥箱成都科析仪器公司1个良好已有18标准振动台1m×1m1台良好已有19其它零星试验工具、量具、夹具等良好已有20活塞压力计西安1台良好已有21压力表1.0MPa上海20块良好已有22标准压力表0．4MPa西安5块良好已有23电热板BGG-2.4上海试验仪器厂1台良好已有24恒温自动控制器WKQ-B德阳华西电子仪器厂1台良好已有4.4劳动力计划劳动力组织调配由项目经理部根据施工现场、施工进度和工程量确定劳动力的配置。劳动力配置及劳动力曲线（见表4-4、表4-5）表4-4劳动力计划表单位：人工种、级别按工程施工阶段投入劳动力准备阶段施工阶段收尾阶段项目总经理111项目书记111项目副经理111总工程师111技术部242工程部25263 机材部242安质部132综合部252试计室284钢筋加工班4220钢筋编架班6460模型班4350灌造班6328张拉班2186成品班42510龙门吊班52812起重班2142横向施工队02020电焊班3122制穿班2120锅炉班2140保温班263质检班4115机电班242库管班232后勤人员81510总计（人）73350100劳动力数量2006年2007年11月12月1月2月3月4月5月6月7月8月9月人数4003002502001501005063 表4-5劳动力使用计划图4.5施工进度计划关键线路控制图接到中标通知书后，立即进行人员动员及组织设备，计划2006年11月20日开始基建准备，2007年3月1日正式生产，7月制梁完成，9月底全部完工。本合同段总体施工进度安排详见施工网络图（图4-2）和横道图（图4-3）。63 63 第5章施工总平面布置该方案根据月产量布置生产台位数量，按生产期和供货期要求所应达到的存梁数量，同时充分考虑到便于合理地组织生产与发运、节省用地而统筹进行规划的。5.1制梁场设在物资公司的闲置空地上,距离河口南火车站约2公里。空地上有3条铁路专用线通往河口南车站,便于桥梁发运和原材料进场，主要生产场地平行于铁路专用线纵向布置。5.2桥梁生产区位于制梁场西北侧的西南端,布置10t单轨龙门吊三台，跨度28.56m，靠混凝土搅拌站一侧悬出2.5m，用于桥梁生产过程中的立模、拆模、钢筋骨架安装、混凝土灌注等作业。5.3桥梁存放区位于制梁场东南侧和东北端。存放区布置85t双轨龙门吊两台，跨度30m，用于移梁和装车发运，以及配合桥面混凝土保护层的灌造等后工序作业。85t双轨龙门吊范围内可考虑双层存梁。5.485t双轨龙门吊范围以内移梁和存放全部采用85t龙门吊完成，85t双轨龙门吊范围以外存梁区桥梁全部采用卷扬机横移。5.5生产区布置有32m梁生产台位9片，24m梁生产台位设1片,4月份增加1片，共2片。16m、12m梁生产台位各一片。85t龙门吊范围内成品区布置一台移动式静载试验机，用于桥梁生产许可证和日常检验。生产台位按4片1列沿龙门吊走行线方向纵向布置4列。5.663 生产场地靠生产台位东北侧设有钢筋加工棚、钢材堆放区、办公室，工具室、试验室、配件加工房、材料室、水泥库、砂石料场、锅炉房、厕所。生产场地靠生产台位东南侧设有配电室、职工活动室，85t龙门吊范围内东北侧设钢筋编架区，生产台位的西南端设模型维修区。5.7混凝土搅拌站设在生产台位中部东北侧。为满足生产需要，搅拌站选用70m3/h的单卧轴强制式搅拌机，并备用一台350L的强制式搅拌机。5.8为解决搅拌机的清洗和废水排放，场内设排水沟一条。并在搅拌站处设污水沉淀池，使其排出的废水符合国家环保要求。5.9为方便桥梁灌造，在每个台位附近设有配电箱。5.10为便于半成品梁的养护，在半成品台位区还布置有给水管道，并在相应的位置留有水龙头。5.11生活用房租用物资公司的单身宿舍。附：中铁成都桥梁工厂兰州制梁场平面布置图。63 见下页插图（63 第6章施工图纸现场用设计图纸为通桥(2005)2201-32m、24m、16m、12m曲（直）；产品标准为TB/T3043-2005《预制后张法预应力混凝土铁路桥简支T梁技术条件》。第7章原材料7.1预应力钢铰线：采用天津银龙集团有限公司生产的φ15.24mm，fptk=1860MPa的低松驰钢铰线。7.2螺纹钢：采用酒泉钢铁公司生产的产品。7.3锚具：采用成都兴桥机械厂生产的CM型预应力锚具。7.4水泥：采用甘肃省祁连山水泥股份有限公司生产的P·O42.5低碱水泥。7.5砂：采用附近黄河中砂。7.6碎石：采用制梁场玄武岩碎石。7.7外加剂：采用西安咸阳高效FDN砼减水剂。7.8防水涂料、防水卷材：采用西安三联防水材料有限公司生产的L类氯化聚乙烯防水卷材。7.9玻璃纤维：采用陕西泛美施纤维网砼有限公司生产的FMS-19型玻璃纤维。7.10粉煤灰：采用西固热电厂生产的Ⅰ级粉煤灰。7.11拌和用水：采用符合JGJ63-1989《混凝土拌和用水标准》的黄河水。63 第8章生产工艺布置8.12台85t龙门吊跨线、跨生产台位架设，用于桥梁起重作业。8.23台10T龙门吊利用85t龙门吊内侧走行线跨线、跨生产台位架设，用于灌梁及其它作业。8.3砼搅拌站布置于台位中部附近，通过窄轨运输至10T龙门吊作业范围内进行梁的灌注作业。8.4梁体钢筋及桥面钢筋采用预编架方案，编好后由龙门吊直接吊运至生产台位上，拼接检查后，即可立模。8.5桥梁的张拉、压浆、封端及防水层的施工主要考虑在商品区进行作业。8.6存梁场地由于部分位于龙门吊范围之外。因此，需用卷扬机进行移梁作业。8.7生产工艺流程图见图8-1。63 图8-1：预制后张法预应力混凝土铁路桥简支T梁工艺流程图注：带★为关键工序带为特殊工序灌筑锚穴砼试件制作试件强度≥设计强度28d混凝土强度、弹模达到设计规定铺防水层、灌保护层验收成品出厂灰浆制备锚穴砼制备梁体砼养护终张拉弹性模量及强度达到设计规定切割钢绞线混凝土龄期大于14d预埋件制造穿钢绞线束移出台位前张拉强度达到设计规定移出台位吊装、拼接钢筋骨架安装模型灌注砼试件制作拨管脱模强度大于等于脱模强度混凝土制备模型维修涂隔离剂、放置垫块砼养护钢筋加工钢筋骨架预制底模板整修★★★压浆63 第9章生产准备根据生产安排，为保质保量按期完成本合同的桥梁生产任务，制梁场将在合同签订后1个月内完成制梁场的前期土建、设备安装和调试工作。