主体结构施工方案2

'昆明市轨道交通首期工程土建工程十三标白云路站主体结构施工方案编制人：审核人：批准人：中铁十五局集团有限公司昆明市轨道交通首期工程土建施工十三标项目经理部二〇一一年一月47 目录1编制依据32工程简介32.1工程概况33车站结构设计43.1车站结构主要尺寸43.2混凝土设计等级53.3混凝土结构受力主筋净保护层厚度53.4钢筋及焊条要求64结构工程施工特点与施工控制重难点64.1施工特点64.2施工控制重难点65施工总体方案65.1车站主体结构施工方案概述75.2施工区段划分76车站主体结构施工组织安排76.1单段结构施工作业时间表86.2施工时间安排及进度管理方法86.3施工设备与劳动力安排96.4施工组织管理107明挖结构工程施工方法117.1施工准备117.2单段主体结构施工流程117.3接地网施工及杂散电流腐蚀防护施工127.4基底处理与垫层施工147.5车站主体钢筋混凝土框架施工步骤与方法157.6顶板回填及路面恢复297.7车站内部结构施工308车站结构测量措施319结构工程施工质量保证措施329.1施工控制329.2裂缝控制3447 9.3对预埋件、预留孔洞的保证措施359.4结构模板与支架施工质量措施369.5结构混凝土的质量保证措施3710结构工程施工工期保证措施3811结构工程施工安全保证措施4011.1施工现场规范要求4011.2进入基坑要求4011.3高处作业安全措施4111.4支架和脚手架工程安全措施4111.5满堂支架作业时安全要求4211.6支架和脚手架拆除安全措施4211.7模板工程安全措施4311.8加强监控量测，确保安全4311.9认真实施标准化作业，确保安全4412现场文明施工措施4447 白云路站主体结构施工方案1编制依据序号名称编号1《白云路站车站主体结构施工图》2《13标施工组织设计》3《地下铁道工程施工及验收规范》（GB50299-1999）2003年版4《混凝土结构工程施工质量验收规范》（GB50204-2002）5《地下防水工程质量验收规范》（GB50208-2002）6《建筑机械使用安全技术规程》（JGJ33-2001）7《施工现场临时用电安全技术规范》（JGJ46-2005）8《混凝土外加剂应用技术规范》（GB50119-2003）9《白云路站车站主建筑施工图》10《混凝土结构设计规范》GB（50010-2010）11《建筑基坑支护技术规范》(JGJ120-99)12《地铁设计规范》（GB50157-2003）2工程简介2.1工程概况白云路站位于北京路与白云路交叉口地下，车站沿南北向布设。本站为地下两层岛式站台车站，车站有效站台中心里程右ⅡCK8+165.766，设计起点里程为右ⅡCK8+100.966，终点里程为右ⅡCK8+363.766。车站为标准站，平面形状主要为矩形，车站外包总长264.4m，标准段外包宽度19.7m，盾构井段宽23.8m，47 结构底板主要位于圆砾土层。车站标准段平均开挖深度约16.35m，北端盾构井段深约18.5m、南端盾构井深约17.6m。根据地质资料基坑开挖范围内的土层主要为填土、粉质粘土、圆砾土。基坑围护结构类型采用厚度为800mm地下连续墙+内支撑体系，第1道支撑采用800mm×800mm钢筋混凝土撑，支撑间距为6m，两撑间设置了400mm×600mm的钢筋混凝土联系梁，第2道撑为直径Φ609mm，厚度t=16mm的双拼钢管支撑，第3道撑为Φ609mm，t=16mm单拼钢管撑。在盾构始发（接收）井部，设置了第4道Φ609mm，t=16mm钢管撑，在主体结构施工阶段，需进行1次倒撑。水平封底采用高压三管旋喷，桩径1000mm咬合800mm梅花形布置，旋喷桩隔水帷幕厚度3m，盾构井与标准段过渡部分厚度6m。白云路站在7~10轴部分设置逆作顶板（现已施工完成）以便交通疏解，逆作顶板下主体结构采用盖挖顺做法施工。3车站结构设计3.1车站结构主要尺寸1建筑面积13381.86m22层数地下2层3层高（m）端头井（m）负1层5.55m标准段（m）负1层5.55m负2层8m负2层6.26m4结构形式结构类型框架结构5结构断面尺寸底板厚度(mm)1000侧墙厚度(mm)800柱断面(mm)700×1100、600×900梁断面（mm）900×1600、900×1400、900×1100、800×900、700×1600、2000×1000、1300×1100、700×1100、1000×2300、450×60040047 中板厚度（mm）6抗震等级工程设防烈度8度地下结构抗震等级三级3.2混凝土设计等级本车站明挖主体结构工程所使用混凝土强度等级如下：（1）顶板(顶板梁)，中板(中板梁)，底板(底板梁)，侧墙，内墙采用混凝土强度等级C35。顶、底板及顶、底梁、侧墙应采用高性能防水混凝土,防水混凝土的抗渗等级≥P8。（2）立柱混凝土强度等级为C50。（3）底板下素混凝土垫层强度等级采用C20。（4）顶板盾构井开孔及出土孔周边梁、板混凝土需采用钢纤维混凝土，钢纤维掺量不得<60kg/m。钢纤维几何参数的要求需满足以下规定：钢纤维长度lf为40～50mm，直径0.4～0.8mm（当采用非圆形截面的钢纤维时，按面积相等的原则换算成圆形截面的等效直径），钢纤维长度对直径的比值即长径比为50～100）。钢纤维混凝土采用的粗骨料粒径不宜大于20mm和钢纤维长度的2/3。钢纤维混凝土中钢纤维所占体积百分数即钢纤维体积率为0.5％～2.0％。3.3混凝土结构受力主筋净保护层厚度构件的混凝土保护层厚度：（1）顶板、底板、侧墙受力主筋：迎土侧(外侧)为50mm；背土侧(内侧)为40mm；中板为30mm；（2）顶、底板梁受力主筋：外侧为50mm，内侧为40mm；中板梁受力主筋：40mm；（3）立柱受力主筋：35mm；主体结构内部电梯井：30mm；（4）箍筋、分布筋和构造筋的混凝土保护层厚度不得小于20mm。（5）站台板、支撑墙：20mm；上述钢筋保护层厚度为允许的最小保护层厚度，施工中不得随意变化。为了确保混凝土保护层的设计厚度，保护层垫块可用细石混凝土制作，其抗侵蚀能力和强度应高于构件本体混凝土，水胶比不低于0.4。47 3.4钢筋及焊条要求本车站明挖主体结构工程所使用钢筋及焊条要求如下：（1）采用HPB235级、HRB335级钢筋，材质分别符合现行国家标准《钢筋混凝土用钢筋第一部分》（GB1499，1-2008）及《钢筋混凝土钢筋第二部分》（GB1499,2-2007）.（2）钢筋采用焊接或机械连接，如果采用焊接接头则按施工条件进行试焊，合格后正式施作。焊接工艺及质量按国家现行标准《钢筋焊接及验收规程》（JGJ18－2003）的有关规定执行。（3）焊条：HPB235钢采用E43xx型，HRB335钢采用E50xx型。4结构工程施工特点与施工控制重难点4.1施工特点（1）车站将地下连续墙与内衬墙叠合，形成叠合墙，作为车站的外墙，施工质量要求较高。（2）本站结构形式复杂，板体较厚，为大体积砼施工，必须采取有效措施以减少混凝土的水化热。4.2施工控制重难点（1）本工程工期要求很紧，需要统筹策划、协调安排，严格控制工程施工进度，结构施工时安排平行流水作业，多开工作面，以加快施工进度。（2）本工程强调结构自防水，混凝土入模温度不宜大于30Co，同时入模温度以温差控制，混凝土表面温度与大气温度的差值不得大于20Co，混凝土的表面温度与中心温度的差值不得大于20Co。水泥用量不小于260kg/m3，水灰比不得大于0.45,坍落度控制在100mm以内。入模温度和泵送坍落度在100mm以内的混凝土是保证混凝土施工质量的关键，也是施工控制的重难点。（3）在结构施工前，对导线点和水准点进行复核，施工时做好工程结构测量放样，确保结构尺寸准确是确保结构质量的一个重要环节。（4）确保工程周边建筑及管线的安全，是本工程环境保护的重点。