30米箱梁预应力施工方案

'开阳县工业园区金中片区道路工程5*30米桥梁箱梁预应力施工方案批准:审核:编制:编制单位：贵州开磷建设有限责任公司编制时间：二0一二年七月二十日40 目录一、工程慨况…………………………………………………………..3二、施工进度计划…………………………………………………..…4三、主要编制依据……………………………………………………..4四、施工生产准备……………………………………………………..5五、机械设备需用计划……………………………………………….8六、劳动力需用计划…………………………………………………10七、安全技术规定……………………………………………………11八、施工工艺…………………………………………………………16九、质量记录、检查与验收…………………………………………29十、质量保证措施……………………………………………………33十一、成品保护措施………………………………………………35十二、安全保证措施………………………………………………36十三、危险源识别与监控…………………………………………3740 一、工程慨况1、开阳县工业园区金中片区外环公路为南向西北向，全线设桥一座，跨度5*30米，为预应力砼先简支后连续小箱梁桥，桥梁中心桩号为K5+786.95。上部结构为;先简支后连续体系，由标准跨距5-30m先简支后连续组合小箱梁组成。2、预应力设计慨况：桥梁共15榀箱形梁，中跨5榀，边梁10榀。每榀中梁布置6束∮s15.20—4钢束和2束∮s15.20—5钢束，边梁布置6束∮s15.20—5钢束和2束∮s15.20—4钢束，钢束均采用SBG塑料波纹管，波纹管内径为55毫米。预应力钢束锚具采用圆塔型锚具及相应配件，均由厂家配套提供。3、预应力混凝土梁主要设计说明：1）混凝土强度等级：预应力梁C50。2）预应力钢绞线：1×7-15.2-1860,fptk=1860MPa,бcom=0.75fptk=1395MPa。采用双端张拉、每束1根的张拉控制力бcom=195.3（KN）；每束5根的张拉控制力бcom=976.5（KN）；每束4根的张拉控制力бcom=781.2（KN），3）锚具：张拉端锚具采用夹片式锚具,4）混凝土设计强度达到80%，混凝土龄期不小于7d方可进行张拉。5）预应力筋张拉锚固后，应及时进行灌浆封闭。6）40 梁中预埋的预应力筋，塑料波纹管孔道，施工中应采取用封口胶对波纹管的接头、接管包好，防此漏浆。7）张拉完毕，应切除外露多余钢绞线，并采用细石混凝土封锚，以保护预应力锚固系统。8）钢绞线下料采用树脂砂轮机切割钢绞线，切头应平整、无毛刺，严禁用电焊、氧焊焼割；9）预应力筋张拉施工工艺流程：0→0.1бcom→0.2бcom→1.0бcom→持荷五分钟→锚固。10）波纹管与非预应力筋位置发生冲突时，可将非预应力筋适当调整，以确保波纹管位置；11）预应力构件在预应力孔道灌浆三天后才可吊装。二、施工进度计划2012年10月22日至2012年11月21日三、主要编制依据1、《混凝土结构工程施工质量验收规范》(GB50204)；2、《预应力混凝土用钢丝》（GB/T5223）；3、《预应力混凝土用钢绞线》（GB/T5224-2003）；4、《预应力筋用锚具、夹具和连接器》（GB/T14370-2000）；5、《建设工程施工重大危险源辨识与监控技术规程》（DBJ13-91-2007、J11064-2007）；6、《建筑工程预应力施工规程》(CECS180：2005)；7、《预应力筋用锚具、夹具和连接器应用技术规程》（JGJ85-2002）；40 