为此，我们立即着手按合同计划的人员安排，从工厂抽调技术熟练的工人组成前期建厂施工队，施工队计划73人。9.1土建施工：9.1.1原生产台位恢复，此项工作在12月30日前全部完工，外移梁台位施工可以在投入生产后逐步完成。9.1.2排水沟施工在12月30日前完成。9.1.385吨龙门吊走行轨道整修12月28日完毕。9.2设备调试10t龙门吊、85吨龙门吊、蒸汽锅炉、70搅拌站、备用搅拌机等主要设备维修于2007年2月底安装完毕。9.3水、电施工正式生产用电按照用电规划设计图布线施工，计划在2007年1月底完成此项工作。给水施工也在12月中旬底完成。9.4技术准备9.4.1砂石采样、选定及梁体混凝土配合比的设计优选我们将进一步按照生产许可证的取证要求，对石料场进行采样，分别送权威机构进行试验以确定合格的石供应商。在选定合格石料后，我们将进行梁体配合比设计及优选工作，通过不同水泥用量、砂率的调整及不同减水剂掺量的对比试验，从中优选出一种既能满足强度和弹性模量指标又具有节约水泥，且和易性好的配合比。63 9.4.2施工图修改我们根据现场所采用的生产工艺和原材料情况，按照原标准图的意图，对原标准图作相应修改，使之成为符合现场实际情况的施工图。9.4.3工艺细则的修改和完善由于生产工艺的改动及施工图的修改，我们也将对原现场制梁的各种桥梁工艺细则、作业指导书作相应修改和调整，符合新的现场实际情况。9.5管理制度和质量保证体系的建立9.5.1管理制度的建立规章管理制度是企业正常有序运行的基础，也是质量保证体系能行之有效运行的基础。为此，我们根据现场实际情况建立劳动管理制度，安全与文明生产管理制度、质量指标经济考核制度，安全作业手册等规章制度。使现场各项工作有章可循、各司其职、有条不紊地进行。形成奖惩分明、制度管理的良性运行机制。9.5.2质量保证体系质量保证体系是保证产品质量的重要基础，现场制梁场的质量保证体系是工厂总质量保证体系的一个分支。我们将根据ISO9000标准的要求和本标书中的规划在正式生产前建立起行之有效的现场制梁场的质量保证体系，使所有的质量活动都能得到规范化的运作确保兰青二线铁路的工程质量。9.5.3人员培训63 各项管理制度的落实和质量保证体系的运行是靠人来完成的。因此我们计划在正式生产前半个月将集中时间对每个管理人员和现场工人进行制度学习、岗位培训、质量体系文件学习及工艺细则、作业指导书的学习，使每个职工都掌握“干什么、怎样干和为谁干”，创建一支在现场能打胜仗、打硬仗的职工队伍。生产施工准备进度图序号项目2005年11月2005年12月2006年1月2006年2月一土建施工185t龙门吊轨道整修2排水系统施工二设备调试13台10t龙门吊维修22台85t龙门吊安装31座70搅拌站维修41台备用搅拌机安装5锅炉房及水处理系统6其它设备、工装三水、电施工四技术准备五管理制度与质保体系六人员培训第10章生产计划安排根据“兰青线桥梁合同计划”要求，本合同预应力混凝土简支梁预计在2007年5月中旬开始铺架，到2007年12月30日全线铺通，因此工期相对紧张。我们在生产安排上尽量压缩前期建厂时间，尽可能早投产。考虑到在气温较低的情况下生产很困难。因此我们将加大生产能力，缩短生产期，初步计划到2007年8月底全部生产完该合同桥梁预制，以满足供梁的需要，并在生产能力上留有一定的富余。我们计划2007年2月底完成现场制梁场的筹建以及生产准备工作，2007年3月1日至2007年7月31日为63 生产期（5个月），尽量避开冬期施工。10.1月生产能力理论计算考虑蒸汽养护，后张梁台位周转时间平均按3天(72小时)考虑,模型周转时间平均按2天(48小时)考虑,具体一个周转期时间安排如下:表：10-1后张法预应力混凝土简支梁生产周转期时间按排表序号工作内容时间(小时)备注1清理台位,安放钢筋骨架12立模(侧模、端模)33安装桥面钢筋14安装内、外侧挡碴墙模15模型找正，测量横向预应力筋预留孔距26灌造混凝土47蒸汽养护（恒温控制在50℃以下）30包括静停、升温、恒温、降温时间，同时包括拔管时间。8脱模29自然养护1210穿束111初张拉212移出台位2生产台位周转（1至12项）61模型周转（2至8项+清模1小时）4410.1.1通桥（2005）220132m梁生产台位布置9片。63 月产量为9×30÷3=90片(45孔)10.1.2通桥（2005）220124m梁生产台位布置1片，通桥（2005）220116m梁生产台位布置1片，3月份16m梁生产完毕后立即改为24m生产台位，故24m梁生产台位按2片计。月生产能力2×30÷3=20片（10孔）10.1.3通桥（2005）220116m、12m梁因总数各4孔，为方便不考虑在生产能力中。按以上生产台位布置，理论上计算需223÷(45+10)=4个多月时间即可完成该合同所有预应力混凝土梁的生产。但考虑到专桥台位修整、桥梁发运的难易、以及下雨雪等影响；因此台位有一定富余。10.2生产进度计划根据我厂玉屏、天水、格尔木、随州制梁场、咸阳制梁场、兰州制梁场以前的经验，我们在生产进度计划里安排了1.5月的生产准备期即建厂期，在建厂期里我们将完成生产设施建设，同时完成生产台位、部分存梁台位的建设。我们初步安排通桥（2005）220132m桥梁生产期5个月（2007年3月至2006年7月），平均月产量为40孔；通桥（2005）220124m桥梁生产期4个月（2007年3月至2006年7月），平均月产量为40孔；通桥（2005）220116m、12专桥生产期1个月（2007年3月生产完毕）。根据铺架工期安排，月度供梁计划实际可能存在非均衡性，故我们将密切与兰青二线铁路建设指挥部及施工标段配合，根据兰青二线63 建设指挥部及施工标段的铺架工期要求，制订详细的月度桥梁生产计划和供梁计划，并及时调整生产计划。