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'京昆高速河北省石家庄至冀晋界公路LJ-3标段K12+538.73李村互通主线跨线桥预制箱梁施工方案北京城建道桥建设集团有限公司京昆高速河北省石家庄至冀晋界公路LJ-3合同段项目经理部年月日
目录一、编制依据1二、工程概况1三、施工总体部署1（一）施工准备1（二）施工进度安排及劳动力组织2四、施工方案3（一）箱梁预制施工工艺流程图3（二）钢筋施工5（三）波纹管施工6（四）模板的加工及安装7（五）顶板钢筋及波纹管安装8（六）混凝土浇筑及养生8（七）钢绞线的加工及穿束11（八）预应力张拉12（九）压浆18（十）凿毛、封锚22（十一）验收23五、作业质量、安全控制方法和可能发生事件的应急方案23（一）作业质量控制23（二）作业安全措施24Ⅰ
（三）可能发生事件的应急方案25六、质量通病及其原因、防治措施25七、环境保护措施27Ⅰ
K12+538.73李村互通主线跨线桥预制箱梁施工方案一、编制依据1.1京昆高速河北省石家庄至冀晋界公路LJ-3标合同段总体施工图；1.2京昆高速河北省石家庄至冀晋界公路LJ-3标合同段两阶段施工图第五册、第二分册；1.3《京昆高速河北省石家庄至冀晋界公路项目施工标准化实施细则》（桥梁篇）；1.4《桥梁工程施工质量检验标准》（DBJ01-12-2004）；1.5《公路工程施工安全技术规程》（JTJ076－95）；1.6《公路桥涵施工技术规范》（JTG/TF50－2011）。二、工程概况本桥位于河北省石家庄至冀晋界公路李村互通内，中心桩号K12+538.73，交叉角度110°。本桥为主线上跨京赞公路跨线桥，起点桩号K12+475.3，终点桩号K12+602.23，桥梁全长127米，4-30米、共1联；上部结构采用预应力砼连续小箱梁；下部结构桥台采用肋板台，桥墩采用柱式墩，墩台采用桩基础。其中边梁16片、中梁32片，共48片梁。通过K12+538.73李村互通主线跨线桥中跨中梁右幅3-230米箱梁的浇筑，使施工人员熟悉了箱梁的特点，掌握了关键性技术，并在实施过程中发现、分析和解决了各类问题，增强了各工序、各工种、各机械操作施工之间的的协调与配合，完善了施工组织方案、施工工艺，为箱梁预制全面开展奠定了基础。三、施工总体部署（一）施工准备1、技术准备28
认真组织和落实与本工程有关的施工技术人员、质量管理人员，详细熟悉图纸、认真阅读标书内容和业主的一切规定及参照标准，预先梳理与掌握箱梁预制施工所涉及各个阶段，对制梁台座、钢模板进行验收等。2、人员准备工程管理人员根据有关要求按需设岗、实行定员、定岗，劳动力队伍根据施工需要配备，并对参加工程施工的所有人员进行施工前的思想教育和岗前技能培训，特殊工种实行持证上岗，使所有参加施工的管理人员和广大职工做到思想统一、步调一致，充分做到职责分明、责任落实到人，确保本工程能够按期、优质、高效顺利完成。3、物资准备箱梁预制所需的钢筋、钢绞线、波纹管、锚具等材料已经进场，数量满足开工需要。凡有实验检测要求的，在进场前均要进行实验，经监理工程师同意之后，方可采购至工地。4、现场准备预制场占地面积梁场长500m、宽45m(宽不包括钢筋加工场宽带)占地约23000m²，其中箱梁预制占地11000㎡，钢筋加工厂区长112m、宽39m占地约5800m²，与T梁公用加工场。箱梁存梁区3个，台座12个，龙门吊4台（2台7.5t的、2台75t的），箱梁台座采用西柏坡1期原梁场台座，台座已重新按照标准化要求整改完成，并通过了监理工程师验收，工程所以模板已经定制完成，目前模板进场2套，剩余模板正在加工。（二）施工进度安排及劳动力组织1、工期安排箱梁全面施工开始时间为2014年3月14日，结束时间为2014年4月20日，总工期为34天，计划每天完成1.5片梁的预制。2、施工人员及机械设备配置部署（1）人员配置1）项目部人员：梁场配置1名生产副经理、1名技术员、1名质检员、1名安全员、1名材料员、1名试验员。2）施工作业人员：①钢筋班加工组：10人、绑扎组：14人；②模板工班：1528
人；③混凝土班组：15人；④张拉压浆班：8人；④养生工班：6人；⑤电工2人，焊工10人（2）机械设备配置表设备名称规格型
单位
进场数量备注龙门吊5t台2钢模箱梁吊装龙门吊75t台2钢模箱梁吊装张拉设备套预应力张拉压浆设备套孔道压浆钢筋弯曲机GW50台2钢筋加工电焊机BX1-500A台4钢筋加工钢筋切断机GQ50-1A台2钢筋加工钢筋调直机台1钢筋加工振动棒30mm台4砼浇筑振动棒50mm台8砼浇筑附着式振捣器台20砼浇筑四、施工方案（一）箱梁预制施工工艺流程图后张法预制梁板施工工序28