8、《预应力混凝土结构抗震设计规程》(JGJ140-2004)；9、开阳县工业园区金中片区道路工程施工图纸；10、《公路工程技术标准》（JTGB01-2003）；11、《公路桥涵设计通用规范》（JTGD60-2004）；12、《城市桥梁设计标》（CJJ11-93）；13、《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）；14、《公路桥涵地基及基础设计规范》；（JTGD63-2007）；15、《公路圬工桥涵设计规范》（(JTGD61-2007)；16、《公路桥涵施工技术规范》（JTG/TF50-2011）；17、《公路桥梁抗震设计细则》（JTG/TB02-01-2008）；18、《城市桥梁工程施工验收规范》（CJJ2-2008）；19、《公路工程混凝土结构防腐技术规范》（JTG/TB07-01-2006）；20、《城市桥梁桥面防水工程技术规程》（CJJ139-2010）10、《建筑施工手册》第四版（中国建筑工业出版社出版）11、建设部《危险性较大工程安全专项施工方案编制及专家论证审查办法论》四、施工生产准备1、技术准备工程负责人对相关人员进行书面的技术交底，熟悉预应力张拉施工的工艺流程、施工要求、安全技术要求等。40 2、物资准备2-1、材料及设备准备根据材料设备分析和施工进度计划的要求，编制材料设备需要量计划，为施工备料、确定堆放场地及组织运输提供依据，预应力钢绞线、波纹管、锚具见附表。2-2、材料质量检查与验收2-2-1、预应力钢绞线1）预应力钢绞线主要技术性能：规格1×7-15.2-1860，fptk=1860MPa;бcom=0.75fptk;张拉控制力бk=1860×0.75=1395MPa;单根钢绞线的张拉控制力бk=1395×140=195.3(KN);2）预应力筋的验收：钢绞线进场应具备厂方的质保书，同时要有国家建筑钢材质量检测中心检验合格的自检报告，报告内容包含拉力试，松弛试验。钢绞线应逐盘进行外观检查，钢绞线内不应有折断、横裂和相互交叉及焊接的钢丝。进场后的钢绞线，同一钢号、同一规格、同一生产工艺制造的钢绞线以每60吨为一批次进行验收，每批选取3件切取一件试验件，送中心实验室作力学性能试验。2-2-2、锚具、夹具和连接器1）锚具选型：OVM系列锚具，张拉端采用夹片式锚具，40 2）锚具应采用具有相应资质的专业锚具生产厂家，其产品性能符合《预应力筋用锚具、夹具和连接器》及国际预应力协会编制的《后张法预应力体系验收建议》的要求。锚具、夹片进场时，应按出厂合格证和质量证明书核查其锚固性能、类别、型号、规格及数量。3)锚具进场验收应符合以下规定:a）外观检查:从每批中抽取10%的锚具且不少于10套，检查其外观质量和尺寸。如有一套表面有裂纹或超过产品标准设计图纸规定尺寸的允许偏差，则应另取双倍数量的锚具重做检查，如有一个零件不合格，应逐套检查，合格者方可使。b）硬度检查：对硬度有严格要求的锚具零件，进行硬度检验。对新型锚具应从每批中抽取5%且不小于5套，对常用锚具每批中抽取2%且不少于3套，按产品标准规定的表面位置和硬度范围做硬度检验。当有一个零件硬度不合格时，应另取双倍数量的零件重做试验，如仍有一个零件不合格，则应对该批零件逐个检验。锚具要进行静载实验。2.2.3制孔用管材（波纹管）1）塑料波纹管的规格和性能应符合现行行业标准《预应力混凝土桥梁用塑料波纹管》JT/T529的规定。2）波纹管进场时每一合同批次附有质量证明书，并做进场复验。3）波纹管的内径、波高和壁厚等尺寸偏差不应超过允许值。4）塑料波纹管的外观应光滑、色泽均匀，内外壁不允许有隔体破裂、气泡、裂口、硬块和影响使用的划伤。2.2.4灌浆用水泥1）孔道灌浆用水泥应采用普通硅酸盐水泥，其质量应符合现行国家标准《硅配盐水泥、普通硅酸盐水泥》GB175的规定。40 2)孔道灌浆用外加剂的质量及应用技术应符合现行国家标准《混凝土外加剂》GB8076和《混凝土外加剂应用技术规范》GB50119的规定。2.2.5装运和存放1)预应力材料必须保持清洁，在装运和存放过程中应避免机械损伤和锈蚀，进场后需长期存放时，应定期进行外观检查。2)预应力钢铰线的运输：钢绞线在装车搬运过程中严禁抛弃、碰撞或拖拉，起吊千斤绳应外包胶皮，防止损伤。