5施工总体方案5.1车站主体结构施工方案概述47 ⑴车站采用明挖顺筑法施工。⑵车站明挖主体结构按“纵向分段，竖向分序”流水作业,每段从下到上顺作施工。⑶模板与支架的配置在满足现场施工的前提下经济合理的配置。钢筋现场按设计及规范要求加工安装。砼采用商品砼，由混凝土搅拌运输车运至工地；入模采用满足混凝土坍落度为100mm及以下的混凝土输送泵输送;捣固采用插入式振动棒;现场作业区吊装及运输主要采用1台25t汽车吊、一台50t汽车吊及一台16t龙门吊。5.2施工区段划分5.2.1划分原则分段长度应考虑结构受力、一次砼灌注能力、砼水化热、抗裂、砼收缩与徐变等的影响，并结合本车站的具体特点综合考虑。施工分段划分的原则如下：①施工缝设置于纵梁弯矩、剪力最小的地方，即跨距的1/4～1/3位置。②分段位置和各层板上楼梯口、电梯井口等位置尽量错开。5.2.2施工区段划分车站沿纵向共划分为10区，分区施工，沿车站纵向由南端向北端施工作业，沿车站竖向由下向上进行流水作业。根据施工总体安排，确保盾构始发井按时提交，车站主体结构施工：组织平行流水作业，主体结构分段见图5-1。图5－1主体结构分区图6车站主体结构施工组织安排6.1单段结构施工作业时间表47 表6-1明挖车站单段主体结构施工作业时间表作业名称1、接地网、防水层、垫层施工2、底板、底梁及部分侧墙钢筋、模板3、混凝土浇筑及等强4、负二层板、梁钢筋、模板、支架5、混凝土浇筑及等强6、拆除第四、第三道钢支撑用时4天8天8天4天8天2天作业名称7、负一层板、梁钢筋、模板、支架8、混凝土浇筑及等强9、拆除第二道钢支撑10、顶板、梁钢筋、模板、支架11、混凝土浇筑及等强12、拆除第一道钢支撑用时4天8天1天4天8天1天作业名称13、顶板防水层及顶板保护层混凝土14、拆除第一道混凝土支撑及顶板覆土回填用时4天10天共计86天明挖基坑主体结构单段作业时间按74天来安排。6.2施工时间安排及进度管理方法（1）施工时间安排车站主体结构工程计划2011年4月10日开始施工，2011年7月28日施工完，共计112天。其中白云路站南端头于2011年6月20日提供盾构始发条件。（2）施工进度管理方法1)根据总体工期要求，指定单段工期计划，对现场施工进度实行动态追踪管理。47 2)施工过程中，将施工计划按各个阶段所展开的工序逐一分解到作业层，采用各种控制手段保证项目及各项工程活动按计划开始，在施工过程中记录各个工程活动的开始和结束时间及完成程度。6.3施工设备与劳动力安排6.3.1机械设备配备序号名称型号单位数量1电焊机 台152空压机BH-12/7台43风镐G10个204钢筋弯曲机 台45钢筋切断机 台46氧焊切割设备 台套107混凝土输送泵台18混凝土振捣棒 台109汽车吊25t台110汽车吊50t台111龙门吊16t台16.3.2施工劳动力组织施工作业队单工序劳动力配备见表6-2表6-2施工作业队单工序劳动力配备表序号工种人数（人）1施工队长12技术员23安全员24质检员25总领工16钢筋班领工27模板与支架领工28砼班领工29龙门吊司机210钢筋工1511模板工1547 12架子工1213砼工814普通工人8合计74主体结构施工时，分两班作业，每班配置74人，施工高峰期人员需求为150人。6.4施工组织管理结构工程涉及到钢筋、模板、砼以及防水等多个工序，施工中每一环节的好坏对整体施工质量影响都很大，这是本工程施工质量控制的重点，也是难点。同时，模板与支架施工的安全也是施工控制的重点之一。为了确保施工质量和安全，加强施工组织管理及工序技术衔接，施工过程中在落实部门岗位责任制的基础上实行行政领导和主要管理人员工地值班制度和工序技术负责制度。初步安排如表6-3。表6-3现场管理人员安排表序号工序或工作内容主要责任人职责1施工总负责项目经理赵卫星全面管理、协调2安全总负责项目副经理许多3生产总负责项目副经理薛敬坤4技术总负责项目总工曾良峰5施工现场管理及工序组织协调安质部孙豪安全、文明管理；质量控制工程部王龙飞、许俊峰技术管理、质量控制物设部曾耀友物资、设备管理实验室王龙试验调度甄晓亮、李向阳现场协调施工队2人现场全面管理、执行指令47 6施工测量工程部王林定位测量、测量管理7施工监测工程部罗山彪监测点埋设、监测实施、数据处理及上报8物资设备管理物设部李领军合理组织原材料采购、验收和保管；材料、机具、设备的合理调配，对工程材料、机电设备质量和管理负责施工队1人9质量管理与工序报验施工队1人施工质量检查，按合同、设计、规范要求施工；按三检制、报验程序进行隐蔽工程、各工序检查评定工程部陈润峰安质部孙豪10安全管理安质部孙豪负责施工安全检查、安全培训教育、文明施工、环境保护等工作施工队1人7明挖结构工程施工方法7.1施工准备（1）在结构施工前，先对导线点和水准点进行复测，并经监理和业主复核。基坑开挖至设计标高后进行测量、放样及验收，严禁超挖。（2）结构施工前，对围护结构表面进行有效的防水处理。（3）在每一结构段施工前首先进行接地网施工，并对接地电阻进行测试，接地网施工结束后，再施做垫层。（4）做好主体结构图纸会审工作，并对内衬墙、顶板模板支撑系统进行设计、检算，报监理、业主审批。（5）提前进行接地等材料的进场、检验。（6）对结构施工顺序、施工进度安排、施工方法及技术要求向作业队及全体管理人员进行认真交底。7.2单段主体结构施工流程本站结构采用由下至上的顺作法进行施工，车站端头井主体结构施工流程见图7-1。47 接地网施工垫层防水层施工底板、梁混凝土浇筑（含防水层）拆除第四道支撑，并置倒换支撑负二层板、梁浇筑混凝土拆除第三道支撑负一层板、梁浇筑混凝土拆除第二道支撑顶板、梁浇筑混凝土拆除第一道支撑顶板防水层、保护层施工覆土回填、恢复路面交通内部主体建筑施工等强等强等强等强等强图7-1　车站端头井主体结构施工流程图7.3接地网施工及杂散电流腐蚀防护施工7.3.1接地网施工流程接地网施工工艺流程:施工准备→沟槽开挖与钻孔→灌注降阻剂→回填→测试→结束。7.3.2接地网施工工艺7.3.2.1接地体沟、槽、孔施工方法（1）每段基坑开挖至距基底设计高程20～30cm范围内时，测放出垂直接地体及水平接地体位置，开始进行接地网施工。水平接地体沟槽采用小型挖机开挖。（2）垂直接地体上部沟槽采用小型挖机开挖，下部Φ150mm竖直孔采用GXY-15钻机成孔。7.3.2.2接地体的敷设47 （1）水平接地体敷设时，先将沟槽清理干净，然后敷设接地体并按要求与相邻的接地体连接。（2）垂直接地体安装前，先将孔内清理干净，然后放入垂直接地体并与水平接地体焊接。7.3.2.3降阻剂的灌注需要进行降阻剂灌注的区段，施工时应严格按照降阻剂生产厂家的产品使用说明进行降阻剂的灌注。7.3.2.4接地体沟、槽、孔的回填接地体的沟、槽、孔的回填采用粘土或现场圆砾土，用机械进行夯实。7.3.2.5接地体的连接方法接地体之间的连接采用铜焊，焊条材质应与接地体材质相同。7.3.2.6接地体连接方式（1）铜排平弯（厚度方向弯曲）垂直连接：先将支线铜排连接端弯曲部分弯制成具有大于铜排厚度2倍厚度的内半径，连接直线段的长度为2倍铜排宽度，长度方向的两个棱边和宽度方向的一个棱边进行焊接。（2）铜排立弯（宽度方向弯曲）垂直连接：先将支线铜排连接端弯曲部分弯制成内半径大于铜排宽度1.5倍的弯,连接直线段的长度为2倍铜排宽度,长度方向的两个棱边和宽度方向的一个棱边进行焊接。（3）同向铜排连接：同向铜排采用上下搭接，搭接长度为铜排宽度的2倍。两个长棱边和两个短棱边进行焊接。（4）铜排折角垂直连接：支线折角后与主线进行焊接，连接直线长度不小于铜排宽度的2倍。（5）铜排与铜管垂直连接：铜排与铜管连接，除接触部位的周围进行焊接外，加设与连接铜排规格一致的铜排弯制成的与铜管外径相同的弧形卡子，卡子棱边分别与铜排、铜管焊接。（6）同向铜管连接：采用铜管对接处焊接后，再加设外套铜管的方式，外套管的长度大于100mm，外套管与连接管外壁进行焊接。