预制场准备底模设计、施工、验收材料进场钢筋、焊接检验模板设计、制作、验收模板试拼钢筋绑扎、管道安装钢筋骨架吊装就位钢筋骨架、管道、保护层等检查验收侧模、芯模安装加固负弯矩齿板模板安装混凝土浇筑、顶板刷毛混凝土施工配合比留取试件拆模、凿毛理论伸长值计算伸长值校核张拉同条件养生试件试验高性能灌浆材料浆液配合比设计压浆吊装出坑28
（二）钢筋施工钢筋施工应严格按规范要求做好钢材的进货、下料、弯制、连接等工作。钢筋在胎架上进行绑扎，整体吊装就位。顶板钢筋骨架可以待模板安装好之后直接绑扎顶板钢筋。与波纹管等相互干扰的钢筋不得切断，应采取合理措施避开；梁端底板设置4个及各横隔板间设置1个φ50mm的通气孔（预埋直径不大于5cm的PVC管），通气孔与普通钢筋干扰时，可适当挪动普通钢筋位置。横隔板钢筋要确保高低、间距一致，且横隔板厚度应小于30cm，中间不得镂空。1、材料原材料必须选用符合规范标准的光圆钢筋和螺纹钢筋。对于非预应力钢筋按不同钢种、等级、型号、规格及生产厂家分批验收，试验室根据相关规范、规程和设计规定抽取相应数量试样，经试验质量检验合格的产品才允许进场。进场材料必须分别堆放，不得混杂，且必须设立识别标志。现场不得存放不合格材料，更不得非法在工程结构中应用不合格材料或未经验收合格标注的材料。水泥、非预应力钢筋和预应力材料等，必须具有出厂质量证明书和试验检验报告单。2、绑扎底板及腹板钢筋钢筋纵向接头采用搭接焊。在构件有焊接接头区段内，焊接头的钢筋面积在受拉区不应超过钢筋总面积的50%，上述区段长度不小于35d（d为钢筋直径），且不小于500mm，否则应视为同一断面，同一根钢筋在上述区段内不得有两个接头。对于钢筋的搭接焊，搭接应尽量做成双面焊缝，只有当不能作成双面焊缝时，方可允许采用单面焊缝。搭接焊双面焊时焊缝长度不应小于5d，单面焊时焊缝长度不应小于10d（d为钢筋直径）。钢筋经检验合格后在钢筋加工场集中下料制作，运输至预制区内，钢筋的绑扎严格按图纸规定的间距及规范要求进行。28
设计钢筋最小净保护层厚度顶板顶层为净25mm,腹板为净25mm，底板为净38mm；施工时确保梁体的保护层厚度是保证梁体使用寿命的关键因素之一。因此绑扎砼垫块工作非常关键，要求在安装前对施工人员进行专题施工技术交底，按设计净距安装同尺寸规格的砼垫块，间距分布为底板（水平放置）每平方不少于6个，侧面（垂直放置）每平方不少于4个，呈梅花形均匀分布，且垫块的制作不应出现负误差，正误差应不大于1mm。箱梁钢筋加工及安装实测项目为：项次检查项目规定值或允许偏差检查方法和频率权值1受力钢筋间距(mm)两排以上排距±5尺量：每构件检查2个断面3同排梁板、拱肋±10基础、锚碇、墩台、柱±20灌注桩±202箍筋、横向水平钢筋、螺旋筋间距(mm)±10尺量：每构件检查5~10个间距23钢筋骨架尺寸(mm)长±10尺量：按骨架总数30%抽查1宽、高或直径±54弯起钢筋位置(mm)±20尺量：每骨架抽查30%25保护层厚度(mm)拱、梁、拱肋±5尺量：每构件沿模板周边检查8处3基础、锚碇、墩台±10板±3（三）波纹管施工1、非预应力钢筋骨架绑扎完成后，穿设波纹管（波纹状高密度聚乙烯塑料管），波纹管采用“定位网法”安装。在安装前应通过检查，确保不变形、不渗漏且搬运过程中采用非金属绳捆扎，或采用专用框架装载，不得抛摔或拖拉。严格按照设计给定的坐标将波纹管进行固定（用“#”形定位筋进行固定），定位筋用φ8钢筋，曲线段每50cm一道，直线段每100cm一道。钢束平弯处设置防崩钢筋，每50cm一道，防崩钢筋的内侧圆弧一定要与波纹管内曲面相密贴，定位筋和防崩钢筋点焊在箱梁腹板或箍筋上，不得松动。定位过程中应防止锐器刮破、电弧焊火花烧伤波纹管，以免造成漏浆。28
2、用大一号波纹管作为接头，接头长度为被连接管道直径的5~7倍且不小于30cm，接缝处用专用焊接机进行热熔焊接或具有密封性能的塑料结构连接器连接，防止进浆，往返缠绕一圈，缠绕宽度5厘米。3、波纹管的安装，应做到定位准确，曲线圆滑，直线顺直，圆直段过渡平顺，在安装过程中与波纹管冲突的钢筋适当调整位置。4、在安装完成后，向波纹管内穿塑料管，防止因波纹管漏浆导致孔道堵塞，保证钢绞线的穿束工作顺利进行，并认真检查，将破坏处用防水密封胶带缠裹密实，避免波纹管内进浆。5、喇叭型垫板与梁端面必须在一个平面，垂直于孔道轴线，并固定于梁端模板和梁端主筋上，不得松动。用泡沫塑料将喇叭口堵严，防止掉进杂物。安放锚垫板前应先安装设计安放的螺旋筋，焊接锚下钢筋网片。6、梁体钢筋遇预应力钢束张拉槽口时，留足焊接长度后可切断，待张拉完毕后，再按原钢筋恢复并与封锚砼内加强钢筋焊接。