3)预应力钢绞线进场前的包装：按本工程的下料长度的倍数为一卷盘进行包装。4)预应力筋应分类、分规格装运和堆放。在室外存放时，不得直接堆放在地面上，应垫枕木并用防水布覆盖。长期存放时应设置仓库，仓库应干燥、防潮、通风良好、无腐蚀气体和介质。在潮湿环境中存放，宜采用防锈包装产品、防潮纸内包装、涂敷水溶性防锈材料等。5)波纹管应分类、分规格堆放。搬运时，不得抛摔和拖拉。室外存放时，应垫枕木并用防水布覆盖。长期存放时应设置仓库。6)锚具、夹具和连接器在装运、存放及使用期间均应妥善保护。不同厂家、不同时期的产品应分别堆放，不得混淆。主要锚固零件宜采用镀膜防锈。五、机械设备需用计划1、机械设备明细表40 序号设备名称规格型号计量单位数量备注1千斤顶YCWB100--200台2用于张拉Ｎ１、Ｎ２、N3、N42千斤顶YDC240Q-200台1用于单根张拉及退锚3电动油泵ZB4—500台3张拉提供动力4压浆机UB3台1用于灌浆5搅浆机JJ180型台1用于灌浆6手提砂轮机150型台2用于切头7手拉1吨—6米台4用于张拉8耐震油表Y150—60MPa块4用于张拉9高压油管60MPa—6米根8用于张拉10灌浆管30米—4MPa根1用于灌浆11灌浆管50公分根40用于灌浆12吸浆管根1用于灌浆2、主要岗位人员职责1）项目经理：负责协调工作进度、对材料计划进行审批、协调各分包单位和工种工作。2）项目技术负责人：参与施工方案的编制，并指导施工人员按设计和施工方案进行施工。3）常务经理：直接安排施工人员根据设计要求和施工方案进行预应力施工。4）40 施工员：提出材料需用计划、对工人进行技术、安全交底，负责预应力铺设、张拉施工的技术指导，对施工过程做好记录，并完成相关工程技术资料。5）安全员：主要负责预应力张拉施工的安全管理工作，组织对预应力施工的班组安全技术交底、安全教育。6）材料员：主要负责落料材的进场，检查并收集材料的进场质量保证书、合格证，检查材料的规格、数量等是否与计划相符。7）试验员：对进场材料进行外观检查，按照相关的标准、规范要求对各种材料进行取样、送检。8）质检员：对材料质量进行检查，对工程的各道工序的施工质量组织检查与验收。9）预应力张拉施工技术人员：根据进度需要，主要负责预应力张拉施工的施工工作。10）其他配合人员：主要负责协助台账、脚手架的搭设、材料、机具等的运输工作。六、劳动力需用计划1、劳动力明细表序号工种数量1油泵司机42张拉及压浆工人153搬运工64穿筋工105架子工340 2、施工现场准备2.1组织物资进场，并拟定有关的材料、构配件试验。2.2作好其他配套设施的搭设工作。2.3作好季节性施工准备。2.4施工场外协调2.5材料加工和订货。2.6施工机具租赁或订购。2.7做好劳务安排，签订劳务合同。七、安全技术规定1、构造要求1.1张拉工具技术性能采用YCWB150-200型千斤顶，技术性能如下图所示。40 40 1设计计算40 40 2.1张拉力计算预应力筋张拉力Pj应按下列公式进行计算：Pj=δcon·Ap式中δcon——预应力筋的张拉控制应力，应在设计图纸上说明；Ap——预应力筋的截面面积如：单根钢绞线张拉力每一孔道钢绞线（4根）张拉力P为：P=1395MPa×140mm2×4=781.2KN。根据此计算方法，各束预应力筋张拉控制力如下：序号预应力筋截面理论截面积（mm2）张拉控制力（KN）14Фs15.24×140781.225Фs15.25×140976.52.2预应力筋下料计算后张法预应力混凝土构件中采用钢铰线束夹片锚具时，钢铰线的下料长度L可按下式计算（如图所示）1两端张啦L=1+2（11+12+100）2一端张拉L=1+2（11+100）+12式中1——构件的孔道长度11——夹片式工作锚厚度；40 12——张拉用千斤顶（含工具锚），采用前卡式千斤顶时仅算至千斤顶体内工具锚处。根据以上公式计算得本工程各梁之预应力筋下料长度如后面附表所示。