必要时增加生产台位和存梁台位，以满足用梁需要。具体生产时，我们将根据施工标段具体架设工期和设计的桥梁数量表对桥梁生产数量、直曲线品种作适当的调整，并兼顾均衡生产的原则在满足铺架工期的前提下适当安排生产。制梁场占地约60亩（只包括生产场地及存放场地），最高月产桥梁可达55孔，制梁场可存梁100孔（其中32m梁90孔）。物资公司还有大片空地（制梁场地西北侧和东南侧），若需产量加大还可在物资公司租用这片场地作为存梁用，生产区还可增加生产台位。图10-2桥梁生产计划安排进度图序号项目2006年2006年11月12月1月2月3月4月5月6月7月1建场期2通桥(2005)220132m桥梁(192孔）3专桥(2005)220124m桥梁（23孔）4通桥(2005)220116m桥梁(4孔）5通桥(2005)220112m桥梁(4孔）注：具体生产时，根据施工标段具体架设工期对桥梁生产数量、直曲线品种以及各种规格桥梁的生产顺序可作适当的调整。63 第11章主要生产工艺11.1工艺流程预制后张法预应力混凝土梁生产工艺流程见图8-1，“预制后张法预应力混凝土梁工艺流程图”。本合同预应力混凝土桥梁，全部要进行湿接缝及横向预应力施工。11.2材料11.2.1质量要求纵向预应力筋及横向预应力筋采用Φj15.20mm，极限抗拉强度为1860MPa的低松弛预应力钢绞线，其质量应符合GB/T5224-1995的规定。普通钢筋采用Q235钢筋及HRB335钢筋,其技术条件:Q235钢筋符合GB13013-1991及GB700-1988的要求，HRB335钢筋符合GB1499-1998的要求。并满足TB10002.3-99对碳含量的要求，即化学成分C+Mn/6不大于0.5%。预埋件采用Q235钢板，其力学性能应符合GB700-1988的要求。水泥采用强度等级为P·O42.5的低碱普通硅酸盐水泥，其质量符合GB175的规定。水泥的运输、储存、使用应符合TB10210-2001的有关规定。减水剂采用高效减水剂，其质量符合GB8076-1997的要求。混凝土细骨料选用中砂，其质量符合TB10210-2001的要求。混凝土粗骨料采用粒径5～20mm的岩碎石，粗骨料的抗压强度与混凝土的强度之比大于2，其他性能应符合TB10210-2001的要求。混凝土搅拌和养护用水采用黄河水。63 桥面防水层采用通桥(2006)8061防水层，其技术要求应符合通桥(2006)8061的要求。桥面保护层采用C40纤维混凝土，其厚度流水坡及各项技术要求应满足设计图纸规定,并保证桥面防水层的使用性能。锚具应符合GB/T14370的要求，采用的锚具必须通过部级鉴定，并符合设计要求。钢材、水泥等所有原材料进厂后应分批验收。验收时应检查质量证明书内容是否齐全；钢材表面质量及规格是否符合要求，经运输、存放后有无损伤、锈蚀或影响混凝土粘结的油污；钢材应进行相应的力学性能试验；钢绞线进场后对每批号钢绞线取样，进行弹性模量及力学性能试验，合格后方可使用；袋装水泥有无受潮、结块现象，水泥应进行水泥胶砂强度、安定性、水泥初凝时间、28天强度试验；砂石应进行筛分析、含泥量等试验。11.2.2原材料存放、保管我们建水泥灌对水泥进行保管，建砂、石保温库对骨料进行保温其余原材料应按品种、规格分别堆放，不得混堆，当发现混进泥块等杂物时，应立即处理。为此，建立物资管理办法进行管理。11.3钢筋加工钢绞线制束在制束区完成，钢筋焊接、调直、下料、弯曲在钢筋加工房完成。11.3.1钢绞线制束63 钢绞线下料在专用的下料架内进行。钢绞线放盘制束过程中我们将采取措施严禁钢绞线接触电火花，一旦不慎接触电火花后该盘或该束钢绞线将不再使用。钢绞线下料时，我们将采用砂轮锯或切断机切断，不采用电弧切割。下料长度允许误差：+40，-20。钢绞线成束及移运时应保持顺直、不受损伤、不得污染。11.3.2钢筋焊接。钢筋焊接将采用闪光对焊。钢筋焊接前，我们将根据施工条件进行试焊，合格后方可施焊。钢筋熔接将指定熟练技工操作。钢筋焊接前将对焊机夹口部位的钢筋段用钢丝刷除锈。焊接过程中发现焊接困难、劈裂、开花等，我们将及时调整操作，必要时对钢材进行化学分析。钢筋对焊接头质量检验将按JGJ18-96《钢筋焊接及验收规程》的规定执行。11.3.3钢筋调直我们将做到钢筋平直，无局部弯折。钢筋调直将采用钢筋调直机调直。11.3.4钢筋裁切钢筋裁切过程中，发现焊接头及钢材的外观缺陷，将予以剔除。定尺挡板的位置固定后进行复核。不带弯钩的长钢筋裁切长度误差为±15mm。带弯钩及弯折的钢筋考虑弯曲后的伸长量，我们将根据经验确定其实际下料长度(也可试弯实测决定)。11.3.5钢筋弯制成形图标注尺寸为钢筋轴线中心至中心的尺寸。钢筋弯制成型过程中，发现钢材或熔接点开裂、脆断、过硬、回弹等异常现象，我们将及时指定技术人员，找出原因适当处理。钢筋弯制成型的质量要求见下表。63 表11-1钢筋弯制成型质量要求项次项目允许误差1标准弯钩的外形与样板偏差±0.5d2标准弯钩端部直段长度≥3d3箍筋、镫筋中心距尺寸±3mm4带标准弯钩的直筋长度±3mm5外形复杂的钢筋与样板偏差±4mm6成型后钢筋不在同一平面偏差圆钢≤8mm螺纹钢≤15mm7镫筋顶偏离垂线≤1d8成型后无锈坑或可剥落的锈皮良好11.3.6配件加工人行道用T型钢渗锌防锈。T型钢螺栓、联接角加工应使用胎具。焊缝高度符合设计要求，外观无夹杂、砂眼等缺陷。11.4、钢筋骨架绑扎钢筋骨架分为梁体和桥面两部分，分别预制。在编架区完成后吊至生产台位。11.4.1钢筋绑扎将符合设计图纸，并有足够的刚度和稳定性。绑扎时,蹬筋、桥面筋两端的交点均进行绑扎；钢筋弯折角与纵向分布筋的交点逐点绑扎；下缘大小箍筋接头交错绑扎；梁端横向网状筋，每根最少绑扎3点；其余各交叉点可采用梅花跳绑。11.4.2钢筋的交叉点用18#镀锌铁线绑牢。