槽口构造钢筋如与预应力锚具位置发生矛盾时，适当调整钢筋位置（四）模板的加工及安装模板在指定厂家制作完成后送至工地，先进行试拼。待检查合格后涂好脱模剂，不得使用机油，也不得使用易粘在砼上或使砼变色的油料。经检查底板、腹板钢筋及波纹管定位合格后，用龙门吊车配合人工安装侧模和芯模，芯模不允许使用木质芯模。安装从台座一端开始，模板接缝要用回力胶条背贴密封，并用螺栓压紧，保证接缝平整不漏浆。安装时严格按设计及规范要求控制模板的竖直度、顺直度及模内尺寸。安装内模时，注意内模的标高，接缝严密，保证面板混凝土厚度以及宽度。在箱梁顶面压杠，压杠间距为5米/道，每根压杠两侧设置两根压腿，压腿支撑于内模顶面，防止浇筑砼时内模上浮。防止芯模上浮的压杠要用地锚拉紧，不应该直接固定在模板上。端模板预留钢筋孔位置要垫帽式胶圈，防止从钢筋预留孔漏浆。为方便底板混凝土的浇注，在内模顶板预留天窗，天窗间距为4m/道，每个天窗距梁端的距离为7m，便于底板混凝土的移运。28
模板加工及安装的实测项目为：项次检查项目规定值或允许偏差检查方法和频率1相临模板表面高差（mm）2每构件检查2个断面、用尺量2表面平整度（mm）5用2米直尺检测3轴线偏位（mm）15用经纬仪测量纵、横2点4模内尺寸长（mm）±5用尺量2点宽（mm）+2-5用尺量2点高（mm）+2-5用尺量2点5垂直度（mm）0.5用垂线检测2点6模板顶部标高（mm）±10用水准仪测4点7预埋位置（mm）10用尺量（五）顶板钢筋及波纹管安装在侧模、内模安装完成后，在模板上放样进行面板钢筋绑扎。为防止浇筑砼时钢筋错位下沉，所有交叉点均应绑扎并局部焊接。在顶板天窗处，为了混凝土的浇注方便，暂时不绑扎钢筋，但要根据钢筋的布置要求预埋足够的钢筋，注意预埋钢筋的预留长度，待箱梁内模拆除后，再将钢筋按设计及规范要求连接上，连接时保证钢筋的焊接长度。施工时注意调平钢板的设置，同时应注意顶板桥面预埋筋的埋设，采用定位筋辅助施工。绑扎顶板钢筋时，应挂线处理，保证钢筋位置，注意负弯矩波纹管的布设。布设负弯矩波纹管除应注意对主束的所有要求外，同时还应注意在浇注箱梁混凝土前在波纹管内穿入与钢绞线同样根数的圆铝塑管，以防止浇注混凝土后波纹管变形，影响负弯矩钢绞线的穿束。（六）混凝土浇筑及养生28
砼浇注前对箱梁预埋筋、模板、预应力管道、混凝土保护层进行检查，保证预埋钢筋位置、数量及型号准确、无误及其他各项全部检查合格后，方可浇筑混凝土。1、砼运送预制箱梁用混凝土由项目部拌和站供应，搅拌站与梁场距离较远，为有效控制到场混凝土的和易性及塌落度，在混凝土运输过程中规定每车混凝土运输数量控制为4-6m³。2、砼浇注在浇筑前检查施工机具的完好性及各种设施的安全性是否达到安全规定要求，振捣器是否正常。实验员在浇筑前，要检查混凝土的和易性和坍落度是否满足要求。梁体砼浇注采取水平分段斜向分层的方法进行浇筑。浇注顺序为：先浇注梁底板，再两侧均匀对称浇注腹板，再后浇注顶板及翼板砼。1）装灰斗由龙门吊吊灰斗入模。底板砼料由腹板进入，应从一端向另一端连续浇注，采用插入式振捣器与附着式振捣器协同振捣。在卸料时料斗越靠近梁体越好，自由倾落度不大于30cm，以免砼碰击钢筋使砂浆与石子分离，端部钢筋较密，应特别注意捣固密实。2）当底板砼纵向浇注5~8米后，开始同时对称浇注两侧腹板砼，其浇注方法采用斜向分层法浇注，根据梁高腹板砼分成3层进行浇注。为保证箱梁腹板砼的振捣质量，在施工中采用附着式振捣器和振捣棒（50棒，30棒）联合完成，在侧模上沿波纹管走向，每1.5米设一对附着式振捣器，其余部位采用插入式振动器（宜采用30棒）振捣，振捣时注意振动器不能碰撞钢筋、波纹管和模板。插点为行列式均匀进行，两点间距为50cm以内，锚区和波纹管曲线变化部钢筋及波纹管较密集处，采用30棒和50棒配合作业，插点间距控制在30cm且与侧模保持5~10cm，另外，振捣上层砼时，棒要插入下层砼5-10cm以消除接触面砼振捣不密实，当砼不再下沉，气泡不再发生，水泥浆开始上浮，表面较为平整时可停止振捣，所需时间控制在15-30s，附着式振捣器控制在25-40s，同时不可过振，否则易发生石子下沉，灰浆上升现象。28