八、施工工艺1、施工工艺流程底模安装模安装波纹管安装曲线定位梁钢筋安装穿钢绞线、校正固定安装梁侧模工序验收砼浇筑砼养护钢绞线检验合格40 锚具检验合格锚板、排气管预埋张拉施工灌浆封锚验收2、有粘结预应力筋施工方法2.1底模安装本工程的模板工程属“两超一大”，模板工程已经编制专项安全施工方案，并经专家论证通过，模板工程的施工必须严格按照经过专家论证意见修改完善后的施工方案进行施工。现浇预应力混凝土梁、板底模的起拱高度宜取全跨度的1‰，根据此要求，本工程梁跨度超过30米，起拱高度为30mm。2.2梁钢筋安装本工的预应力梁筋安装需待梁底模板安装完成及梁底标高以下的框架柱混凝土浇筑完成后方可进行因波纹管为曲线，预应力梁的拉勾需待波纹管安装完后绑孔。次梁筋及板筋亦需待预应力梁的波纹管安装完后方可施工。2.3曲线定位40 本工程的曲线定位需遵照设计要求进行，在梁板模板交执着的楼板模板边缘弹线预应力曲线各设计点的平面位置，根据梁底标高测量曲线高度，曲线位置为波纹管的中心线位置，放置波纹管的架立筋采用梁拉勾进行固定（与梁箍点焊牢固），所有设计点的架立钢筋固定好后，工程技术人员和质检员再复核一遍，校对无误后方进行纹管的铺设和固定。2.4波纹管安装2.4.1结合工程实际情况，，波纹管在安装前应进行灌水试验中，检查有无渗漏现象，合格后方可使用。2.4.2波纹管安装严格按照设计曲线布设，并计算出每隔50cm处的坐标，用“井”字形定位筋架立，波纹管穿设后，在定位筋处固定牢靠，避免在砼浇筑时发生移位；由于钢绞线超过较长，坐标偏差不得超过5cm，以免张拉钢绞线与波纹管产生的摩阻力远远大于规范规定。2.4.3波纹管接头处两端插入接头管中30cm以上，接头管为比其大1号的同型波纹管，并且用胶带缠裹、密封，确保灰浆不通过接头管渗入管道中。预应力管道锚具处空隙大时用海锦泡沫或棉纱填塞，防止漏浆。2.4.4排气孔位置须定在波纹管最高点上，用DN25的PE管，排气孔和波纹管连接处用胶带缠裹密封，并在浇注混凝土时注意保护，以免堵塞。即安装在固定端的约束圈处。2.5搭设工作平台：为了方便穿束，在构件穿束处搭设工作平台（如下图所示）。平台长2米，宽2米，平台护栏高度为1.5m40 ，平台需满铺跳板，上下平台需经上下通道，不得直接利用平台架攀爬。2.6预应力筋制作与安装2.6.1预应力筋制作1）预应力筋下料：下料用砂轮切割机切割，严禁用氧气、乙炔烧割。切割口两侧各有5厘米处在下料前先用铁丝绑扎，切割后应立即用胶布孔牢、包裹，不理散头。下料尺寸误差±5mm。2）其它配套产品预埋件采用VOM的系列配套产品；锚垫板、螺旋筋安装位置、角度必须正确、焊接牢固。锚垫板与钢束设计端部垂直，孔道严格对中，不得错位；灌浆孔必须朝上，混凝土浇筑前用同直径的管丝堵头封堵。2.6.2预应力筋安装序号预应力筋安装步骤1波纹管定位：在梁箍筋上放线标出波纹管的标高以及位置。2安放波纹管：与梁内非预应力筋同时进行，波纹管每根10米，接头用大一号波纹管连接，接头套管长300mm，两边各旋入15mm，接头处用防水胶带密封。40 3波纹管矢高定位：按设计图中预应力筋的曲线坐标在箍筋上定出曲线位置，采用钢筋支托，其间距为0.5m，钢筋支托焊接在箍筋上，波纹管固定后，用铁丝扎牢，以避免浇筑混凝土时波纹管的上浮。4安装锚具和螺旋筋，安放高度按图纸要求控制。5穿束：预应力施工采用人工穿束，工人逐步将已制好的有粘结钢铰线束平顺地穿入波纹管内，束的前端应扎紧并裹胶布，以便顺利通过孔道。穿束采用先穿束。将钢束除锈后，人工理顺，避免相互缠结，钢束的前端孔紧并裹胶布，以便顺利穿过孔道。将钢束送入孔内，后面人工向孔内送钢束，直到钢束出孔。6设置排气孔：每条波纹管在最高点设置一个排气孔，用钢丝绳与钢筋进行绑孔固定，两端各开一孔排气管。排气管采用PVC塑料管。在固定端设置排气孔。