7.3.3接地网施工技术要求及措施47 1)接地网在车站底板垫层下的埋设深度不小于0.6m，若底板垫层底部标高有变化，仍保持0.6m的相对关系。2)接地网的引出线要求引出车站底板以上0.5m，引出线上应安设止水板。3)每一节段接地网施工完后进行接地电阻、接地电位差及跨步电位差测试，整个接地装置的接地电阻应满足国家相关标准规定及设计有关规定。量测方法：按DL475-92《接地装置工频特性参数测量导则》执行。4)水平接地网沟用粘性土回填密实后方可进行下道工序的施工。5)接地网施工全过程应严格按GB50169-92《电气化装置安装工程接地装置施工及验收规范》的有关要求进行。6)在垫层施工期间，不仅对接地引出线进行绝缘处理，而且采取有效保护装置并设立明显标志保证其不受损坏。7.4基底处理与垫层施工7.4.1基底处理及施工准备⑴垫层施工在接地网经测试和验收合格后进行。⑵排干基坑内的积水，保持基坑干燥。⑶如有超挖，超挖部分采用填充C15素砼进行处理，并将基底清理干净，经自检和监理工程师检查验收合格后，方可进行垫层砼施工。⑷测量与设置垫层标高控制桩点。7.4.2垫层砼浇注砼为C20泵送商品砼，人工配合砼泵进行浇筑，利用平板振动器捣固。7.4.3垫层施工注意事项（1）机械开挖尽量一次成型，避免二次开挖扰动原状地基，增加回填数量和施工难度。（2）垫层向底板施工分段外延伸2.0m以上。（3）根据预先埋设的标高控制桩控制垫层施工厚度满足设计要求，并及时收面、养生，确保垫层面无蜂窝、麻面、裂缝，垫层施工允许偏差按表7-1执行。47 表7-1垫层允许偏差表序号项目允许偏差（mm）检查频率检查方法范围点数1厚度+30-20每施工段≥4尺量2高程+5-1010m≥4水准仪量7.5车站主体钢筋混凝土框架施工步骤与方法7.5.1钢筋工程主体结构钢筋在垫层施工完成并达到一定强度后开始安装。底板钢筋在垫层上绑扎，中板、顶板钢筋在模板上绑扎。施工时，在模板与主筋之间加设垫块，确保钢筋保护层厚度。施工板时，先立好板纵梁（下翻）底模，绑扎梁钢筋，之后立纵梁侧模及板底模，最后再绑板钢筋；侧墙钢筋由作业人员搭架绑扎。各层板梁钢筋的绑扎顺序为：先绑中间梁，再绑板，并做好梁板钢筋骨架的交错穿插布置工作。侧墙钢筋的绑扎顺序为先绑扎临土面钢筋，再绑扎背土面钢筋。其它零星结构如站台板墙、楼梯的钢筋绑扎顺序按常规进行。7.5.1.1施工准备⑴详细阅读施工图及说明，了解主体结构工程概况，检查钢筋施工图编号是否齐全。⑵检查构件各部分尺寸是否吻合，钢筋编号有无重复情况。⑶核对钢筋的材质、规格、直径、式样及根数是否存在施工图与材料表不相符的情况。⑷钢筋的配筋是否有与设计构造规程或验收规范不相符之处。⑸检查施工机具及工艺条件，保证满足工程质量要求。⑹钢筋原材料的检查与验收。7.5.1.2技术问题的处理⑴钢筋施工图与材料表有差异时，与设计取得联系，进行修正和确认。47 ⑵对于不作为受力钢筋的辅助钢筋（架立钢筋、分布钢筋以及其他辅助钢筋），为了方便施工，在符合构造规定的条件下，征得设计单位的同意，可做适当的修改。⑶因材料供应条件不能满足施工图纸的要求，需要进行钢筋代换计算，确定代换方案，并办理技术核定手续。⑷受力钢筋、或涉及其他受力部位和结构构造的修改，应通过设计单位进行修改。7.5.1.3钢筋下料与制作⑴配料单：钢筋加工制作前，由工程部编制配料单，内容包括钢筋材质、直径、式样、根数以及下料长度。下料长度应按钢筋工艺要求进行计算，不能直接采用施工图中材料表的数据。⑵标识牌：标识牌的内容包括工程名称、图号、构件编号和钢筋根数、编号、规格、下料长度、形状。⑶制作成型：钢筋制作成型前必须先做样板，经检查合格后再进行批量制作。钢筋成型正确，平面上无翘曲不平的现象，弯起钢筋的弯起点位置以及光圆钢筋末端弯钩应符合规范规定。⑷钢筋除锈：钢筋进场后应采取覆盖防雨措施进行妥善保管，防止钢筋锈蚀，钢筋表面不允许有油污和粒状、片状锈斑，对产生污染和锈蚀的钢筋应在使用前进行除污、除锈处理，严重污染、锈蚀和带有颗粒状、片状锈的钢筋严禁使用。⑸钢筋的调直：盘圆钢筋使用前，采用钢筋调直机，按施工规范规定进行调直。7.5.1.4钢筋安装⑴钢筋位置定线：梁的箍筋位置划在纵向钢筋上，板、墙的钢筋划在模板上，柱的箍筋位置划在对角线纵向钢筋上，底板钢筋每个方向的两端各取一点划在垫层上，划线后经检查合格后再进行钢筋绑扎。⑵在结构墙与板、板与梁等连接处钢筋密集，施工之前必须认真阅读图纸，弄清不同型号钢筋的摆放位置，并进行合理安排，确保施工顺利进行。⑶钢筋间距：钢筋间距应符合设计要求，上下层钢筋之间采用马凳筋，以保持钢筋间距的正确。47 ⑷钢筋保护层：采用砂浆垫块，用以控制钢筋保护层厚度，砂浆垫块厚度等于钢筋保护层厚度，垫块平面尺寸为40×40mm，垫块在制作时埋入20号铁线，用以固定垫块,砂浆垫块采用与结构砼相同配比的砂浆制作。⑸钢筋接头与钢筋绑扎：钢筋接头在梁中应纵向布置,在柱中应环向布置，箍筋绑扎时应注意弯钩方向，不得任意颠倒，端部的弯钩应与所靠模板垂直，不得倾斜或平放。箍筋的绑扎均应与主筋互相垂直，不得滑落、偏斜，四个内角与主筋平贴紧密，位置正确，间距符合设计要求。绑扎铁线采用20号铁线，相邻绑扎点的铁线缠绕方向相反，铁线拧转至少一转半以上，并随手将绑扎铁线端头拧向钢筋骨架内部。钢筋绑扎时，应注意钢筋的相交位置和排列，安排好绑扎顺序，钢筋接头位置和搭接长度应符合规范规定。⑹预埋件及预留孔处的钢筋处理：因预埋件的安装需要移动钢筋时，应将钢筋向一边移动，但不能把钢筋局部弯曲，钢筋移动后如果造成过大间距时，应加设一根同一直径的钢筋。⑺下道工序的预留钢筋应严格按照设计要求和施工规范的规定预留，并做好保护措施。⑻钢筋按设计要求加工安装、允许偏差按表7-3、表7-4执行。表7-3钢筋加工允许偏差表序号项目允许偏差（mm）检验频率检验方法范围点数1冷拉率不大于设计规定每根(每一类型抽查10%，且不少于5根)1用尺量2受力钢筋成型长度+5-1013弯起钢筋弯起点位置±202弯起高度0-1014箍筋尺寸052用尺量，宽、高各计1点47 表7-4钢筋安装允许偏差表序号项目允许偏差（mm）检验频率检验方法范围点数1顺高度方向配置两排以上受力筋的排距±5每个构件或构筑物2用尺量2受力钢筋间距梁±102在任意一个断面量取每根钢筋间距最大偏差值计1点板、墙±102基础±2043箍筋间距±205用尺量4保护层厚度梁±5每个构件或构筑物5用尺量板、墙±3基础±105同一截面内受拉钢筋接头截面积占钢筋总截面积≯25%点数计算截面面积注：同一截面指35d且长度不小于500mm，d为一根受拉筋的直径。7.5.1.5钢筋的成品管理成型好的钢筋，必须轻抬轻放，避免摔在地上产生变形，检查验收合格的成品应拴上标识牌。一个编号的钢筋成品在清点无误后，应全部运到远离加工点的的成品堆放场地。按钢筋编号分隔后，在长度为2m，高度为300mm，宽度为200mm，间距为0.5～1.5m的砼垫块上整齐堆放，并采取覆盖防雨措施。7.5.1.6钢筋质量检查验收⑴原材料的检查与验收：钢筋进场时，按《钢筋混凝土用热轧带肋钢筋》（GB1499.2-2007）和《钢筋混凝土用热轧光圆钢筋》（GB1499.1-200847 ）的规定抽取试件做力学性能检验，其质量必须符合有关标准的规定，检查产品合格证、出厂检验报告和进场复验报告。⑵钢筋加工及绑扎质量检查与验收：按现行钢筋砼施工与验收规范进行检查与验收。⑶钢筋隐蔽验收：钢筋绑扎完毕及时进行自检，自检合格后，向监理工程师申报验收，并办理验收签认手续。7.5.2防水工程（1）混凝土结构自防水①本工程强调结构自防水，防水混凝土抗渗等级不小于P8。②施工过程中，在混凝土中掺入适量的优质粉煤灰及防水外加剂，防水外加剂不得采用膨胀剂，而采用减水率高、坍落度损失小、能明显改善混凝土工作性能、提高混凝土自防水性能、降低混凝土体积收缩及提高混凝土耐久性且经过权威机构评审、检测合格的聚羧酸系高性能外加剂。