插入式与附着式振动器应同步进行，即振动棒在哪里振捣就开哪里的附着式振动器。腹板浇注时应两侧同步进行，严禁用振动棒使混凝土在腹板内做长距离流动。施工过程中，必须密切注意底板砼是否由梁体底角流出，然后决定施工是否向前推行。3）腹板砼浇筑完成后浇注顶板砼，上料方式是直接将料倒在顶板上，自由倾落距离不大于30cm，顶板由平板式和插入式联合捣固。先用插入式振动器捣实，然后用平板振动器拖平，最后用抹子抹平，使梁顶面平整。在浇注顶板砼时特别注意顶板负弯矩张拉锚具位置砼的振捣，且应保证张拉槽模板不位移，防止张拉槽上浮或槽内留有砼。砼浇筑前还应注意校正和检查支座钢板，端部锚固板，波纹管以及预埋件的位置和数量等。振捣时避免振动器碰撞波纹管、预埋件模板保证其位置和尺寸。3、梁板表面处理当梁体顶板砼振捣完成后及时用抹子进行抹平，采用水平尺量测，保证梁顶砼面的平整度以及横坡度；在砼初凝前用钢抹再次收抹以减少砼的收缩裂缝。预制梁板顶面，执行二次收浆工艺，第二次收浆必须用钢抹子压光。4、拆模当梁体砼浇注完成达到拆模强度（达到设计强度标准值75%以上方可拆除承重模板，达到设计强度标准值10%以上方可拆除非承重模板，低温时应自最后浇筑完成时间计至少48h后拆除），即可拆除箱梁内外模。外模拆除先拆除外侧边模，再拆除上翼缘外边的小梳状板。外模拆除采用龙门吊配合。内模采用人工进行拆除。全部拆模过程中，不得用铁件猛撬，以免损坏梁体砼表面，模板拆除后，吊运到存放处，清洗、维修、涂油保养以供下次使用。5、混凝土养生浇筑完砼后，喷淋养生，用土工布和专业养生棚覆盖。喷淋时注意顶板不可过量，防止水顺梁边流下，污染梁腹板外表面，腹板部位要求用喷雾器喷洒，同时将箱梁的两头用预制盖板封堵。当气温低于5℃且必须施工时，设置保温棚，采用蒸汽养护方法，并按有关规定严格养护制度报监理工程师认定后实施。6、浇注混凝土时应注意的问题浇注箱梁混凝土除应按普通混凝土浇注的规定外，还应注意以下几点：1）模板、钢筋、管道、锚具和预应力钢材经监理工程师检查并批准后，方可浇注混凝土。28
2）在混凝土浇注和预应力张拉前，锚具的所有支承表面（例如垫板）应加以清洗。3）箱梁混凝土应水平分层、一次浇注完成。4）为避免孔道变形，不允许振动器触及波纹管。5）梁端部锚固区，为了保证混凝土密实，宜使用外部振动器加强振捣，集料尺寸不超过两根钢筋或预埋件间净距离的一半。7、凿毛。梁板混凝土强度达设计强度标准值的100%后方可凿毛。梁端湿接头、横隔板、翼缘板等新旧混凝土结合面必须弹墨线，棱角处留出1～1.5cm，防止凿毛时破坏棱角，影响外观。用机械凿毛机凿毛处理，彻底凿除混凝土表面直至全部露出骨料；未完成凿毛的梁板不得安装。（七）钢绞线的加工及穿束预应力混凝土用钢铰线其技术标准、质量证明书、方法及标志内容，应分别符合国家标准，其力学性能及表面质量的允许偏差均应符合相应的国家标准。钢铰线进场后应分批验收，验收时应检验其质量证明书、包装方法、标志内容是否齐全、正确。钢铰线表面质量及规格是否符合要求，经运输、存放后有无损伤、锈蚀或影响与水泥粘结的油污。对其力学性能，根据出厂检验、供货状况、使用经历以及应用此项材料的工程结构的类别等，应根据国家标准要求的频率进行检查验收。钢铰线的外观不得有生锈、裂纹、鳞落或断裂现象。每批钢铰线外观检查合格后，再从不同的3根钢铰线上各取一组试件进行拉力试验（屈服点、抗拉强度、伸长率弹性模量），如有一项试验结果不符合力学性能要求，则取双倍数量的试件重作全部各项试验，如仍有一根试件不合格，则该批钢铰线为不合格。钢铰线的下料长度应通过计算确定，计算时应考虑构件或锚夹具长度、千斤顶长度、弹性回缩值、张拉伸长值和外露长度等因素钢铰线的切断应用切断机或砂轮锯，不得使用电焊切断，切割前用胶带将切割部位缠紧，防止切割时“炸头”。在钢铰线验收及加工后，应妥善保管，防止在堆入、运输和安装过程中损伤、变形或发生有害的锈蚀。28
预应力钢束由多根钢铰线组成时，同束内应用弹性模量相同的钢铰线，且应进行钢绞线的编束编号。穿钢绞线应事先将钢绞线梳理顺直每隔1.5~2m绑扎一道，避免钢绞线绞缠在一起，对预应力的施工产生影响。每束钢绞线在穿束前应将前端用胶带绑扎牢固，防止将波纹管顶坏。（八）预应力张拉混凝土强度检验：预应力筋张拉前，需提供构件混凝土的强度试压报告。当混凝土龄期为7天以上，且达到设计标号的100%后以后，方可施加预应力。1、准备工作1）张拉设备采用数控智能张拉，张拉前检查所用设备的正常参数。需向监理工程师上报详细的专项张拉施工方案，待监理审批过后，开始张拉。2）钢束伸长量计算钢束编号规格钢绞线下料长度（cm）工作长度（cm）钢绞线数量（m束*n股）两端引伸量（mm）N1φs15.23095702*516.6N2φs15.23097702*516.5N3φs15.23099702*516.7N4φs15.23083702*516.33）张拉控制力计算a、计算公式F=δcon×Ag×n×1/1000×b式中：F—预应力张拉力，kNδcon—预应力钢束的张拉控制应力，MPaAg—每根预应力筋的截面积，mm2n—同时张拉预应力筋的根数b—超张拉系数，不超张拉的为1.0δcon=0.72fpk=1339.2MPa，Ag=140mm2，b=1.028