铁线扭断后开口而失去紧固的须重绑。11.4.3钢筋绑扎接头63 I级光圆钢筋末端将做成彼此相对的弯钩，II级带肋钢筋做成彼此相对的直角弯钩。绑扎接头的搭拉长度(由两钩端部切线算起)：I级钢筋≥35d，且不得小于250mm,保证满足“同一截面”的要求。11.4.4为保证钢筋的混凝土保护层厚度，我们将在钢筋与模板间设置垫块。垫块将与钢筋扎紧，并散布均匀，其间距不应大于100cm。11.4.5钢筋骨架质量要求见表11-2。表11-2钢筋骨架质量要求序号项目要求1预留芯管或波纹管在任何方向的偏差距跨中4m范围≤4mm其余部位≤6mm2桥面主筋间距与设计位置偏差(安装后检查)≤15mm3箍筋间距误差≤15mm4腹板箍筋的不垂直度(偏离垂直位置)≤15mm5底板钢筋间距与设计位置偏差≤8mm6其余钢筋位置偏差≤20mm7钢筋保护层厚度偏差≤5mm8钢筋搭接长度符合4.3条9钢筋搭接部位的绑扎不少于3处10骨架端部保持垂直，纵向筋不得探出桥梁全长11垫块散布间距≤100cm12同一截面钢筋接头数量≤25%注：预留芯管与梁端支承垫板应垂直。11.5模型整备11.5.1底模63 为保证梁的全长及跨度尺寸准确，我们将根据施工经验为各种跨度的桥梁设不同的预留压缩量。底板清渣后将涂刷隔离剂，并放置垫块。垫块间距不大于100cm，梅花形散布，且离底板边缘至少10cm。11.5.2侧模和端模安装前我们将清除模型上的灰渣，特别是接口处和端模钢束孔眼应清除干净，并涂隔离剂。并检查模型有无凸起、凹陷、缝隙及其它变形，如有不符合设计要求时，及时进行整修。模型安装尺寸验收标准要求见表11-3。表11-3模型安装尺寸验收标准序号检查项目标准（mm）检查方法器具1模板总长±8两端模之上、下部板面间距离50m钢卷尺、20Kg测力计2底模板宽0，＋10查最不利三处2米钢卷尺3底模板中心线与理论位置偏差≤2端模自顶中吊垂线对底模中线检查线锤4桥面板内外侧与设计位置偏差≤5自端模拉纵向中心线检查顶面尺寸，检查每侧模型之两端2米钢卷尺5腹板中心在平面上与设计位置偏差≤10自端模拉纵向中心线检查顶面尺寸，检查每侧模型之两端2米钢卷尺6横隔板与底模板中心线上的位置偏差≤5每扇模型检查两端及中部三处2米钢卷尺63 7模板倾斜度偏差≤3‰每扇模型检查两端处水平靠尺8底模不平整度≤2mm/m每个底模横梁处水准仪9侧模高度差±5每扇模型检查两端及中部三处专用尺10桥面宽0，＋10每扇模型检查两端及中部三处2米钢卷尺11腹板厚度0，＋10每扇模型检查两端及中部三处专用卡尺12底板厚度0，＋10每扇模型检查两端及中部三处专用卡尺13顶板厚度0，＋10每扇模型检查两端及中部三处2米钢卷尺14横隔板厚度0，＋10每个横隔板处专用卡尺15横向预应力预留孔道偏离设计位置±3将钢管穿入孔内，钢管孔中心与横向张拉孔中心重合后再测量孔距。50m钢卷尺、20Kg测力计16纵向预应力重心偏离设计位置±3查最不利三处2钢卷尺11.6、钢筋骨架吊装钢筋骨架吊装时，先挂好全部吊钩后，然后再起吊，以防钢筋骨架变形。梁体钢筋骨架端部与底模板端部要对正，纵向相对位置偏差不大于10mm。11.7模型安装(支模)63 11.7.1模型安装顺序为：11.7.2T形钢应在桥面钢筋安装时安放。11.7.3挡碴墙模、内边墙模、端边墙模、伸缩缝板及泄水管成孔器安装应在桥面钢筋骨架安装后进行。安装位置应准确，固定应牢固。11.8混凝土工程定期对混凝土所用骨料进行成分分析及碱活性试验，其碱活性及其含量应符合〈混凝土碱含量限制标准〉CECS53：93的要求，总碱含量控制在3kg/m3以内，防止碱骨料反应。11.8.1原材料入仓砂石入仓前，由操作者进行目测检查，发现粘土团或泥污含量过大等不良现象时将及时向技术人员反映，以做适当处理。料仓不得混料，发现混料要及时处理，严禁混料进行施工。11.8.2混凝土性能及配合比要求混凝土的最大水泥用量，不超过500kg/m3。混凝土的坍落度一般控制在80-100mm，必要时，由试验室作适当调整。11.8.3减水剂的使用要求减水剂掺量由配合比给定，施工时以20％浓度的溶液拌入。且当天配制当天使用。11.8.4混凝土搅拌混凝土配料的计量设备将每六个月校验一次，当发现计量设备有异常时我们将及时校验。开灌第一罐检查实际配料重量，以后每5罐检查一次，并作好记录。配料允许误差：水、水泥、粉煤灰、减水剂≤1%；砂、石≤2%。下料顺序及搅拌时间：砂、石、粉煤灰→80%水→水泥→减水剂→63 剩余水，净搅拌时间不少于45秒。工作完毕我们将搅拌机及全部混凝土容器清干净。11.8.5混凝土浇注浇筑前，立模班将检查所有模型紧固件是否完好；模型接口是否有缝隙；所有振动器是否完好，附着式振动器安装螺栓是否已拧紧；备用发电机是否运转正常，发现问题处理后，再开始浇筑。浇筑过程中，设专人检查模型、附着式振动器和钢筋骨架，发现松动、变形、移位、跑浆及振动器故障将及时处理。混凝土浇筑将采用纵向分段、斜向分层、连续灌造、一次灌成的工艺。下灰保持均匀，浇筑厚度不超过25cm，防止混凝土堆积，以免导致混凝土不密实。采用附着式振动器振捣为主的工艺。预应力钢束以下部位一边下灰一边用附着式振动器振捣；预应力钢束以上部位以内部振捣为主，插入困难的部位可短时开启附着式振动器予以辅助。振捣时间以混凝土停止下沉、不再冒出气泡表面呈平坦、泛浆为准。使用插入式振动器时，移动间距不能超过30cm；插入下层混凝土5-10cm；每处振动完毕后应边振动边徐徐提出振动棒；避免振动棒碰撞模板、钢筋及预埋件。混凝土从加水搅拌起，时间超过30分钟不得灌入梁内。混凝土的浇筑将连续进行，总的灌筑时间不宜超过4小时。如因故必须间断时，其时间将小于表11-4的规定。桥面板混凝土将及时赶压、抹平，保证排水坡度和平整度。混凝土浇筑允许间断时间表11-4项次混凝土的入模温度(℃)允许间断时间(min)120-3090210-1912035-915063 11.8.6混凝土试件制备为保证制备试件所用混凝土选取具有代表性的梁体混凝土，我们将在浇筑地点随机抽取搅拌好的混凝土作混凝土强度和弹模试件。