③选用低水化热水泥，严格控制水泥用量，水灰比不得大于0.45。④混凝土坍落度控制在120~160mm，其入模温度不宜大于30Co，同时入模温度以温差控制，混凝土表面温度与大气温度的差值不得大于20Co，混凝土的表面温度与中心温度的差值不得大于25Co。（2）辅助防水本工程底板、侧墙均采用弹性体改性沥青（SBS）聚酯胎单层防水卷材，厚度4mm，上表面采用聚乙烯膜（PE）防粘隔离层，辅以混凝土垫层、找平层、保护层等。顶板采用2.5mm厚单组分聚氨酯涂料，外加纸胎油毡隔离层，上铺80mm厚C25细石混凝土保护层。（3）施工缝防水处理施工缝防水措施采用在施工缝中设置一道5mm厚钢板止水带。侧墙及底板施工缝迎土面增加一道防水卷材附加层，范围为施工缝两边各300mm；顶板施工缝迎土面增加一道聚氨酯防水加强层厚度1m，范围为施工缝两边各300mm。47 （4）变形缝防水处理底板变形缝采用钢边橡胶止水带，变形缝间采用聚丙乙烯泡沫板填充，顶面采用φ30泡沫棒+双组分聚硫密封胶收口。侧墙变形缝采用钢边橡胶止水带，变形缝间采用聚丙乙烯泡沫板填充，侧墙迎土面、背土面均采用φ30泡沫棒+双组分聚硫密封胶收口，背土面设置不锈钢接水盒。顶板变形缝采用钢边橡胶止水带，变形缝间采用聚丙乙烯泡沫板填充，顶板顶面、底面均采用φ30泡沫棒+双组分聚硫密封胶收口，底面设置不锈钢接水盒。侧墙及底板变形缝迎土面增加一道防水卷材附加层，范围为施工缝两边各300mm；顶板施工缝迎土面增加一道聚氨酯防水加强层厚度1m和一道聚酯布加强层，范围为施工缝两边各300mm。（6）降水井穿底板防水绑扎钢筋前，在底板中部向下约10cm位置焊接止水法兰钢板，钢板厚10mm，外径600mm；（7）盖挖下格构柱防水见下图（8）其他防水处理在车站与区间隧道、车站与预留接口接头处，其辅助防水层各自进行收口，并采用与其两边均相容的辅助材料进行过渡连接。47 （9）施工注意事项①防水混凝土所用外加剂的掺量应准确，误差不得超过±2%，并严格按照说明书的规定进行搅拌、振捣。②严禁带水进行混凝土灌注，施工现场不得任意加水，保证混凝土质量③防水混凝土结构内部设置的各种钢筋或绑扎铁丝，不得接触模板，固定模板的螺栓必须穿过混凝土结构时应有止水措施。④施工缝安设止水带前应保证施工缝处无明水。止水胶应连续、均匀设置，不得有间断点，其安装位置必须准确，止水带必须搭接100mm。⑤环向施工缝混凝土浇注之前，应将其表面凿毛并清理干净，涂刷水泥净浆或混凝土界面剂并及时浇注混凝土。水平施工缝混凝土浇注之前，应将其表面浮浆和杂物清除、先铺净浆，再涂刷混凝土界面剂，并及时浇注混凝土。⑥在浇注下一阶段混凝土时，在施工缝处应采用弱振，并注意振捣棒不得碰到止水胶，避免损坏材料的密封性。⑦变形缝止水带必须准确就位，中心气孔必须放置在变形缝中间；变形缝止水带必须密封成环，接缝采用小型硫化机现场硫化。⑧在浇注变形缝一侧的混凝土时，为了防止另外一侧止水带受到破坏，模板的挡头板应做成箱形，同时止水带部位的混凝土要振捣密实，以保证变形缝部位的防水效果。7.5.3模板与支架工程7.5.3.1模板设计原则1)充分考虑工程结构形式、荷载大小、施工设备、材料供应、现场条件、施工经验等因素的原则。2)严格执行现行国家或行业的标准。7.5.3.2模板及支架设计荷载1)模板及支架设计应考虑下列各种荷载:2)模板及其支架的自重;3)新浇混凝土的重量;4)钢筋重量;47 5)施工人员及施工设备荷载;6)振捣混凝土时产生的荷载;7)新浇注混凝土对模板侧面的压力;8)倾倒混凝土时产生的荷载。7.5.3.3模板及其支架验算1)验算模板及其支架的刚度时,其最大的变形值不超过下列允许值。(1)结构表面外露的模板为模板构件计算跨度的1/400。(2)结构表面隐蔽的模板为模板构件计算跨度的1/250。7.5.3.4模板及其支架安装方案采用碗扣式钢管支架，18mm厚胶合板作模板，100mm×100mm、50mm×100mm木方。支架采取满堂脚手搭设，中板立杆横纵间距900mm，顶板立杆横纵间距为900×600mm，梁底横向间距600mm，水平杆步距600mm，加设纵横剪刀撑。立杆顶端设可调支托，杆底设在砼面上用脚手架配套底托。7.5.3.5模板支设方法1)梁模板支设方法由于设计的要求，梁模有大、小梁之分，梁高超过1000mm的为大梁，否则为小梁。大梁侧模采用18mm厚胶木板，外背纵向四道50mm×100mm方木，竖向方木后背竖向方木50mm×100mm，间距500mm，同时竖向方向设道道φ14对拉螺杆，间距500mm，底模采用18mm厚木板，外背50mm×100mm小方木间距300mm，小方木后外背100mm×100mm大方木四道，间距300mm，支架采取满堂脚手搭设，中板梁立杆横纵间距900×600mm，顶板梁立杆横纵间距为600×600mm，大方木用可调节钢管U形托支托，支托间距900mm，钢管U形托应同满膛碗口脚手架连接以加强稳定性。2)中、顶板模板与支架安装方法板底模采用18mm厚胶木板，胶木板下沿纵向搁50mm×100mm小方木，间距300mm，小方木沿横向搁100mm×47 100mm大方木间距800mm，大方木下设满φ50mm×3.0mm钢管满膛碗口脚手架，满膛碗口脚手架中板立杆间距900mm×900mm，顶板立杆间距900mm×600mm。板之腋角处45度支撑，间距600mm。中板（顶板）模板支架搭设见图7-3所示。3)墙体模板支设方法侧墙砼厚700mm，侧墙模板采用厚18mm的胶合模板，模板外横向背100mm×100mm方木，间距300mm，竖向方木外背两道竖向100mm×100mm方木，间距800mm，并采用φ50mm×3.0mm扣件式钢管与板碗扣式钢管连接，水平杆步距600mm。斜撑底部撑车站结构梁上。墙体模板支撑方案见图7-4。图7-3车站中板（顶板）支撑47 图7-4墙体模板支撑示意图3)脚手架搭设方法满膛碗口脚手架采用φ50mm×3.0mm的钢管搭设而成。满膛碗口脚手架中板立杆横纵间距900mm，顶板立杆横纵间距为900×600mm，梁底横向间距600mm，水平杆步距600mm，加设纵横剪刀撑。距板面不大于500mm纵横向设一道扫地杆，间距均为900mm。在扫地杆上每隔不大于1200mm设纵模向一道水平杆，间距均为900mm。在纵横向均设剪刀撑，间距为每四道立杆设一道剪刀撑。7.5.4混凝土工程7.5.4.1混凝土设计参数（1）主体结构各部位混凝土设计等级①顶板(顶板梁)，中板(中板梁)，底板(底板梁)，侧墙，内墙采用混凝土强度等级C35。顶、底板及顶、底梁、侧墙应采用高性能防水混凝土,防水混凝土的抗渗等级≥P8。②立柱混凝土强度等级为C50。③底板下素混凝土垫层强度等级采用C20。47 （2）防水混凝土主要技术要求1）材料要求①水泥:采用低水化热型普通硅酸盐水泥,强度等级为42.5MPa；水胶比0.4~0.45，水泥最小用量为260kg/m³；游离氯化钙不超过1.5%;含碱量按Na2O当量计不宜超过水泥质量的0.6%。②骨料:采用坚固耐久,级配合格,粒形良好,洁净的骨料。③外加剂:外加剂中的氯离子含量不得大于混凝土中胶凝材料总量的0.1%;高效减水剂中的硫酸钠含量不大于减水剂干重的15%。2）工艺要求①混凝土坍落度:控制在120~160mm。②入模温度控制：入模温度不宜大于300C,负温下不低于120C,入模温度应以温差控制,混凝土的表面温度与大气温度的差值不得大于200C,与中心温度不得大于250C。③裂缝控制：迎水面不得大于0.2mm,背水面不得大于0.3mm，且不得有贯穿裂缝。④养护：采用喷淋水养护。3）配合比要求①水胶比:0.4~0.45。②最小胶凝材料用量:不低于260kg/m3。③粉煤灰：掺入优质粉煤灰。④外加剂：掺入抗裂（密实型）剂、高效减水剂。