b、计算张拉力双束4根钢绞线钢束：F=δcon×Ag×n×1/1000×b=1339.2*140*4*2*1/1000*1.0=1499.904kN双束5根钢绞线钢束：F=δcon×Ag×n×1/1000×b=1339.2*140*5*2*1/1000*1.0=1874.88kN4）张拉油压值计算根据张拉设备校核报告所给油压值线性回归方程，分别计算不同钢束的15%、30%、100%张拉力所对应的油压值。2、张拉张拉采用双向对称张拉，张拉以伸长量与张拉力双控。箱梁采用的张拉程序为：0—初应力（15%F）—30%F—100%F（持荷5min）锚固。1）预应力筋张拉顺序正弯矩钢束张拉顺序为N1、N3、N2、N4号钢束，两端对称张拉。3、智能张拉施工工艺及操作要点准备工作准备限位板、锚具等材料油管连接锚具安装千斤顶、天线、数据线安装电线连接清点检查设备核对千斤顶编号进行技术交底确定张拉梁板布置张拉控制站张拉作业完成进行下步工序智能张拉施工工艺流程图1)准备工作(1)准备与张拉系统能配套使用的限位板、锚具、夹片，电脑（预装WindowsXP操作系统，自带无线网络适配器），三相电缆，阳伞等必须准备齐全。(2)对照张拉系统清单，清点设备，确定设备完好、配件齐全。(3)28
核对专用千斤顶的编号，由于专用千斤顶都在出厂前统一标定，使用时一定要注意对应正确的标定公式。(4)确定好待张拉的梁板。(5)进行技术交底，学习熟悉系统软件说明文件。(6)布置张拉控制站。控制站选择在确定待张拉梁板侧面，要求不影响现场施工、控制站能安全工作、无阳光直射，在张拉过程中无需移动就能方便看到梁板的两端，能连接到220V电源以保证电脑张拉过程中不掉电，取消电脑的屏幕保护，自动关闭硬盘等功能，安装好控制软件。将张拉仪主机和专用千斤顶布置于张拉端，并使之能与控制站保持直线可视状态。2)电线连接由专业电工连接好三相电源（连接三根火线），接电箱中，一般数字2、4、6位置代表火线，字母N代表零线。不应该剪断或拆除接线插头，连接电线以后，用试电笔检查电源是否正常。严禁带电状态下作电线连接操作。请见电线连接示意图，其中2、4、6位置代表火线，N位置代表零线；右侧图指明仪器插头中连接火线的位置。靠近凹槽位置的一孔不连接电线。电线连接示意图3)油管连接连接好油管：仔细检查油嘴及接头是否有杂质，必须将其擦拭干净，确保进油管与回油管不被混淆。回油管在千斤顶的安装位置为张拉时千斤顶远离梁板的一段，即千斤顶安装了黑色安全阀的一端；油管连接处必须使用铜垫片以防止漏油。油管的保护弹簧应当靠近油嘴处以延长油管使用寿命。28
油管连接位置示意图。如图所示，进油管安装位置靠近数据线接口，保护弹簧靠近油嘴起到保护作用；回油管安装位置远离数据线接口，回油管的另外一端安装在千斤顶带有安全阀的油嘴处。油管连接位置示意图4）专用千斤顶、天线、数据线安装安装好限位板以后，起吊专用千斤顶。千斤顶必须采用钢丝绳起吊以确保安全。起吊之后，安装好工具锚、工具夹片。工具夹片的安装必须符合《公路桥涵施工技术规范》（JTG/TF50-2011）相关要求。工具夹片未起作用或未完全起作用都会导致最终伸长量误差偏大。然后连接张拉仪与千斤顶的数据线，张拉一孔完毕，不得拉扯该数据线用于移动千斤顶。为了使钢绞线受力均匀，应当采用梳编穿束工艺，接下来安装好仪器天线。（1）千斤顶钢丝绳、仪器天线安装千斤顶、仪器天线连接位置示意图（2）数据线连接28
数据线连接位置示意图5）锚具安装锚具安装示意图安装完毕，计算机操作人员对以上安装步骤和部件进行检查。6）张拉施工智能操作要点（1）控制软件回到主界面，检查软件左下角的状态栏，显示正常，右上角的“张拉梁号”正确，“第1次”张拉为准备状态。（2）再次检查确定梁板的两端千斤顶安装正确，然后启动梁板两端设备（按下绿色“油泵启动”按钮），启动设备，电机运转声音正常，平顺。仪器进行5分钟预热；温度低于10摄氏度时，进行15～30分钟预热。（3）通知梁板两边工作人员，注意安全。点击控制软件的“开始张拉”按键，“第1次张拉施工”启动，此时密切注意在电脑上观测压力值和位移值是否正常，有异常立即点击“暂停张拉”并进行相关检查。电脑在张拉施工过程中严禁运行其他程序，操作人员时刻关注相关数值，严禁离开控制台。（4）28