740 布筋施工注意事项：混凝土浇筑时，严禁踏压波纹管，马凳及端部承压板，振捣棒不能直接触在波纹管上，张拉端、锚固端混凝土必须振捣密实；灌浆孔和排气孔应伸出梁侧面或梁板顶面，不能打入混凝土中；浇筑过程中，设专人看护预应力管，发现问题，及时组织人力解决。2.6.3施工注意事项1）预应力筋的牵引：采用人工牵引，和采用电动卷扬机为动力，钢丝绳牵引。穿束应缓慢进行，卷扬机穿束的摩擦阻力通过计算确定，当摩擦阻力大于计算值时，应停止穿束，查明原因。牵引时要求用对讲机联络，穿束完成后两端外露长度基本一致。2）穿束要求：首先，钢绞线的圈径同钢绞线的放料方向垂直，把钢绞线用钢管架把其固定。放线时，钢绞线左右两边严禁站人，以免钢绞线回弹伤人。切割钢绞线用砂轮切割机，严禁用电焊、氧焊灼伤绞线。穿束采用先穿法，编束完毕后，把钢绞线的头电焊在一起，用一根钢绞线作为牵引，以牵引端把钢丝绳引导到被牵引端，将钢丝绳和钢绞线的头连接在一起。并用砂轮机把钢绞线的头打磨光滑。用胶布把钢绞线的头缠绕起来，以免在牵引过程中挂伤波纹管。穿束完毕后，切除多余的钢绞线，距牵引头一米处切除钢绞线。检查波纹管的挂伤和定位情况，并及时处理。2.7预应力的张拉施工（计算见附表）2.7.1张拉工艺：采用单端对张拉，单端千斤顶升降压、画线、测伸长量、插垫等工作一起进行，具体工艺如下。检查调试张拉设备—将每端钢绞线各股按顺序穿入锚环各孔—40 将锚具装入垫板定位圈内，并紧贴锚垫板，插入夹片，用6分镀锌钢管扣紧—安装限位板，钢绞线从限位板穿过进入千斤顶—安装工具锚—张拉—锚固—拆除千斤顶及张拉设备。2.7.2总体张拉顺序各单元的梁筋张拉顺序如下表所示：N1→N3→N2→N4号钢束；2.7.3张拉方法1）张拉采用伸长量和张拉力双控，以张拉力控制为主，使用“应力控制，伸长量校核”法。2）根据施工图纸要求，梁体浇筑后待混凝土强度达到80%后；混凝土龄期不低于7d方可张拉，张拉要按设计规定分批对称进行。预应力张拉采用应力控制为主，伸长量作校验的双控制，伸长量的实际值与理论值相比较应在±6%以内，若发现伸长量异常，应停止张拉并查明原因。3）con=0.75fpdk。采用一次张拉，张拉力为195.3kN/根。伸长量误差不应超过±6%。若超过应暂停张位。4）钢绞线张拉行程：0δK—0.10δK—0.20δK—0.50δK—0.80δK—1.00δK（持荷5分钟）—油缸回油，测回缩量。5）张拉前及张拉过程中应认真测量预应力筋的外露长度并做好记录，张拉过程中宜在初应力为张拉控制应力的10%时量测，分级记录，其尺寸之差为实际伸长量，以理论伸长值校核，实际伸长值与理论伸长值差大于±6%时应停止张拉，查明原因后方可继续张拉。6）梁两端分级加载，根据设计图纸，张拉步骤为：0—10%δ40 con—20%δcon—100%δcon。使张拉力逐级达到设计要求的吨位，测量伸长量，此时油泵继续开动维持不变压力，净停5min，端同时顶压，顶销后，油泵回零，测回缩量。7）钢绞线的张拉顺序严格按：N1→N3→N2→N4确定张拉顺序时，要综合考虑以下几方面因素：其一避免张拉时构件截面呈过大的偏心受力状态，不使梁边缘产生拉应力；其二要比较分批张拉的预应力损失值；其三是尽量减小梁体产生过大的上拱度，防止梁体开裂或变形严重，钢绞线锚固后，工作锚以外保留3~8cm，多余用砂轮切割机切掉，严禁焊割，用砼包封。2.7.4张拉设备的标定施加预应力用的机具设备及仪表，设专人使用和管理，并定期维护和标定。张拉设备使用配套设备进行标定，并确定张拉力与压力表读数的关系曲线，标定张拉设备用的试验机或测力计精度中，不得低于±2%，压力表的精度不低于1.5级，最大量程不小于设备额定张拉力的1.3倍。标定时，千斤顶活塞的运行方向，应与实际张拉工作状态一致。张拉设备标定期限，不得超过半年。当发生下列情况之一时，必须对张拉设备重新标定；千斤顶经过拆卸维修；千斤顶久置后重新使用；压力表受过碰撞或出现失灵现象；更换压力表；张拉中预应力筋发生多根破断事故或张拉伸长值误差较大。