试件将随梁震动成型。试件拆模后在试件上标明制作日期、梁的规格及梁号。试件拆模后由专人负责保管、养护、并按时送试验室进行试验。混凝土力学性能试验，由试验室出具试验报告。混凝土标准养护条件按GBJ81-85执行。11.8.7混凝土的养护桥梁在脱模前使用蒸汽养护。养护过程分静停、升温、恒温、降温四个过程(阶段)。静停温度不得低于5℃，静停4小时后方可升温，升温速度不得大于每小时10℃，恒温温度应控制在50℃以下，降温速度不得大于每小时10℃，切除保温设施时，梁体混凝土芯部与表层、表层与环境温度之差不超过15℃。拆模后梁身将采用浇水自然养护。每天洒水次数以能保持砼表面经常处于湿润状态为度。当环境温度低于5°C时，严禁对梁体进行洒水养护。11.9脱模11.9.1梁体混凝土强度不得低于25MPa，且能够保证构件棱角完整、横隔板及桥面板根部不开裂时方可拆模。气温急剧变化时不得拆模。11.9.2脱侧模时，严格遵守“上顶下拉，同步平移”的原则。上顶与下拉必须上下配合相互照应，尽量使侧模平移脱出。内侧模斜撑杆先不松开，先以内侧模立柱为支点，用上顶杆和千斤顶推外侧模的立柱，然后以挡碴墙为支点，顶推内侧模立柱。11.9.363 脱模时，严禁工班使用大锤、撬棍，以免造成模型局部变形或损坏梁体混凝土。11.9.4脱完模型后，将连接角表面的灰浆清除干净。并及时清点紧固件，并在清理干净后涂抹机油，以备再用。11.9.5钢模型调运时避免碰撞；如短期内不使用，则将涂刷机油。11.10拔管、穿束、张拉11.10.1拔管根据混凝土标号、水泥品种、气温，我们将控制好拔管时间。拔管时间以不造成孔道变形、坍陷、裂纹或无法抽拔事故为准。先灌完的梁先拔管，拔管顺序先上后下，一般应尽量对称进行。拔管后，将及时检查孔口处是否变形，并及时处理。每次拔管根数不得多余3根。11.10.2穿束拆模后将端支承钢板上沾附的砂浆皮清除干净，将锚圈中心与管道中心线重合后先点焊，检查无误后再焊牢。钢束将不得沾上油渍，保持顺直，钢束伸出梁体两端力求均等。11.10.3张拉张拉分初张拉和终张拉二阶段，初张拉混凝土强度应达到移出台位时混凝土设计强度，初张拉以后即可移出台位，混凝土强度和弹性模量必须达到设计值方可终张拉，混凝土龄期不少于14天，同一孔梁终张拉时间不得大于5天。采用优质的群锚锚具，使用前应进行锚具组装静力及工艺性能抽样试验，并检验外形外观。用30063 t穿心式千斤顶张拉。张拉用油压表精度不低于1.0级，其最大量程约为正常使用油压的两倍。为保证张拉预应力，我们将每月校正千斤顶一次，当千斤顶发生故障修理后以及连续发生断丝、滑丝现象时将重新校正千斤顶。油压表校正有效期不得超过一周。张拉顺序从下→上，从内侧→外侧→内侧，呈“之”字形上升。张拉顺序应符合施工图及技术科通知要求，并且在两端同时对称进行张拉。其程序为0→0.1σk→σk（持荷2分钟）→锚固。张拉以油表读数控制应力，以伸长值进行校核。初期生产时，首先要对管道摩擦损失及锚口摩擦损失实际测定，根据实测值对张拉控制应力作适当调整。具体操作要求按《张拉作业指导书》规定执行。11.11割筋、压浆、封端11.11.1割筋张拉完毕经24小时，通过检查确认无滑丝、断丝，方进行割筋。钢绞线束切断处距锚具端部3～4cm，并不得烧伤锚具，严禁电焊切割。11.11.2压浆张拉完毕，按TB/T3043-2005规定在三天内进行管道压浆。压浆前管道内应清除杂物及积水，冬季压浆前应采取保温措施，采用CG－W－20型灌浆剂，水泥浆水灰比不超过0.36，三小时后泌水量不超过2%，水泥浆强度应大于55MPa。我们将采用一次压浆工艺，水泥浆自搅拌至压入管道的时间不得超过40分钟，自甲端压入水泥浆至乙端，待乙端溢出浓浆后，停止压浆，将乙端封闭，再继续压浆，待压力表升至0.6-0.7MPa，持荷2分钟且无漏水、漏浆时再封闭压浆端即甲端，保持管道内灰浆的压力，持续30分钟后卸下压浆阀。压浆顺序为先下后上。63 11.11.3封端工艺流程为：梁端处理→绑钢筋骨架→立模→灌封端混凝土→拆模→洒水养护。封端前用881-J型防水涂料对锚头进行防水处理，封端混凝土采用强度等级不低于C40的无收缩混凝土。混凝土采用分层灌造，用直径30mm的振动棒振实、桥面抹平，每班制作10×10×10cm试件三组，一组用于交库，一组评定28天强度，一组备用。封端混凝土强度不应低于设计要求，也不得低于35MPa。11.12封端11.12.1封端前凹槽混凝土表面必须进行凿毛处理，同时清除钢筋线上的浮浆，以加强联结。11.12.2封端应使用钢丝网片，并将其与外露钢筋线绑牢。11.12.3为保证封端混凝土密实、表面平整、不开裂，封端作业时加强抹压和养护。11.12.4工班同样配合比和养护条件下制作10×10×10cm立方体试件4组(12块)，其中两组随梁养生用以鉴定交库强度，另两组标养用以鉴定28天混凝土强度。11.12.5封端砼交库强度不低于20MPa，28天标养强度不低于C55。11.13防水层11.13.1对桥面要求桥面混凝土必须平整、干净。如有凹凸不平、蜂窝等用1：3水泥砂浆修补抹平，桥面浮碴、碎石将清除扫净。夏季如在雨后施工将桥面积水扫除，待干燥后再进行防水层施工。11.13.2防水层：使用L类氯化聚乙烯防水卷材和63 水泥基胶粘剂共同构成的通桥(2006)8061防水层。11.13.3防水层铺设将涂料倾倒于桥面内侧一边，迅速用长柄橡皮刮板涂敷，涂刷均匀，厚薄一致。涂刷厚度约为1.5mm。涂刷分1-2次进行。一边涂刷一边铺贴防水卷材。防水卷材铺贴到端边墙、挡碴墙的内部根部。卷材铺好后推压平整，并使防水卷材的边缘和搭接处无翘边等现象，其它部无空鼓。11.14桥面混凝土保护层施工11.14.1桥面混凝土保护层采用C40玻璃纤维混凝土构造，其厚度和流水坡将满足铁路混凝土桥梁设计要求。保护层表面平整，流水畅通。