在张拉过程中应密切注意梁板两端设备和千斤顶的工作情况，注意安全，如有异常情况立即单击“暂停张拉”、按下张拉仪“急停指示”按钮，停止张拉，排除异常情况后，方可继续张拉。（5）每一孔张拉完成后，设备自动退顶，保存数据，并自动跳到下一个张拉步骤，在下一个张拉步骤开始之前，计算机操作人员应再次检查锚具、千斤顶、限位板是否正确嵌套，数据连接线是否松动、被挤压，千斤顶是否压迫粗钢筋等。7）张拉结束（1）整片梁板张拉施工完成后依次关闭软件、电机、切断电源，拆卸千斤顶、油管。（2）张拉系统所有设备在张拉完毕以后必须妥善保管，仪器、千斤顶都必须有良好的防晒、防水措施。（3）定期维护。油量不足情况下应及时加注符合要求的抗磨液压油。每三个月更换一次液压油。张拉过程中，系统将自动校核测量数据，当实际伸长值与理论伸长值相差大于±6%时系统将自动报警，停止张拉。待查明原因，排除问题后，方可进行下一步的工作。4、张拉注意事项1）预应力钢材的断丝、滑丝，不得超过下表“后张预应力筋断丝、滑丝限制数”的规定。如超过规定数，应进行更换；如不能更换时，可提高其他束的控制张拉力作为补偿，但最大张拉力不得超过千斤顶的额定能力，也不得超过钢绞线或钢丝的标准强度的80%。张拉时要如实及时地填写张拉记录，报监理工程师审查签字。后张法实测项目：项次检查项目规定值或允许偏差检查方法和频率权值1管道坐标（mm）梁长方向±30尺量：抽查30%，每根查10个点1梁高方向±102管道间距（mm）同排10尺量：抽查30%，每根查5个点1上下层1028
3张拉应力值符合设计要求查张拉记录44张拉伸长率±6%查张拉记录35断丝、滑丝数钢束每束1根，且每断面不超过钢丝总数的1%查张拉记录32）在张拉过程中，系统警报测得的延伸量与计算延伸量之差应不在±6%以内，应采取以下的若干步骤或全部步骤：重新校准设备；对预应力材料作弹性模量检查；放松预应力钢材重新张拉；预应力钢材用润滑剂以减少磨擦损失，仅水溶性油剂可用于管道系统，且在灌浆前洗掉；监理工程师对预应力张拉认可后，预应力钢材应予锚固。放松千斤顶时应避免振动锚具和预应力钢材；预应力钢材在监理工程师认可后才可截割露头，梁端锚口应按图纸所示用同梁体标号水泥砂浆封闭。3）在预应力作业中，必须特别注意安全。因为预应力有很大的能量，万一预应力筋被拉断或锚具与张拉千斤顶失效，巨大能量急剧释放，有可能造成很大危害。因此，在任何情况下作业人员不得站在预应力筋的两端，同时在张拉千斤顶的后面应设立防护装置（千斤顶周围钢板加木板的防护措施）。4）张拉时应认真做到孔道、锚环与千斤顶三对中，以便张拉工作顺利进行，并不致增加孔道摩擦损失。5）工具锚的夹片，保持清洁和良好的润滑状态。新的工具锚夹片第一次使用前，在夹片背面涂上润滑脂，以后每使用5～10次，应将工具锚上的挡板连同夹片一同卸下，向锚板的锥形孔中重新涂上一层润滑剂，以防夹片在退契时卡住。润滑剂可采用石墨、二硫化钼、石蜡或专用退锚灵等。6）多根钢绞线束夹片锚固体系如遇到个别钢绞线滑移，可更换夹片，用小型千斤顶单根张拉。7）每次张拉完毕后，应检查端部和其他部位是否有裂缝，并填写张拉记录表。（九）压浆压浆工作一般在张拉作业完成后的48小时内完成。28
1、智能压浆施工工艺及操作要点设备设置及控制台设立设备调试压浆施工配置浆液管路连接及确定循环模式双孔循环模式双孔交叉循环模式单孔空外循环模式压浆作业完成进行下步工序智能压浆施工工艺流程图2、设备放置与控制台的设立预应力智能压浆台车宜放置在待压浆预应力管道的注浆端，距离不宜过远，以减短进浆、返浆管的长度，控制台设置在离智能压浆台车5～50m的范围内。3、管路连接与循环模式本分项工程预制箱梁长度为30米，宜采用双孔循环模式，方法如下：选择适当长度的高压管，分别将台车的进浆口与梁端的进浆口、台车的出浆口与梁端的返浆口、梁体另外一端两个出浆口连接，如下图所示。智能压浆管路连接示意图4、配置浆液28
根据规范要求，桥梁预应力管道灌浆用浆液的水胶比应为0.26～0.28，其初始流动度应大于10～17s，30min后的流动度应不大于20s。预应力智能压浆台车高速制浆机转速为1420r/min,可适应制备低水胶比浆液，为更好保证浆体质量，本项目采用成品压浆剂。高速制浆桶每次可制备3～5包压浆剂（每包压浆剂质量为50kg），制备浆液时，应先在制浆桶内加入量好的水，然后加入压浆料，再开启搅拌机进行搅拌，水泥加入过程中应缓慢，以免水泥成团，搅拌不开。最后一包压浆剂加入以后搅拌时间不宜超过5min，而后可开启制浆机阀门，浆液自流至低速搅拌桶内，同时开启低速搅拌桶开始低速搅拌。如因低速搅拌桶内存有较多浆液，高速桶内浆液暂时不能放入低速桶内时，高速制浆机应每隔3～5min开启搅拌30s左右，以免浆液沉淀分层，高速搅拌桶内浆液的储存时间不应超过30min。5、设备调试设备调试过程中，要求确保设备电源已经接通，接通设备电源，启动笔记本电脑，完成软件安装、连接等工作。