7.5.4.2混凝土拌和本工程采用商品混凝土,由商品混凝土搅拌站统一拌和.7.5.4.3混凝土运输混凝土由搅拌站采用混凝土搅拌输送车运到工地.7.5.4.4混凝土浇筑施工工艺流程（1）混凝土浇注施工工艺流程47 混凝土浇注施工工艺流程:施工准备→模板检查与验收→混凝土搅拌与运输→混凝土进场验收→泵送入模→振捣→养护。（2）混凝土浇筑工艺1）施工准备混凝土浇筑前应认真做好如下各项工作:①根据工程特点和施工场地条件，准备砼浇筑施工机具设备，包括浇筑平台、砼输送泵、运输车辆、料斗、溜槽、振动器等，并在正式施工前进行试运行。②准备好留施工缝所用的模板、支撑。保证水、电、照明线路的正常运行。③按浇筑量和浇筑部位安排好劳动组织和作业计划，并与商品砼搅拌站取得联系做好砼供应安排。④注意了解和掌握天气变化情况，避开雨天进行砼浇筑，并准备好抽水设备和防雨设施。⑤检查模板、支架安装情况和钢筋、预埋件安设情况是否符合设计要求。⑥模板内的杂物、泥土等应清除干净并浇水湿润。⑦检查砼材料合格证、材料复验报告、配合比等资料是否符合要求。⑧钢筋、模板已经检查并已经办理好检查签认手续。⑨认真做好砼施工技术交底工作，让参与施工的全体人员了解、掌握大体积混凝土浇筑施工要求和操作要领。2）劳动组织混凝土浇筑实行分工协作,统一指挥的组织原则,现场指挥由工区负责人指派的人员担任,施工作业具体分为4个小组,各小组职责如下:①混凝土供应组:负责与混凝土搅拌站联系与协调,保证混凝土按质量要求拌制及运输②混凝土浇筑组:负责按现场混凝土浇筑顺序,做好入模、振捣、表面收水压光和施工缝的处理工作。③机电组：负责施工机具设备的操作和水电供应。④技术组：负责技术、安全、质量交底并监督执行。各道工序的检查与验收，办理施工签证手续以及安全检查。混凝土进场外观质量检查和塌落度、入模温度的测试。混凝土试件的制作、养护、保管、试验以及试验报告的整理、报送。47 3）混凝土浇筑施工方法及要求混凝土采用泵送入模,人工使用插入式振动器进行振捣.施工过程中应严格按如下要求施工:①施工前应对参与施工的全体人员进行详细的施工技术交底和安全技术交底。②根据结构部位及特点采取有针对性的技术措施保证混凝土的连续浇筑。③指派专人负责商品混凝土的进场检验，运到工地的混凝土应具有配合比所规定的塌落度，有泌水、离析现象的混凝土不得使用。④混凝土浇筑时的自由倾落高度不得大于2m，超过2m时必须采用溜槽。⑤插入式振动器的作用半径一般为振动作用部分长度的1.25倍,最大不超过50cm。使用时应快插慢拔，插点应均匀排列，逐点移动，不能遗漏做到均匀振实，移动间距不大于振动作用半径的1.5倍,振捣上一层时应插入下层5cm,以消除两层间的接缝,振捣时振动器不得碰撞钢筋、模板和预埋件。⑥使用平板振动器时，移动间距应保证振动器的平板覆盖已振实部分的边缘。⑦板混凝土浇筑时应搭设浇筑平台，严禁人员踩踏钢筋。⑧混凝土浇筑层厚应根据结构特点、浇筑条件、振动能力、模板设计和混凝土供应能力等情况确定。墙体每层浇筑厚度不得大于40cm；板每层浇筑厚度不得大于30cm。每层混凝土的高差不得大于5cm。浇筑板时，应采用踏步式分段、分层推进的方式，推进长度宜为1～1.5m,要在下一层混凝土初凝之前浇筑上层混凝土,并将表面泌水及时排除。⑨混凝土的浇筑应连续进行。如遇间歇，其间歇时间应尽量缩短，并应在前层混凝土初凝之前，将次层混凝土浇筑完成，间歇时间超过45min时，按施工缝进行处理。⑩浇筑混凝土应指定专人负责检查模板、钢筋及预埋件等有无松动、移位、变形等现象，出现问题及时处理。⑪施工缝的预留应严格按设计和施工规范进行。施工缝新旧两次混凝土的浇筑时间不能过长，以免接缝处新旧混凝土收缩值相差过大而产生裂缝。47 ⑫为使施工接缝严密，后道混凝土浇筑前应对前道混凝土接缝表面进行处理，清除浮粉、杂物，用洁净水冲洗干净，涂刷混凝土接缝处理剂。然后进行后道混凝土的浇筑。⑬变形缝部位的混凝土浇注前应认真做好止水带的安装与固定，浇筑时应注意止水带的保护。⑭采用自动定时喷淋系统进行混凝土养生施工，严格控制时间间隔和喷水量，以保持混凝土表面湿润为准。7.5.4.5混凝土养护中板和顶板采用覆盖洒水养护。墙混凝土浇筑完成后，在拆除模板之前，采用水管向模板上浇水的方法进行养生；待模板拆除之后，采用在墙体上安装自动定时喷淋洒水养生。按照混凝土浇筑完成的先后顺序，分别设置喷淋间隔时间，确保浇筑完成的墙在养生期内，混凝土面24小时保持湿润。7.5.4.6砼的现场验收与检验⑴施工过程中适时到拌和站对砼的配合比、原材料、拌制进行随机检查。⑵对进入工地的砼进行外观检查和坍落度的测试。⑶按砼施工验收规定制作砼试件，试件按标准养护和同条件养护分别养护。试件由专人负责制作，要特别注意试件的制作、养护、保管、试压及试压报告的收集、整理、报送、存档工作。⑷现浇砼允许偏差见表7-5。表7-5现浇砼和钢筋砼允许偏差见表序号项目允许偏差（mm）检查频率检验方法范围点数1砼抗压强度、抗渗标号不低于设计标号每构筑物或每50米2建筑物轴线位移〈154用仪器或尺轨道中心线位移≤154净空限界满足设计要求〉103底板、站台层、设备层、站厅层标高±10〉10水准仪检查2m靠尺检查平整度10447 4层高（全高）±10（±20）每个构筑物或构件8用尺量或用水准仪测量5纵坡±0.1‰46截面尺寸基础±15，-58尺量墙、梁+8，-587侧墙位移≤152尺量或垂直吊量，用2m直尺量垂直度84平整度1048预管预埋件中心位移5每个构筑物或构件1用尺量9预留孔中心位移10110预留洞中心位移15111顶板渗漏水无渗漏点观察12侧墙渗漏水渗迹点〈1点/30m长度13电梯井全高垂直度H/1000且不大于304用尺量，垂线吊量14井筒长宽对中心+25，0415自动梯预留宽度154用尺量16麻面面积每侧不得超过该面积的1%全面积用尺量7.6顶板回填及路面恢复顶板回填土在相应结构混凝土强度达到设计强度并做好防水层、保护层，及经监理工程师验收后分段分层回填。1）回填前将保护层上积水、杂物清理干净。2）结构顶板以上采用粘土回填，厚度不少于0.5m，其它部位根据价格和土源，选择符合设计要求的填料。3）各类回填土使用前分别取样测定最大容重和最佳含水量，并做压实试验，确定填料含水量控制范围，铺土厚度和压实密度等参数。47 4）回填分段分层夯填，层厚15cm左右，在结构顶板上50cm以内，采用人工使用冲击夯夯填，当填土厚度大于50cm时改用轻型压路机碾压，碾压时薄填、慢行、先轻后重、反复碾压，按机械性能控制行驶速度，压碾时搭接宽度不小于20cm，人工夯填时夯与夯之间重叠不小于1/3夯底宽度，分段施工松铺前已填土的边坡作成台阶，台阶宽度小于1m，高度不大于0.5m。5）每层夯填结束后取样检查回填土密实度，机械碾压时，每层填土按基坑长50m（且不大于1000m2）取一组，人工夯实时，每层填土按基坑长度25m（且不大于500m2）取一组，取样点不少于6个，在中部和两边各取两点，遇有填料类别和特征明显变化或压实质量可疑处适当增加点位，对粘土采用环刀法检测，对砂性土采用灌砂法检测，达到密实度后进行上层回填。6）回填碾压密实度满足设计及规范要求。7）每层回填做成不少于2%的横坡和向未填方向形成纵下坡，以利雨期排水，回填时集中力量，取、运、填、平、压各环节紧跟作业，抓紧晴天时间分段施工。雨季施工，密切注意天气预报，雨前不填筑非透水性土壤。8）在回填过程中遇到地下管线永久复位段，做好回填与管线复位的协调工作，在确保管线按设计复位的前提下进行顶板回填工作。9）待回填至地面以下2m范围时，拆除对应范围的地下连续墙内的钢支撑，再分层填筑剩余土体，并恢复路面。7.7车站内部结构施工7.7.1站台板施工本站采用双岛式站台，标准段站台宽度为（10m+10m）。站台板的施工在结构轮廓施工完成后进行，每次施工长度根据需要12m～18m不等。站台板结构采用分部施工，第一部分为支撑墙施工，第二部分为板体施工。