2.8孔道灌浆孔道灌浆采辅助压浆，预应力筋张拉完毕，待12小时后进行灌浆，24小时之内完成灌浆。40 2.8.1塑料波纹管1）塑料波纹管采用高密度聚乙烯（HDPE）作为主要原材料制作，其耐腐蚀，耐老化性能远远优于金属材料，国内大量的斜拉桥、吊杆桥的拉索外护层已是最好的证明。2）不导电，可防止杂散电流腐蚀，提高了预应力筋电子监测的可行性。3）密封性、抗渗性能好，更适用于真空灌浆。4）强度高，刚度大，柔性好，不怕踩压，不易被振捣棒凿破。5）减少张拉过程中预应力的摩擦损失。6）塑料波纹管具有更好的耐疲劳性能，能大大提高抗疲劳能力。2.8.3浆体控制1）水泥P042.5的普通硅酸盐水泥，水灰比0.35~0.4。2）要综合考虑浆体的流动性、泌水率、收缩、强度来选取添加剂。3）膨胀率小于5%。4）强度标养7天大于30MPa.（1）准备工作1）检查配套设备的齐备及完好状态；2）将孔道排气孔、泌水孔密封好，按要求将两端的锚头用无收缩砂浆或锚头罩密封好；3）按配方秤量浆体材料，将减水剂首先溶于一部分水待用；40 （2）搅拌水泥浆1）搅拌水泥浆之前要求加水空转数分钟再将积水倒尽，使搅拌机内壁充分湿润。2）装料通过试验确定水灰比及外加剂的掺量：首先将称量好的水、水泥、膨胀剂、减水剂按照配比倒入搅拌机，搅拌2min；将溶于水的减水剂倒入搅拌机中，再搅拌3min出料。（3）灌浆1）将灰浆加到灌浆泵中，在灌浆泵的高压橡胶管出口打出浆体，待打出的浆体浓度与灌浆泵中的浓度一致时，关掉灌浆泵，将高压胶管接到孔道的灌浆管上，绑扎牢固，注意搅拌好的浆体应经过孔径不大于2mm网筛的过滤方能进入灌浆泵，否则会造成泵的堵塞或损坏。2）启动灌浆泵，打开灌浆阀开始灌浆，3）观察排浆阀的出浆情况，当浆体稠度与灌入之前一样时，关掉排浆阀，仍继续灌浆直至灌浆压力达到规定要求（推荐为0.5~0.7MPa），最后关掉灌浆阀后停止压浆。4）浆体加压过程中可打开排气孔观察浆体的灌注情况5）从灌浆端活接头处拆下单阀三通，连接到下一管道的持荷引出管上，即可进入下一孔道的工作。6）严格按配合比配料，水、水泥和各种外加剂的参量误差不应超过±1%。740 ）灌浆管应选用牢靠结实的高压钢丝胶管，抗压能力大于2MPa，这样压浆过程中不致爆裂。8）灌浆工作宜在灰浆流动性没有下降的30~45min内连续进行。2.9张拉端端部处理2.9.1张拉完毕24小时后，采用砂轮锯切断超长外露部分的预应力筋，严禁采用电弧切割。预应力筋切断后露出锚具夹片外的长度控制在30~40mm。封锚混凝土浇筑前，对张拉端混凝土表面进行凿毛处理。剔凿时注意不得碰动锚具。预应力筋张拉端锚具和外露预应力筋封堵前均匀涂上一层环氧树脂粘结剂，对张拉端锚具和外露预应力筋进行防腐处理。2.9.2锚具封闭保护宜采用与构件同强度等级的细石混凝土，也可采用微膨胀凝土、低收缩水泥砂浆等。2.10预应力梁模板拆除时间梁模部位拆除时间梁侧模48小时后梁底模张拉锚固后，波纹管孔内灌水泥浆，待强度达到20N/mm2以上，方可拆除底模。3、施工工艺支板底模—绑孔暗梁及板底非预应力筋—铺放板预应力筋—安装锚垫板、螺旋筋—预应力筋绑孔、固定—预应力筋矢高、数量检查—铺放板顶非预应力筋—梁侧模及预应力筋张拉端模板封模—隐蔽工程检查验收—浇筑混凝土—预应力筋张拉—切断多余预应力筋—40 张拉端封锚。3.1预应力筋铺设3.1.1先绑孔完楼板的下部普通钢筋后，再逐根布无粘结预应力筋；3.1.2预应力筋根据控制点位置用马凳钢筋定位；3.2预应力筋张拉3.2.1有针对性地进行质量技术交底，交底人、接受人必须签名，真正做到人人明白做法、要求。3.2.2张拉设备在进场前应在试验室进行标定，取得标定结果后填写进场设备报验单报监理审查。3.2.3锚具进场后应及时将锚具出厂合格证及试验报告上报监理，监理批准后方可使用。3.2.4清理张拉端。将张拉端穴模凿出并凿平张拉端垫板。3.2.5计算理论伸长值和张拉力。在张拉前应根据千斤顶标定书计算得出与张拉力相对应的油表读数并在油表上作出明确标识。