单击“启动压浆程序”，进入压浆施工控制界面，系统自动连接设备。如果设备连接不正常，请仔细检查设备电源、天线等是否连接正常，或确认控制器端口是否连接正常，必须排除故障才可继续操作。设备连接正常的情况下，在控制界面上会显示“压浆设备连接成功”，“参数确认”判断无误后，点击“确定”关闭该对话框。进入下一步操作。连接成功后，仪器会自动读取压浆系统的各项参数，如果各项参数长时间保持不动或是明显不对的情况，就是线路可能松动。6、压浆施工控制软件回到主界面，检查液晶显示框内数据是否跳动，右上角的“压浆梁号”正确，“第1次”压浆为准备状态。再次检查确定管路连接是否正确，然后启动“梁孔挤水”按钮，电磁阀启动，电机运转声音正常，平顺。通知梁板两边工作人员，注意安全。而后密切注意在电脑上压力值和流量值是否正常，有异常立即点击“暂停压浆”并进行相关检查。电脑在压浆施工过程中严禁运行其他程序，操作人员时刻关注相关数值，严禁离开控制台。28
在压浆过程中应密切注意智能压浆设备工作情况，注意安全，如有异常情况立即单击“暂停压浆”、按下智能压浆台车“急停”按钮，停止压浆，排除异常情况后，方可继续压浆。每一次压浆完成后，设备自动溢流，保存数据，并自动跳到下一个压浆步骤，在下一个压浆步骤开始之前，计算机操作人员应再次检查仪器是否正常等等。一次压浆完成以后，将进浆与返浆管对接，点击“清洗设备”进行管路冲洗，冲洗宜选择高流量低压力档进行，并直至返浆口与溢流口均流出清水5min以上为止。7、压浆结束整片梁板压浆施工完成后依次关闭软件、电机、切断电源，拆下高压管。压浆系统所有设备在压浆完毕以后必须妥善保管，仪器都必须有良好的防晒、防水措施。定期维护。电动液压阀、电动调压阀、水胶比测试仪每使用1个月必须进行维护保养，清除里面浆液凝固后的沉淀。8、压浆时每个工作班应留取不少于3组的4cm*4cm*16cm立方体试件，标准养护28天，并检查其抗压强度。（十）凿毛、封锚压浆后，立即将梁端水泥浆冲洗干净，同时清除支承垫板、锚具及端面混凝土的污垢，并对箱梁梁端进行凿毛，保证混凝土的良好连接，然后进行封锚工作。1、梁板混凝土强度达设计强度标准值的100%后方可凿毛。梁端湿接头、横隔板、翼缘板等新旧混凝土结合面必须弹墨线，棱角处留出1～1.5cm，防止凿毛时破坏棱角，影响外观。用机械凿毛机凿毛处理，彻底凿除混凝土表面直至全部露出骨料；未完成凿毛的梁板不得安装。2、锚头封堵可采用水泥砂浆材料，但是压浆时，必须保证砂浆强度满足压浆需要，也可使用真空帽的方式（密封帽）或原子灰密封。封堵前必须对锚头用防锈漆涂刷防锈处理，并将锚头杂物清理干净。3、端梁封锚应在吊装前完成。封锚时，必须采用定型钢模板支设，并加强混凝土振捣。封锚时，严格控制梁板长度，确保伸缩缝宽度。端梁伸缩缝预埋钢筋位置、高度、角度要符合设计要求，保证伸缩缝与预埋钢筋良好连接；模板支设牢固、不变形、不跑模；否则，必须返工处理。28
（十一）验收在箱梁张拉、压浆结束后，及时组织验收。预制梁的实测项目为：项次检查项目规定值或允许偏差检查方法和频率权值1混凝土强度（MPa）在合格标准内按附录D检查32梁板长度（mm）+5，-10用尺量13宽度（mm）干接缝（梁翼缘、板）±10用尺量3处1湿接缝（梁翼缘、板）±20箱梁顶宽、底宽±30、±204高度（mm）梁、板±5用尺量2处1箱梁+0，-55断面尺寸（mm）顶板厚+5，-0尺量：检查两个断面2底板厚腹板或梁肋6跨径（支座中心至支座中心）（mm）±20用尺量57支座表面平整度（mm）2查浇注前记录18平整度（mm）5用2m直尺检测19横系梁及预埋件位置（mm）5用尺量128
五、作业质量、安全控制方法和可能发生事件的应急方案（一）作业质量控制1、首先要加强全体职工及具体施工人员的素质，进行培训，定期进行质量检查，设立重点工程管理点，做到岗位到人、责任到人，奖罚到人。对进场的材料，半成品，成品要检查验收，严格按照技术规范有关规定办理。对不合格的材料、半成品、成品不准进场。健全质量管理组织体系，设立专职质检人员。组长：李卫兵副组长：孙伟梁场负责人：李高峰施工负责人：李保善技术负责人：陈亚志测量负责人：张新宇材料负责人：杨晓成实验负责人：李力2、质量控制体系（二）作业安全措施1、施工现场必须做到文明施工，危险地段设立警示牌，进入现场设立安全标志牌，特殊工种要持证上岗，建立安全规章制度，设立安全检查员，安全检查员对不安全的做法有安全否决权，人人在现场警惕自身的安全，做到“三不伤害”即不伤害自己，不伤害他人，不被他人伤害。28