站台板施工方法如下：（1）模板采用组合钢模板，支撑体系采用可调式DWJ碗扣式支架，墙体加固使用穿墙螺栓。（2）结构钢筋加工在加工房内按设计加工成型，运送至现场绑扎，支撑墙与站台板连接的预埋钢筋采用焊接。（3）采用混凝土输送泵灌注入模，设专人捣固。板面混凝土初凝后，进行压实、抹面，终凝后用湿麻袋覆盖，定时洒水养护。7.7.2风道施工47 根据总体施工顺序安排，风道与站台板同时进行施工。风道施工支架采用满堂式支架，搭设成门型，支架样式如图7-6所示。图7-6风道施工支架布置示意图风道钢筋在地面上进行加工，吊运进入车站，在支架上绑扎成型；模型采用组合钢模；泵送混凝土入模，人工插入式振捣密实。混凝土浇筑完成后，及时进行洒水养生。7.7.3回填混凝土施工在站台板及风道施工完后，进行轨底回填混凝土的施工。回填采用分段满灌法进行施工，从地面铺设泵送混凝土输送管道进入站台层，泵送混凝土入模，人工插入式振捣器振捣密实。8车站结构测量措施47 主体结构施工时，向底板及中板上测定中线点，将地面控制点用全站仪向开挖端头地面转点向下投点，保证置镜点与投点平面距离至少50米，并用另一点进行复核。利用车站内引测的高程点进行施工测量时，必须有检测手段，确保高程无误后方可使用，高程测量采用往返测；主体结构施工时向下传递高程采用钢尺悬吊的方法进行，地上、地上安置两台水准仪同时读数，在钢尺上悬吊与钢尺检定时相同质量的重锤。传递过程中每次独立观测三测回，每测回变动仪器高度。（1）主体结构施工放线测量根据金星站结构设计，车站主体放样采用平面测量导线网，导线由地面上导线点引入基坑内进行放样。依据车站设计坐标，计算出构造物四点坐标，原则上侧墙边线外放80mm，保证车站限界。（2）接口的测量本工程的施工接口包括与出入口等工程的接口，为保证施工的顺利连接和接口几何尺寸的准确，施工前对控制网进行复核测量，根据设计接口的平面位置，计算其坐标与控制点位置的关系等资料，并对所有资料进行复核准确无误，由控制点进行实地测放。9结构工程施工质量保证措施本站主体结构施工质量的关键在于保证混凝土的施工质量。地铁车站结构砼对耐久性、抗裂性、韧性、强度要求较高。本站砼防水等级高，砼抗渗标号为P8，车站底板厚度大，施工期间容易产生温度或收缩裂缝。底板厚度较大，在混凝土浇捣过程中容易产生较大的水化热，从而引起附加温度应力，而车站内衬由于混凝土收缩受阻而产生收缩应力。当附加的温度应力或收缩应力大于混凝土的抗拉强度时就会产生裂缝。9.1施工控制1、成立砼作业班，专门从事砼灌注工作，班内按卸料、入模、振捣及收面分工定人定岗，建立岗位责任制。砼班组建原则：1)选择有丰富砼施工经验的技术工人；2)对组建后的班组人员不定期进行砼浇注技术质量培训，考核合格者上岗。2、砼灌注实行技术盯班制。3、合理确定结构分段，降低砼收缩量，结构施工缝设在受剪力或弯矩最小处。47 4、模板选择刚度大，表面平整光滑，无变形翘曲的好模板，立模前进行受力检算，保证选用合适模板支架，且支架稳定，无松动、跑模、超标准的变形下沉等现象。5、灌前将模板内清理干净，脱模剂要均匀刷涂，不漏刷。板缝内贴止水胶带保证平整严密。6、不宜在气温高、天气炎热的情况下浇注砼，温度高时，灌前在模板上洒水。7、砼灌注前对模板、钢筋、预埋件、预留孔洞等进行检查，验收合格后，方可开灌。8、每次灌注前，均要备好一台机状良好的发电机以应付突然断电现象，并备足足够面积的彩条布，防止新浇砼雨淋或曝晒。9、商品砼选择质量有保证的搅拌站的产品，砼到达工地后，现场核对坍落度，每班不少于2次，允许2cm误差，超过者立即通知搅拌站调整，严禁任意加水。从搅拌车卸出的砼不得发生离析现象，否则重新搅拌合格后方可卸料。卸料前搅拌罐先快速转动10～15S。10、采用输送泵现场送料，输送过程中，受料斗需保持足够砼量。11、采取措施保证砼自由倾落高度小于2m，最前端置水平溜槽，防止砼产生离析。12、砼采用振捣器振捣，振捣时间30S并达到三个条件方可结束振捣：1)砼表层开始泛浆；2)不再冒泡；3)砼表面不再下沉。13、砼灌注连续进行，间歇时间不得超过混凝土的初凝时间。14、砼灌注过程中，设专人随时检查模板、支架、钢筋、预埋件和预留孔洞情况，发现问题及时处理。15、砼初凝时，进行砼面的提浆，压实、抹光工作，初凝后终凝之前进行二次压光，以提高砼强度，减少收缩量。浇注后及时覆盖湿麻袋养生，养生期不少于14天，养护施工定方案、定人员、定设备、定时间、定措施，确保养护方案在执行过程中不走样。16、砼灌注过程中，按要求留足抗压、抗渗试件，试件在灌注地点制作。47 17、砼强度未达设计要求强度前，禁止重型设备从旁频繁经过及在结构表面堆载重物；中板支架只有在顶板砼强度达设计要求时才可拆除；对结构不同部位，采取不同的拆模时间，禁止拆模过早；钢支撑拆除时间由构件砼强度控制，构件砼强度达不到设计要求坚决不能拆除。18、教育全体施工人员对已成型的结构要爱惜保护，不将构件保护层，棱角等人为碰烂、碰裂。9.2裂缝控制1、控制措施为了防止裂缝开展，着重从控制温升，减少温度应力方面要采取一系列技术措施。这些措施不是孤立的，而是相互联系相互制约的，施工中结合工程实际全面考虑，合理采用。本车站采用商品混凝土，对混凝土搅拌站从水泥选用、外加剂、粗细骨料上严格控制，以控制混凝土的出机温度和收缩量。保证砼各组成材料的质量，控制砼生产过程的质量。2、砼施工控制1）施工工艺流程：如图9-1。2）施工要点加强振捣，加强养护。选用刚度大、稳定性好的模板及扣件，浇筑后检查表面沉陷裂缝。加入膨胀剂，防止砼收缩裂缝。夏季浇筑砼控制入模温度，防止太阳直晒升温，避开高温时段，模板浇注前洒水降温，减少砼浇筑厚度，降低浇筑速度。一次浇注长度不过长，进行充分养生等。3、砼施工的其它保证措施混凝土养护是确保混凝土质量的一个重要环节，为确保混凝土不产生裂缝，设专人进行养护。底板、顶（中）板砼达不到设计强度前不得堆放设备、材料等。47 配合比设计施工技术设计商品砼厂家考察交通组织协调大体积砼浇灌、泵送入模振捣现场砼质量检查取样同条件养护试块标准养护试块表面二次振捣表面刮平压实保湿储热养护测温点布置砼内外温差，平均温度、降温梯度、同条件养护试块强度等达到规定值继续浇水养护（不少于14天）拆除养护进入下道工序图9-1砼施工工艺流程图9.3对预埋件、预留孔洞的保证措施1、施工过程中坚持逐级检查制度是预埋件、预留孔洞施工质量的重要保证，为此建立如图9-2的质量控制检查体系。47 图9-2质量控制检查体系2、施工前，技术主管对图纸进行详细的审查，对各类图纸中反映的预埋件、预留孔洞的位置尺寸、大小、数量、规格等进行仔细复核，充分了解设计意图，发现问题，及时向驻地监理工程师及设计人员反映，并以设计或监理工程师下达的书面通知为执行标准，不私自变更原设计。3、每个结构段施工之前，将该段内的预留孔、预埋件详细统计，并绘制交底图及表格说明，向施工员和班组长交代清楚，做好技术交底，并严格执行复核制。4、预埋件、预留孔洞应严格控制其中心线位置及标高，中心线及标高用红油漆线标注于模板面上或稳固的钢筋架上。中心线附近0.5m范围内钢筋以焊接形式相连。施工中，中线测设严格按双检制执行，未经复核的中线不准使用。5、预留孔模型加工尺寸误差符合设计、规范要求，超出范围的，坚决拆掉重做。预埋件选用合格材料精心加工，有防水要求的，除设置好常规防水以外，穿墙螺栓及穿墙管设止水环，止水环与螺栓满焊，螺栓靠模板一侧加硬泡沫包裹，拆模后将螺栓齐凹孔底割平，用微膨胀水泥砂浆封堵。模板须支撑牢固，防止因跑模造成预埋件、预留孔洞的变位。6、砼灌注前，技术主管会同质检人员共同对预留孔、预埋件位置再次进行仔细检查，不合格处立即返工，直至达到要求为止；自检合格后，报请监理工程师验收并做好记录，签认合格后方可进入下道工序，并随时接受监理工程师的监督指导。砼灌注过程中，振动棒离孔模不能太近，并采取措施保证孔壁砼密实。