11.14.2保护层养护保护层养护采用洒水自然养护，每两小时洒水一次，养生时间一周。11.15移梁、存放、装车11.15.1移梁后张梁初张拉后方可将梁从制梁台位移至存梁台位。移梁85t龙门吊范围以外采用千斤顶顶梁和卷扬机牵引横移方式，85t龙门吊范围内移梁采用两台85t龙门吊吊梁。11.15.2存放每对存梁基础墩将保持等高，并各自保持水平，避免倾斜现象。存梁时梁底将放好垫木，以防梁体磕损。存梁保证支点间距，允许悬出长度按施工图规定执行。11.15.3装车桥梁装车采用两台863 5t龙门吊。桥梁运输必须符合铁路超限货物运输规则、铁路货物装载加固规则、铁路货物装载加固定型方案的有关规定。装车时应采取措施进行支护加固，运输支点应符合设计要求第12章冬期施工方案兰州制梁场位于中温带干旱气候区，春季多风，少雨干旱；夏季酷热，降水较少；秋季凉爽，降温较快；冬季寒冷，干旱少雪。年最低温度可达零下二十度左右，年最冷月（1月）平均温度约达零下12度。根据我场生产西格线应急段的生产经验，在气温较低的情况下生产很困难，温度低于-15℃时不能生产，因此我们在生产计划安排中，尽量前期加大生产能力，避开冬季施工，但为满足供货需求。根据TB10210-2001《铁路混凝土与砌体工程施工规范》规定，当工地昼夜平均气温连续3天低于5℃或最低气温低于-3℃时，可按冬季施工处理。具体措施如下：12.1钢筋焊接冬季钢筋的闪光对焊时环境温度不低于0℃，钢筋应提前运入厂房内，焊接后的钢筋待完全冷却后才能运入室外。电弧焊接应有防雪、防风及保暖措施，焊接后的接头严禁立即接触冰雪。12.2混凝土施工12.2.1制梁场采取蓄热法与混凝土外部加热法相结合进行混凝土冬季施工，即用热水搅拌，对砂石料进行加热，对料仓、灰斗采取保暖措施，用蒸汽养护。12.2.2对原材料的要求：砂石应干燥无冰块、积雪，在灌造前应提前12小时对砂石进行蒸汽加热，其加热温度不得高于60℃。水泥不得直接加热，应在使用前运入暖棚内预热。63 12.2.3采用通入蒸汽的方法加热水，控制水温在55±5℃以内，将减水剂溶液温度控制在45±5℃以内。12.2.4砼搅拌：先投入砂、石和水搅拌，然后再投入水泥、粉煤灰搅拌，严禁水泥与水直接搅拌，以免水泥产生假凝现象，搅拌时间从水泥进入搅拌机算起，控制在2min15s--2min45s。对料仓、搅拌楼采用保温材料保暖。12.2.5在运灰小车四周铺盖专用保温棉被保温，以减少运输中的热量损失。12.2.6灌注时间安排在每天上午11：00-12：00气温回升时进行。12.2.7灌完混凝土将桥面预埋件抽拔后，立即盖上蓬布，蓬布搭接密实不漏气。12.2.8蓬布遮盖后送少量蒸汽保持蓬布内温度，严格控制蓬布内的温度，温度控制在45+5℃。12.2.9每日灌注结束后，将搅拌系统输水管道中的水排除干净，以免冻胀破坏输水管或管道堵塞。12.2.10混凝土的入模温度不低于5℃。12.3管道压浆为了防止预应力管道的冰涨，导致管道的纵向裂纹，管道压浆前应先浆管道内的积水排除干净，并通蒸汽待温度控制在20℃左右，恒温24h时方可施工。压浆用水温度控制在30±5℃，水温不得过高，以免出现假凝现象。压浆水灰比严格按照试验室通知单执行。压浆完毕后，应及时对梁体遮盖蓬布进行保温，温度控制在35±5℃。压浆强度应进行开孔检查，待强度达到25MPa后方可停止保温。63 12.4根据我厂在青藏线的施工经验以及青藏线的施工技术细则要求，预应力钢筋张拉温度不宜低于-15℃。因此在温度低于-15℃时，考虑停止生产。第13章夏季施工方案西北地区夏季气温高，湿度小，新浇筑混凝土可能因为水份的蒸发量大出现干燥快，凝结速度快，强度降低，并会产生许多裂缝等现象，从而影响了混凝土结构本身的质量。根据本合同施工特点，主要处在夏季，因此夏季施工的混凝土施工技术，就要采取一些有效措施，特别是混凝土的拌制及运输以及浇筑、养护、张拉等，要采取一些特殊的施工技术方案来保证混凝土的施工质量符合施工规范及设计要求。同时为了在夏季施工中认真贯彻执行国家的技术经济政策，做到技术先进、经济合理、安全适用、确保质量。13.1混凝土拌制和运输混凝土是一种混合材料，混凝土成型后的均匀性和密实性可判断其质量的好坏，因此，从搅拌运输的各道工序施工中，应杜绝任何缺陷，采取措施控制混凝土的温升，并以此控制附加水量，减少坍落度损失，减少塑性收缩开裂。在混凝土拌制、运输中注意以下几项措施：13.1.1使用减水剂或以粉煤灰取代部分水泥以减少水泥用量，同时，在砼浇筑条件允许的情况下，增大骨料直径。13.1.263 砼拌和物的运输距离如较长，可以用缓凝剂控制砼的凝结时间，但应注意缓凝剂的掺量应合理。在计算外加剂用量时，应先按外加剂掺量求纯外加剂用量，再根据已知浓度外加剂，求出实际浓度加剂用量，对于大面积的砼地坪工程尤其如此。13.1.3严格控制配合比可有效控制裂缝产生，提高混凝土抗拉、抗压强度。13.1.4在炎热季节或大体积砼施工前，可以用冷水或地下水来代替部分拌合水。对于高温季节里长距离运输砼的情况，可以考虑搅拌车的延迟搅拌，使砼达到工地时仍处于搅拌状态。13.1.5避免在最高气温时浇筑混凝土。在高温干燥季节，晚间浇筑混凝土受风和温度的影响相对较小，且可在接近日出时终凝，而此时的相对温度最高，因而早期干燥和开裂的可能性最小。13.2混凝土浇筑和修整及温控措施　在炎热气候条件下浇筑砼时，应尽量避免当日的最高温度时间浇筑；要求项目上配备足够的人力、设备和机具，以便及时应付预料不到的不利情况，并随时控制好砼表面与外界的温差及砼内部与表面的温差的影响。13.2.1加强施工中的温度观测，必须重视温度管理，施工中控制实际温度差小于容许值，就可避免产生温度裂缝。温度管理的基础是及时准确地进行各种温度观测。13.2.263 采取适当的温度控制措施，在砼浇筑过程中，应使实际测量的温差小于允许温差，采取的措施主要是：降低浇筑温度，在具体的施工中应注意骨料防晒，加冰屑或冰水搅拌砼，运输中的容器加盖，防止日晒；降低水化热温升，主要是通过选择合理的原材料，采用良好的配合比，来降低水泥用量；为防止表面裂缝，可采取提高砼表面温度的措施，如在砼结构的外露面覆盖保温，搭设保温棚和覆盖塑料薄膜。