3.2.6测量无粘结预应力筋张拉端原长。按照预应力筋编号及所在轴线位置顺序测量并详细记录每束预应力筋两端的外露张拉端长度之和L1。3.2.7穿顶：将预应力筋从千斤顶的前端穿入，直至千斤顶的顶压器顶住锚具为止，如果需用斜垫片或变角器，则先将其穿入，再穿千斤顶。3.2.840 油泵启动供油正常后，开始加压，直至达到设计要求的张拉力。每次张拉伸长值均不能超过160MM，并随时用尺测量检查，以免发生意外事故。3.2.9撤顶；张拉至控制应力后回油，并撤去千斤顶。3.2.10测量记录：测量预应力筋伸长后两端的张拉端长度之和L2，应精确到毫米。3.2.11整理张拉记录：L2和L1之差即为实际伸长值，用以校核计算伸长值。记录必须将张拉过程中发生的问题如实反映出来，包括：砼破碎、空洞、断丝断束及其位置、数量等情况。3.3张拉质量控制方法和要求。3.3.1张拉时应力控制为主，用伸长值进行校核。张拉伸长值应与理论计算值接近，相差幅度为-6%~+6%中，如不符合，应立即停止张拉，查找原因后再继续进行。3.3.2预应力筋张拉，对于短筋可以一次张拉到位，对于长筋必须反复张拉至张拉控制应力，并且每次张拉伸长值均不能超过油缸最大行程。3.4张拉安全措施3.4.1张拉人员进工地必须带安全帽和安全带，在脚手架上张拉施工时安全带应拴牢在脚手架上。3.4.2千斤顶和油泵必须有安全措施，宜用绳索吊在脚手架上，以免失手掉落下楼，造成设备损坏和安全事故。3.4.3张拉人员必须站在千斤顶两侧位置操作，不得在千斤顶正面操作；40 3.4.4锚固端或张拉端不得站有人。3.4.5张拉位置下面不应有人通行，以免锚具、工具等掉落，造成人员伤害。3.5切断多余预应力筋切割后预应力筋外露长度不少于30MM，切割采用手持角磨机或液压切割设备（不得采用电弧切割）。3.6张拉端封锚预应力筋切割完毕后，应套上内涂防腐油脂的塑料封端罩以保护张拉端锚具，并用C40细石混凝土或微膨胀砂浆封堵。方法同有粘结预应力筋封锚方法。九、质量记录、检查与验收1、材质要求1.1应对预应力筋进行外观检查。1.2应对预应力筋进行力学性能试验。2.质量记录内容与要求2.1合格证1）预应力筋产品合格证、出厂检验报告、进场复验报告。2）预应力筋用锚具、夹具和连接器产品合格证、出厂检验报告、进场复验报告。对锚具用量较少的一般工程，如供货方提供有效的试验报告，可不作静载锚固性能试验。40 3）孔道灌浆用水泥、外加剂产品合格证、出厂检验报告、进场复验报告。4）预应力混凝土用塑料波纹管产品合格证、出厂质量保证书、进场复验报告。5）镦头强度试验报告。2.2隐蔽工程检查记录（1）检查内容依据施工图纸、有关施工验收规范要求和预应力施工方案、技术交底检查预应力筋的品种、规格、数量、位置、下料长度、切断方法、竖向位置偏差、固定、护套的完整性；预留孔的规格、数量、位置、形状及灌浆孔、排气兼泌水管的情况，锚具、夹具、连接器的组装情况等。锚固区局部加强构造情况。（2）填写要求预应力工程隐检记录中要注明施工图纸编号，预应力的种类，预应力的方法（后张法），锚具的规格型号，预应力筋的长度尺寸，预埋垫板的尺寸等，将检查内容描述清楚。2.3预应力筋张拉记录预应力筋张拉记录（一）包括预应力施工部位、预应力筋规格、平面示意图、张拉程序、应力记录、伸长量等。预应力筋张拉记录（二）对每根预应力筋的张拉实测值进行记录。2.4有粘结预应力结构灌浆记录后张法有粘结预应力筋张拉后应灌浆，并做灌浆记录，记录内容包括灌浆孔状况、水泥浆配合比状况、灌浆压力、灌浆量，并有灌浆点简图和编号等。2.5混凝土坑压强度试验报告40 1）预应力筋张拉时中，结构的混凝土强度应符合设计要求。2）检验方法及要求：①检查报告单上各项目是否齐全，所有子项必须填写清楚、具体、不空项。