7、拆模时小心谨慎，不使用橇棍沿孔边硬橇的拆模办法。拆模时不碰对拉螺栓，以免影响砼与对拉螺栓之间的粘接。拆模后及时做好预留孔、预埋件的竣工测量，对孔口尺寸、孔壁垂直度误差超出规范要求的尽早修补。预留孔用木板封盖，防止棱角破坏及施工人员跌落。对接地体设置隔栏加以保护并和其它预埋件露出结构面部分一道设置明显位置标志，以便装修时使用。9.4结构模板与支架施工质量措施47 1、为减少混凝土在浇筑过程中对模板产生过大冲击，要在浇筑口设一斜槽让混凝土沿斜槽缓缓滑落，且必须间隔一定时间移动泵管口及斜槽位置，均匀浇筑，以最大限度减少混凝土对侧壁模板的冲击。2、所有钢管、扣件和调节杆搭设前，必须先进行检查。对存在裂纹、截面削弱或局部变形等以致影响正常使用的钢管有必要进行检验，检验合格后方可使用。计算时也考虑了杆件的锈蚀与缺陷因素的影响。3、本工程墙壁模板采用对撑方法，不用拉杆，因此在混凝土浇筑时宜用两台泵，左右侧壁对称进行，高差不超过20cm，为减少对侧壁的压力，需控制浇筑速度，每小时浇筑量不超过20m3。4、在制作安装模板时，应特别注意模板接缝必须严密，接缝处须用胶纸粘贴。保证位置、垂直度和几何尺寸轴线准确，因此模板安装后，应再认真复核和加固。浇筑混凝土前，要湿透模板。5、拉通线全过程监控，一般拉上中下三道通线，墙模安装后全面检查纠正，浇筑混凝土时随时检查校正。6、拆模板时应用铁撬棍先拆出小模，然后用木楔楔入，使模板与混凝土表面脱离，再用铁撬棍撬除其余模板。7、预埋件与预留孔洞必须位置准确，安设牢固。8、模板体系安装好后，满足设计要求的几何尺寸，且具有足够强度、刚度和稳定性。9、模板与混凝土的接触面涂隔离剂。10、壁板安装好后表面要平整，接缝应严密不漏浆，对于过大的接缝应根据裂缝实际情况制作塞条填塞严密后用胶带纸粘贴。11、模板安装过程中加强质安检查，对垂直度、平整度控制严格把关，对预留孔仔细检查，防止漏埋。12、侧壁模板拆模时，侧模在混凝土强度能保证构件不变形、棱角完整时，方可拆除。9.5结构混凝土的质量保证措施47 1、合理选用原材料,采用“双掺法”优化配合比设计,尽可能降低砼的水化热,并有适宜的早期强度和较好的施工性能（保证有良好的可泵性，泌水小、流淌斜度相对较小等）。2、选择合理的浇灌工艺,在规定的区段内保证连续浇灌。（1）选择合理的浇灌路线,按斜面分层推进,确定每层的厚度及在初凝之前能被新浇砼覆盖的单位时间需要入模的砼量,确定砼供应量及必要的设备投入,防止“冷缝”。（2）夏季应采用降低原材料入机温度,砼输送管上加湿草袋覆盖,喷水降温等措施,降低砼入模温度，控制入模温度28摄氏度。（3）把握二次振捣时机,消除沉缩裂缝；作好初凝之后终凝之前的表面压抹消除表面裂纹，消除在降温阶段出现应力集中的隐患。3、大面积砼主要是控制收缩应力（1）注意二次振捣消除沉缩裂缝,大面积砼面作好初凝后终凝前的压抹消除表面裂缝。（2）墙体浇灌在结束部位注意抽排浮浆,避免在结构中存在易开裂、低强度、高收缩等薄弱部位。（3）特别要加强保湿养护，养护时间14天以上，面板还要附加覆盖等。（4）针对深圳高温天气较多,在夏季砼尽量安排在夜间施工,并采取降温等措施,控制入模温度和拆摸混凝土强度,把握好混凝土振捣工艺,以减少混凝土的收缩裂缝。10结构工程施工工期保证措施1、根据本工程的特点，制定出能确保工期的最佳施工方案，并严格按照其执行，如遇特殊情况，可做适当调整。2、合理划分施工段，精心组织安排，力争多开工作面。3、合理安排工序循环，在满足质量要求和施工安全的前提下，开展多工序搭接流水作业，加快结构施工进度。4、根据结构施工安排，准备足够的脚手架、模板等周转材料。5、合理安排混凝土浇灌时间，尽量避开交通高峰期，以减少交通阻滞对混凝土施工的影响。6、节假日保证工期的措施47 (1)提前与各个材料供应商协商，保证节假日期间砂、石、钢材、防水材料、商品砼等材料的供应。(2)提前储备各种易损机械配件，保证机械正常运转。(3)劳动力平常轮换休假，保证节假日出勤率不低于90%，同时进行“保勤”，以确保工程所需的劳动力。7、雨季施工措施雨季施工主要以预防为主，采用防雨措施及加强截、排水手段，确保雨季正常的施工生产，不受季节性气候的影响。（1）成立雨季施工组织体系编制雨季施工应急预案，确保安全，不延误工期。明确雨季施工的技术、质量监控点。对于施工中可能发生的问题或灾害要有充分的对策，避免对工程造成较大的损失。项目部成立抗洪领导小组，同时成立抗洪突击队。抗洪领导小组的组长由项目经理担任，副组长由副经理担任，组员要有各业务部门、施工队伍的主要人员参加。抗洪突击队的队员要挑选年轻力壮、责任心强、勇于吃苦的同志参加，要做到“来之能战，战之则胜”。（2）雨季施工保障措施1)对一般不列入雨季施工的工程，力争雨季到来前完成到一定部位，同时考虑防雨措施。2)在雨季到来之前，做好车站基坑的排水防汛工作，防止雨水灌入而影响工程施工。3)处理好施工场地弃碴进料的施工便道，做到雨天不泥泞、不打滑，保持运输畅通无阻。4)对于防水、防潮要求高的材料要加强管理，设专人进行看管。5)增加材料的储备数量，防止因下雨而停工待料的情况发生。6)弃碴场要注意设排水沟进行排水，并派人勤检查、勤疏通，防止雨水冲走弃碴，造成环境污染。47 7)经常对电力线路及用电设备进行检查，加强电力开关防水能力，防止触电事故发生。8)混凝土的运输要做好防水工作，确保混凝土的质量。（3）雨季施工的主要管理措施1）地铁工程在雨季施工时，主要考虑地层被雨水长期浸泡，承载力降低，基坑开挖面自稳时间减小，基坑内表面渗水量增大等。所以在组织施工时，要加强基坑支护，加大基坑内排水。2）在雨季施工期间，要加大监控量测的监测频率，对重要部位施工时，要做到24小时监测，及时反映雨季对施工的影响，确保雨季施工安全。3）在整个车站基坑周围地面设置挡墙和集水沟，确保地面水不流入基坑。基坑开挖后，及时设置坑内排水沟和集水井，防止坑底积水，集水坑与基坑挡墙内侧的距离应大于1/4基坑的宽度。11结构工程施工安全保证措施11.1施工现场规范要求坚持预防为主、措施到位的原则，严格按照设计和相关安全规范进行现场操作。（1）施工现场需配备专门的安全员，负责检查现场施工的安全问题。（2）所有进入施工现场的人员戴好安全帽，并按规定配戴劳动保护用品，和安全带等安全工具。配备必要的安全劳保用品，高处作业时拉好安全网，系好安全带，并合理安排工班交替，杜绝疲劳作业。（3）严禁酒后作业；严禁身体条件不适合的人员参与施工。（4）所有人员坚持持证上岗；施工场地禁止非作业人员进入。（5）如果需要夜间施工，应提前做好照明准备。（6）支架的搭设必须严格按照设计进行。施工前对杆件质量和支架结构进行检查，施工过程中重点控制结合部是否精确定位、准确对中，施工完成后由生产副经理或者项目总工程师组织各部门人员进行检查验收，检查合格后方可作业。（7）施工过程中随时监测梁端挠度及立杆稳定情况，并做好应急准备。11.2进入基坑要求47 本工程自然地面距标准基底深约30米，坑内施工属高处作业，为了确保施工安全，要做好以下工作：（1）在距基坑边缘0.2～0.3米处设置护栏，且不低于1.2米，并要稳固可靠。进入基坑施工的人员上下通行由扶梯上下，不攀登模板、支架、脚手架或绳索上下，并作好“三宝”、“四口”等防护措施的管理。（2）施工作业搭设的扶梯、工作台、支架和脚手架、护身栏、安全网等，牢固可靠，并经验收合格后方可使用。架子工程应符合《建筑施工高处作业安全技术规范》(JGJ80-91)和《建筑安装工人安全技术操作规程》(1980.5.20)规定要求。（3）施工中，采用防护网、围拦进行安全防护，防高处坠物伤人。11.3高处作业安全措施（1）从事高处作业要定期进行体检，不适于高处作业的禁止其作业。（2）高处作业衣着要灵便，禁止穿硬衣和带钉易滑的鞋。（3）高处作业用材料要堆放平稳，工具随手放入工具袋内，上下传递物件，禁止抛掷。