13.2.3做好砼浇筑方案，明确出砼的浇筑方向、浇筑顺序，在适当的部位增加UEA砼膨胀带，并要养护14天。13.2.4在施工中采用低水胶比掺适量粉煤灰，有效控制裂缝出现，提高桥梁的耐久性。13.3混凝土的养护　夏季浇筑的混凝土，如养护不当，会造成混凝土强度降低或表面出现塑性收缩裂缝等，因此，必须加强混凝土的的养护。13.3.1在修整作业完成后或混凝土初凝后立即进行养护，优先采用蓄水养护方法，连续养护。在混凝土浇筑后的前1—2天，应保证混凝土处于充分的湿润状态，应严格遵守国家标准规定的养护龄期。13.3.2采用养护剂养护桥梁，白色养护剂所形成的薄膜还能反射阳光，降低热量吸收，抑制混凝土的温升。13.3.3当完成规定的养护时间后拆膜时,为其表面提供潮湿的覆盖层。第14章混凝土耐久性措施为了预防砼发生碱骨料反应，优先选择不具有碱活性的砂、石，水泥选用低碱水泥。对于混凝土用骨料的碱活性应按《铁路混凝土用骨料的碱活性试验方法》(TB/T2922)进行检验。当试验确定骨料具有潜在碱活性时，混凝土的最大碱含量应控制在不大于3.0kg/m3，水泥中的碱当量(Na2O+0.658K2O)应控制在不大于0.60％。63 试生产前，进行混凝土配合比选定试验，制做抗冻性、抗渗性、抗氯离子渗透性、抗碱-骨料反应性、护筋性等混凝土耐久性试件各一组，进行耐久性试验。批量生产中，预制梁每20000m3混凝土抽取抗冻融循环、抗渗性、抗氯离子渗透性、碱-骨料反应的耐久性试件各一组，进行耐久性试验。第15章横向预应力施工方案为保证横向预应力施工质量，从场内抽调经验丰富的人员组成横向预应力施工小分队，到各桥梁工地，进行横向预应力施工。小分队将配备专用工装、设备，详见下表：表5-1横向预应力施工主要工装、设备配备表序号名称型号产地现状数量备注1发电机12kW成都良好1台已有2吊篮自制良好4个已有3油泵ZB4-500柳州OVM建机厂良好2台已有4张拉千斤顶YC60B柳州OVM建机厂良好2台已有5压浆机良好2台已有6汽车良好1辆已有在施工条件差，汽车不能到达施工现场的情况下，工装、设备可随运梁火车运至桥头，野营车开至能到达的距桥头最近地点。若遇特大桥，一个工地施工时间比较长，可设临时施工点。在梁架设时，我们将派技术人员到架设工地进行指导，以保证横向预应力的预留孔的正确对位。横向预应力施工步骤如下：15.1出场前桥梁的检验63 15.1.1桥梁出场前必须逐孔检验横向孔，并对孔道不顺的进行清理。15.1.2逐孔清理压浆孔，以确保压浆孔通畅。15.1.3必须进行桥梁配孔工作以确保穿筋顺利。15.2穿钢筋15.2.1桥梁运抵架设现场后，安装每孔梁的第一片梁时无需考虑横向张拉问题。15.2.2当第二片梁到达第一片梁侧上部时，先穿下部横向预应力钢筋，再穿上部横向预应力钢筋。15.2.3钢筋穿入深度以不超过第二片梁桥面边缘为准，避免落梁时发生碰撞，造成预应力钢筋弯曲。15.2.4当第二片梁己基本到位后，利用吊在第二片梁外侧T型钢上安装吊栏，从第二片梁外侧两端部横向张拉孔将预应力钢筋上(下)均穿入第一片梁的横向孔道，使两片梁横向对应孔对齐。15.3、穿波纹管15.3.1从桥墩(台)进入两片梁内侧时，工作人员需套双保险绳，保险绳与桥面上横向联接钢筋相联，应始终保持有一根保险绳处于保险状态。15.3.2将波纹管穿入第二片梁的孔内，露出钢绞线。15.3.3将钢绞线穿过第一片梁，使钢绞线比第一片梁横隔板内缩5mm。15.3.4将波纹管从第一片梁中拉出，在横向张拉孔间安装波纹管，用泡沫塞紧波纹管与混凝土间空隙以防止跑浆。15.3.5将挂篮挂在T型钢上，操作人员将钢绞线旋入锚具，要求钢绞线露出锚具长度不短于30mm，不长于40mm。63 15.4预施应力15.4.1当施工单位完成内隔墙间混凝土的施工，且出具混凝土强度通知后，即可进行横向预应力筋张拉。15.4.2张拉设备为YC100型穿心式千斤顶，千斤顶每月标定一次，油表每周标定一次，均应标定合格。15.4.3张拉前应利用张拉梁外侧T型钢安装挂篮，如已安装走行栏杆，可在走行栏杆上安装挂篮，但应注意挂篮应紧贴挡碴墙外侧。两挂篮间设操作平台。15.4.4张拉至3MPa时划线作为测量值的起点，张拉至控制应力后，测量伸长值，当伸长值符合设计要求后，旋紧张拉端锚具，并用锤打紧。15.4.5千斤顶回油并测量回缩值，并作好记录。15.4.6张拉完毕后，用气割割除露出隔墙的钢绞线。15.5压浆15.5.1压浆前应清理压浆孔，使压浆孔保持通畅。15.5.2使用CG-W-20型灌浆剂，配制水灰比不大于0.36的水泥浆，以利于压浆顺畅，且减少泌水量。15.5.3在张拉端及固定端安装压浆嘴，先关闭出浆端压浆阀，将手动灰浆泵置于桥面上，利用桥面与孔道的高差产生的压力及手动压力将灰浆压入孔道中。当固定端压浆孔冒出浓浆后，关闭固定端压浆孔阀门，稳压30秒后关闭张拉端压浆阀门，45分钟后取下压浆阀门。15.6封锚：在已凿毛的锚穴内，采用无收缩混凝土封锚，其配合比与纵向预应力锚穴封锚用无收缩混凝土配合比相同。63 第16章质量保证措施为建好兰青二线，制梁场在预制桥梁时将采用以下质量措施，生产用户满意、监理认可的优质桥梁。16.1建立健全的质量管理组织机构，制定具体的质量保证体系。质量管理组织机构由项目经理牵头，下属总工、质检工程师和各部门负责人。项目部实行三级质量管理体系，加强领导监督检查，层层落实把关。严格按照跟踪检测、复检、抽检三个等级对每个施工环节进行行之有效的全面质量监控。见中铁成都桥梁工厂天水制梁场质量管理网络图。16.2健全规章制度，加强质量管理措施。16.2.1加大宣传教育，强化质量意识，将质量工作贯穿于施工的整个过程中，深入到企业的每个人，使工程质量始终处于受控状态。