2、龙门吊进行钢筋吊运、混凝土浇筑时要有专人负责指挥，现场配备电工，解决突发状况，非电工人员不得私自搭设电线及处理闸盒等用电设备。3、箱梁施工过程中，应特别注意张拉过程中的安全。在张拉前，张拉工检查各接头的紧密性，确保张拉过程中不出现漏油现象，以防高压油伤人；在张拉时，在千斤顶的正前方要绝对禁止施工人员出现，以防止张拉过程中出现断束现象而造成钢绞线伤人；在压浆时，在压浆口前禁止施工人员通过，以防止水泥浆对施工人员造成伤害（三）可能发生事件的应急方案1、用电方面施工用电电缆设在预制厂外侧，供箱梁预制和安装使用，同时考虑自发电作补充，计划预制场配备1台125KW发电机组，以备突然停电或其他意外事件，保证不影响施工。预制场内做到安全合理布线，在适当位置设置接线电箱，同时安装好漏电、触电保护装置，预制场的用电由电工全权负责管理，并做到文明施工、文明用电，同时在预制场内做好安全用电标语。2、雨天施工夏季施工，遇到大雨天气时，若正在进行混凝土浇注，必须采取防雨措施。在正常天气时，配备足够的彩条布，在遇到大雨时，及时组织人员将刚浇注的混凝土覆盖，同时将未浇注的部位也覆盖起来，以防止模板内积水过多。由于混凝土的浇注必须连续，可采用边浇注边覆盖的方法浇注。3、箱梁张拉时出现滑丝、断丝现象超标在张拉时出现此类现象时，首先根据实际情况确定发生该现象的原因，查明原因后再进行处理，以防止此类现象的发生。查明原因后，组织施工人员放张，重新穿束，再次张拉。4、箱梁起拱度值超标时为了防止箱梁的起拱度过大，影响桥面系的施工，计划在箱梁预制后的两个半月对箱梁的起拱度进行检测，若箱梁的跨中起拱度超过箱梁跨径的1/1200（即2.5cm）时，及时进行桥面负弯矩的施工，避免起拱度进一步加大。28
六、质量通病及其原因、防治措施砼施工常见的质量缺陷1、现象麻面：砼表面局部缺浆或许多小凹坑，漏筋：钢筋砼结构内的钢筋外漏，蜂窝：砼局部疏松，砂浆少石子多，石子间多空隙，形成蜂窝状孔洞，缺棱掉角：结构边沿局部砼掉落，不规整，棱角有缺陷。原因分析1）产生麻面的原因：模板表面粗糙或清理不干净，粘有干硬水泥砂浆等杂物，拆模时砼表面被粘损；砼振捣不密实，砼中的气泡未排出，一部分气泡停留在模板表面，形成麻点；模板拼接不密实，砼浇注时缝隙漏浆，砼表面沿模板缝位置出现麻面。2）产生漏筋的原因：砼浇注振捣时，钢筋垫块移位导致钢筋密贴模板；砼振捣时振捣棒撞击钢筋，使钢筋移位造成漏筋；钢筋骨架局部尺寸偏大导致钢筋密贴模板产生漏筋。3）产生蜂窝的原因：砼的拌合生产上有误，造成砂浆少石子多或砼的和易性差；砼下料不当或一次同一位置下料过多，造成砼石子集中，无法振捣或振不出水泥砂浆；局部漏振。4）产生缺棱掉角的原因：拆模时外力作用于砼或重物撞击砼，造成棱角被撞掉；拆模时间过早，砼强度太低。2、防治措施1）麻面：模板面清理干净，不得粘有干硬水泥砂浆等杂物；模板接缝应密贴，必要时加海绵垫或用水泥砂浆封堵；砼必须按操作规程分层均匀振捣密实，严防漏振，每层砼均应振捣至气泡排尽为止。2）漏筋：浇注砼前检查钢筋位置、保护层厚度和垫块密度及牢固程度，发现问题及时整改；砼浇注时严禁振捣棒撞击钢筋并不得直接踩踏钢筋，遇有钢筋位移，及时恢复。28
3）蜂窝：砼拌合生产时严格按照配合比进行，保证上料准确、搅拌均匀；砼倾落高度要保证砼入模时不发生离析现象，否侧必须使用串筒或溜槽；对于钢筋密集处或不易振捣的地方，必须认真振捣，正常振捣时应保证振捣棒的移动间距不大于振捣棒作用半径的1.5倍，在锚垫板后普通钢筋、螺旋钢筋等密布及波纹管阻挡，不易振捣处，采用小型振捣棒插入波纹管下部振捣，严禁漏振；4）缺棱掉角：拆模时不能用力过猛，要注意保护棱角；确保砼达到一定强度后才进行拆模。七、环境保护措施1、成立以项目经理为组长的环境保护领导小组，贯彻执行环境保护法规及国家、地方政府对环境保护、水土保持的方针、政策。结合工程实际情况，制定严格的环境保护设计方案，严格按照批准文件实施。2、施工中的产生的废水、废浆、废渣等按照地方有关部门的规定，运输到制定地点处理，不得随意乱倒废水，水泥浆、混凝土渣不得直接排入河流，污染河道。3、预制场应少占耕地。施工便道尽量避开村庄、驻地，生产安排应考虑施工与自然环境的统一。生产及生活污水统一安排排放，设置沉淀池，不排入河道、耕地，避免污染自然水源。4、施工现场经常洒水控制扬尘，张拉压浆设备及时保养擦拭，浆体高速搅拌筒和储浆桶经常清洗保持清洁。5、保护植被，不得随意破坏，已破坏的及时恢复。内部资料，请勿外传！9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWF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