（4）遇有雾、雨、大风等恶劣天气影响施工安全时，禁止进行露天高处起重作业。（5）梯子不得缺档，不得垫高使用。（6）没有安全防护设施，禁止在支架和脚手架、挑架上行走。11.4支架和脚手架工程安全措施（1）钢管支架和脚手架的立柱钢管加垫座时，用坚实的厚木块垫好。（2）支架和脚手架的立柱要求垂直，其中转角立柱的垂直误差不得超过0.5%，其中立柱不得超过1%。承重的纵向水平杆,必须支承于横杆之上,禁用不合格材料。（3）支架和脚手架两端转角处，每隔6～7根立柱，应设剪刀撑，剪刀撑与地面的夹角不大于60度。（4）走桥上必须满铺脚手板，不得留有空隙和探头板，加踢脚板，所有铺板应用铁丝绑扎牢固。（5）采用的钢管规格要统一，不同规格的钢管应分类堆放，分开使用。（6）支架搭设分段完成后，经验收合格后方可使用，并按规定办理验收手续。（7）凡参加搭设支架和脚手架的操作人员，必须经过体格检查方可上岗。47 （8）凡参加搭、拆支架和脚手架的操作人员，必须戴安全帽、工具袋，悬空、临空危险作业必须配带安全带，严禁穿拖鞋、赤脚或硬底鞋上架操作，严禁酒后作业。（9）拆卸架前要检查桥架上是否有杂物、电线水管等临时设施，必须先清除干净后拆除。（10）拆架时，拆下材料堆放在架上或平台不得超载，拆除下来的螺栓要放入工具袋，小构件要放入工具袋内，拆下来钢管、桥板、传递人员位置要错开，不允许在同一线上操作，短料、桥板、构件、螺栓等可放入上落笼内降下，停台装料时要打信号降落，严禁从高处抛掷料具落地。（11）拆架时，应按顺序进行，应由上而下，不准上下同时作业，在拆架前会同工地负责人制定拆卸防范措施。11.5满堂支架作业时安全要求满堂支架所使用材料和搭设方法同一般支架和脚手架。中板立杆横纵间距900mm，顶板立杆横纵间距为900×600mm，梁底横向间距600mm，水平杆步距600mm，加设纵横剪刀撑。11.6支架和脚手架拆除安全措施（1）拆除支架和脚手架前，班组成员要明确分工，统一指挥，操作过程中精力要集中，不得东张西望和开玩笑，工具不用时要放入工具袋内。（2）正确穿戴好个人防护用品，脚穿软底鞋。拆除挑架等危险部位应挂好安全带。（3）拆除支架和脚手架前，周围应设围栏或警戒标志，在交通要道设专人监护，禁人入内。（4）严格遵守拆除顺序，由上而下，一步一清，不准上下层同时作业。（5）拆除支架和脚手架的大横杆、剪刀撑，应先拆中间扣，再拆两头扣，由中间操作人往下顺杆子，不得往下乱扔。（6）拆除的支架和脚手架杆、脚手板、钢管、扣件等材料应往入传递或用绳索吊下，不得往下投扔，以免伤人和不必要的损失。（7）拆除过程中最好不要中途换人，如必须换人时，应将拆除情况交代清楚。47 （8）拆除过程中最好不要中断，如确需中断应将拆除部分处理清楚告一段落，并检查是否会倒塌，确认安全后方可停歇。（9）支架和脚手架拆除完后应将架料分类堆放，堆放地点要平坦，下设支垫排水良好。钢类最好放置室内，堆放在室外应加以遮盖。对扣件、螺栓等零星小构件应用柴油清洗干净装箱、袋分类存放室内以备再用。（10）弯曲变形的钢构件应调直，损坏的及时修复并刷漆以备再用，不能修复的应集中报废处理。（11）辅助设施：上料通道四周应设1m高的防护栏杆，上下架应设斜道或扶梯，不准攀登支架和脚手架杆上下。11.7模板工程安全措施　混凝土结构的模板工程是混凝土成型施工中的一个组成部分。模板按材料可分为木模板、钢木模板、钢模板等。模板工程的安全技术措施有：（1）工作前应戴好安全帽，检查使用的工具是否牢固，扳手等工具必须用绳链系挂在身上，防止掉落伤人。工作时应集中思想，避免钉子扎脚和空中滑落。（2）安装与拆除5米以上的模板，应搭设支架和脚手架，并设防护栏杆，禁止在同一垂直面上下操作。高处作业要系安全带。（3）不得在支架和脚手架上堆入大批模板等材料。（4）高处、复杂结构模板的安装与拆除，事先应有切实安全措施。高处拆模时，应有专人指挥，并在下面标出工作区。组合钢模板装拆时，上下应有人接应，随装拆随运送，严禁从高处掷下。（5）支撑、牵杠等不得搭在支架和脚手架上，通路中间的斜撑、拉杆应放在1.8米以上处，支模过程中，如需中途停歇，应将支撑、搭头、柱头板等钉牢；拆模间歇，应将已拆除的模板、牵杠、支撑等运走或妥善堆放。（6）拆除模板一般用长撬棍。应防止整块模板掉下，以免伤人。（7）模板上有预留洞口，应在安装后盖好洞口。混凝土板上的预留洞口中，应在模板拆除后随即将洞口盖好。11.8加强监控量测，确保安全47 加强施工过程中的各项监测，并做好详细记录，及时反馈，尤其是主体结构施工阶段，地面及周边建筑的沉降观测及结构物变形观测，通过观测成果指导施工，确保施工安全及环境安全。1、施工中按设计要求及现场需求做好监测布点，准备好经检验合格的监测仪表，按照“动态设计、信息管理”的原则，严格按规定频率进行监测。2、认真做好监测记录，对监测数据及时分析处理，及时向监理和有关部门提供量测成果和分析资料，以达到信息化施工的目的。3、在施工过程中采取有效措施，保护观测点和观测设施。4、严格按设计技术要求，制定监测方案，提出监测仪器、监测方法、监测精度、测点布置、观测周期等，上报监理审批后实施。5、对于基坑围护体系变形，周围建筑物裂缝宽度、主体倾斜度等观测项目，按照设计要求的预警值进行控制，当发现监测值超过预警值的异常情况时，立即采取补救措施并及时上报。11.9认真实施标准化作业，确保安全1、施工中严肃施工纪律和劳动纪律，杜绝违章指挥与违章操作，保证现场安全防护设施的投入，使安全施工建立在科学的管理、先进的技术、可靠的防护设施上。2、特种作业人员必须经过专业培训，并在考核合格后持有效操作证件上岗。3、结构施工过程中，起重作业频繁，作业人员必须严格按照起重作业安全操作规程要求进行起重作业。4、施工用电严格按照《施工现场临时用电安全技术规范》进行布设，严格执行安全用电的相关规定。12现场文明施工措施1、平面布置：现场施工场地尤其是主体结构多个工作面展开后将显得非常狭小，应结合现场情况合理布置，并保证材料、物品、机具等堆放符合要求。2、现场管理：施工现场设置明显的“七牌一图”标牌。挂牌施工，设立监督电话、接受社会监督。建立严格的门卫制度，进入现场实行登记制。场内机械停放整齐，材料堆码有序，各种线路清晰不乱，基坑内排水系统完好顺畅，设专人维护、清理、冲洗现场，随时保持场容、场貌整洁。47 3、认真执行国家及业主有关安全生产和劳动保护法规、章程、文件，建立安全生产责任制，特殊工种人员持证上岗，保证施工用电安全和工地照明，配全备足消防器材并保持状态良好。5、在确保质量、安全的前提下，保证工程的形象进度。6、环境卫生：成立环境保护领导小组，标准明确，责任到人，做好环境卫生与保护工作。7、施工内业资料齐全、整洁、数据可靠，专设资料室，办公室内按要求布置各类图表，及时反映现场状况及工程进度状况。8、加强夜间的安全保卫工作，设领导夜间巡查。对整个施工现场进行巡查监控。9、与当地医疗单位联系，做好卫生防疫及医疗救护工作。10、加强对施工人员的全面管理，做好防盗窃工作，落实防范措施，各类违法行为和暴力行为要及时制止，同时报告公安部门，确保在施工地区内，施工人员无违法违纪现象发生。11、搞好施工现场管理，教育职工遵守作业秩序和现场管理纪律。搞好职工宿舍文明评比活动，做到整齐、明亮、通风良好。12、加强职业道德教育，增强职工遵纪守法观念，提高文明意识。上班穿戴统一整洁，下班穿着干净卫生，杜绝打架、斗殴、酗酒赌博等不文明行为。工地在业余时间适当组织一些健康有益的活动，丰富职工的业余生活。中铁十五局集团有限公司昆明市轨道交通首期工程土建施工十三标项目经理部二〇一一年四月三日内部资料，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##K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