16.2.2严格按《施工细则》进行施工。坚持质量三检制、质量奖罚制度和职工先培训后上岗制度。16.2.3接受建设单位质量监督和监理单位监理工程师的监理，积极为现场监理工程师的工作提供便利条件。16.3采用科学先进的试验检测、监控手段，组织高质量监控机构，设立专职人员试验、检测、监控工作是控制工作质量的核心；科学研究是指导现场施工、提高工程质量的途径。必须以检测方法、检测设备、科研方法和人员素质等方面给予高度重视，为各项工序的施工提供科学准确的施工参数和数据，不断改进施工工艺和施工方法，确保质量目标全面实现。63 16.3.1建立现场试验室、，配备满足本工程需要的工程检测、检验仪器设备。16.3.2认真落实试验室管理制度，强化试验工作管理。健全检测试验设备管理制度，建立并设专人管理。执行按周期检定制度，定期对设备进行检定，到期未检定的不准投入使用。加强文件和资料的管理，设专人负责。坚持对检测试验人员定期进行培训教育，提高职业道德和业务技术水平。16.4强化施工管理，确保工程质量16.4.1制梁场管理人员具有多年现场制梁的施工经验，操作工人由成都桥梁工厂桥梁车间选派，他们都具有多年生产铁路桥梁的历史。对施工管理人员和特殊工种工作人员实施持证上岗制度，保证人员素质满足工程需要。16.4.2做好施工图纸会审工作，把图纸中存在的问题汇总出来，再会同设计部门和监理工程师研究解决，以避免不必要的质量事故发生。并注意检查记录、各类报表的收集整理。16.4.3在施工全过程中，实行全面质量管理，严格贯彻执行施工质量保证措施，认真做好施工原始记录和质量评定资料的签认整理，归档工作，完善质量责任追踪档案。16.4.4严格质量检查制度，各级质量监察人员要深入现场做好检查工作，以专职为主，工班自检、班组间互检相结合，确保工程质量符合“国标”规定。16.4.5各级施工负责人亲自抓施工质量，抓技术交底工作，积极组织职工学习有关质量工作规程，确保工作质量。16.4.663 质量检测和质量评定以《国标》为依据，用实测数据说话。外形、外观还应使建设单位和监理工程师满意。减少汽泡、麻面的出现，尽力避免跑浆。16.5严把原材料采购、进场、使用的检验关。16.5.1以试验室为中心，通过试验检测使进入工地的材料符合规范和设计要求。从信誉好的厂家进货。所有厂制材料必须有出厂合格证和必要的检验、化验单据，否则，不得在工程中使用。16.5.2每批进场水泥、钢材等主要材料，应向监理工程师提供供货附件，明确生产厂家，材料品种、型号、规格、数量，出厂日期及出厂合格证、检验、化验单据等，并按国家有关标准和材料使用要求，分项进行抽样检查试验，试验结果报监理工程师审核，作为确定使用依据。第17章环境保护措施为了保护生态环境，中铁八局集团成都桥梁工厂在成立兰州制梁场之前，将保护环境作为制梁场选址时考虑因素之一。将制梁场设在甘肃省金属物资储运供销总公司内利用工厂原有设施，不会造成植被破坏和水土流失。兰州制梁场成立以后，成立了以项目经理为首的环境保护领导小组负责环境保护，领导小组由下列人员组成：环保组长：**环保副组长：**环保员：**由于兰州制梁场振动台附近500m63 内无住户及其他生活人员，不存在澡音污染的问题；制梁场搅拌机具有全封闭性，搅拌时水泥灰极少漫到空气中，不存在粉尘污染，清洗搅拌机后的废水，经过沉淀池沉淀后才排放；水泥采用散装水袋罐无粉尘及其它污染。生活区在甘肃省金属物资储运供销总公司院内，生活污水的排放利用该厂的排污设施，生活区的垃圾均送往了指定的废品处理站。食品废弃物集中堆放，送到指定地点消毒处理。兰州制梁场将在环境保护领导小组的领导下，经常利用广播、报刊专栏、标语等，向全体员工宣传环保与水保的重要意义，做到人人皆知，牢固树立环保意识，为改善人类的生活环境作出应有的贡献。第18章安全保证措施搞好安全生产，改善劳动条件，保护劳动者在生产过程中的安全和健康，是我们国家的一项重要政策，也是企事业管理的基本原则之一。做好这项工作，是对人民生命和国家财产高度负责的问题，是一切生产管理部门、工厂企业的头等大事。中铁八局集团成都桥梁工厂兰州制梁场是为兰青二线工程提供优质桥梁。由于环境坏、条件差、劳动强度大、又属露天作业，因此，安全工作尤为重要。要求全体职工要严格执行安全技术操作规程，坚持“安全第一、预防为主”的方针，增强安全意识和法制观念，切实做好安全工作，为制梁场的安全、质量、效益做贡献。搞好安全生产，制作优质产品。为了强化安全生产责任制，按照工厂有关文件要求，结合制梁场安全生产工作的实际，根据人员调整变化的状况，现成立以制梁场总经理为组长的安全领导小组。63 领导小组成员将按照分工切实负起责任，认真开展工作，抓安全培训，抓规章检查，抓整改措施的落实，按梁场安全管理经济责任制考核细则，做到奖惩兑现，促进安全生产各项制度的全面落实，避免重大安全事故的发生。安全生产管理网络图见下表：工厂安全生产委员会安全生产办公室　　　　　　　　　　　兰州制梁场安全生产领导小组组长：总经理：彭劲松　　副组长：支部书记　张家洪安质部长陈培军组员：副总经理：王家平　　　总工程师：王朝勋调度员：张明威唐青林安全员：朱洪文　工艺员：李文全材料员：钟鸿发　　　生产线分管领导：王家平安全员：朱洪文产品发运分管领导：张明威现场施工领导：王朝勋加工班安全员　　　陈丰良汽车班安全员　　　刘宁江现场施工班安全员　赖福林质检班安全员　　　彭必素发运室安全员　　　朱洪文灌造班安全员　　　陈家波模型班安全员　　　易又德电维班安全员　　　黄光德电焊班安全员　　　何元彬钳维班安全员　　　李德海保温班安全员　　　曾翠华压修班安全员　　　肖龙正张拉班安全员　　　黄国富编架班安全员　　　周生友起重班安全员　　　谭学文龙门吊班安全员　　钟奕健63

预应力混凝土简支梁预制施工组织设计毕业论文

预应力混凝土简支梁预制施工组织设计毕业论文

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