②应按照施工图纸要求，检查混凝土配合比及混凝土强度报告中强度等级与使用的原材料品种、试验编号对应其原材料试验报告、混凝土配合比通知单、混凝土强度报告中相应项目是否吻合，试件成形日期、实际龄期、养护方法、组数、试验结果及结论是否符合设计要求和施工规范规定所报内容准确、真实，试验室签字盖章是否齐全；检查试验编号、委托编号是否填写。③试验数据是否达到规范规定标准值；若发现问题应及时取双倍试样做复试或报有关部门处理，并将复试合格单或处理结论附于此单后一并存档。3）混凝土试块试压报告单上半部分项目应由施工单位试验人员填写。工程名称及施工部位要详细具体，配合比要依据配合比通知单填写，水泥品种、强度等级，砂种类、石种类、公称直径，掺和料及外加剂要据实填写，并应与原材料试验单、配合比通知单相吻合。试验工依据规范要求或技术员的书面交底根据有关规定取样，制作混凝土试块。2.6混凝土试块强度统计评定记录40 1）单位工程试块抗压强度数理统计应按混凝土验收批进行（按工程施工进度分为地基基础、主体结构完成后；如为预拌混凝土应按不同供应单位分开，分别进行统计评定）。混凝土统计评定验收批的划分：同一验收项目、同强度等级、同龄期（28d标养）配合比基本相同（是指施工配制强度相同，并能在原材料有变化时，及时调整配合比，其施工配制强度目标值不变）、生产工艺条件基本相同的混凝土为一验收批。2）混凝土试件强度统计评定记录①确定单位工程中需统计评定的混凝土验收批，找出所有同一强度等级的各组试件强度值，分别填入表中。②填写所有已知项目。③分别计算出该批混凝土试件的强度平均值、标准差，找出合格判定系数和混凝土试件强度最小值填入表中。④计算出各评定数据并对混凝土试件强度进行判定，结论填入表中。⑤签字、上报、存档。⑥凡按验评标准进行强度统计达不到要求的中，应有结构处理措施，需要检测的，应经法定检测单位检测并应征得设计部门认可。检测、处理资料要存档。2.7混凝土抗渗试验报告对连续浇筑混凝土每500m3应留置一组抗渗试块，且每项工程不得少于两组。采用预拌混凝土的抗渗试块，留置线数应视结构的规模和要求而定。40 2.8孔道灌浆用水泥浆试件强度试验报告2.9张拉机具设备及仪表的配套标定报告单2.10检验批质量验收记录1）检验批施工完成，施工单位自检合格后，应由项目专业质量检查员填报《检验批质量验收记录表》（按照建设部施工质量验收系列规范标准表格执行）。2）检验批质量验收应由监理工程师（建设单位项目专业技术负责人）组织项目专业质量检查员等进行验收并签认。3）预应力分项工程检验批质量验收用表共有3种用表。预应力原材料检验批质量验收记录表、预应力制作与安装检验批质量验收记录表、预应力张拉、放张、灌浆与封锚检验批质量验收记录表。3、预应力施工质量与验收预应力施工质量，应按现行国家标准《混凝土结构工程施工质量验收规范》（GB50204）的规定进行检查与验收。4、后张法实测项目项次检 查 项 目规定值或允许偏差1管道坐标(mm)梁长方向±30梁高方向±102管道间距(mm)同排10上下层103张拉应力值符合设计要求4张拉伸长率40 符合设计规定，无设计规定时±6%5断丝滑丝数钢束每束1根，且每断面不超过钢丝总数的1%钢筋不允许十、质量保证措施1、预应力分项工程应严格按工程图纸和施工方案进行施工。因特殊情况需要变更，应经监理单位同意后方可实施。2、预应力分项工程施工前应由项目技术负责人向有关施工人员技术交底，并在施工过程中检查执行情况。3、预应力分项工程项目负责人、施工人员、技术人员，应持证上岗。4、预应力分项工程施工应遵循相关的验收规范和堆积的规定，并具有健全的质量管理体系、施工质量控制和质量检验制度。5、预应力分项工程施工质量应由施工班组自检、施工单位质量检查员抽查及监理工程师监控等三级把关；对后张预应力混凝土的张拉质量，应做到见证记录。6、对本预应力分项工程的材料质量及各关键点质量控制采取如下措施。序号项目质量保证措施1材料材料进场前必须按规定进行检查监测并提供质量合格证或质保书，使用材料必须符合国家相关标准要求。40 2钢索就位整个安装过程中注意索体防护，在牵引、安装、索体张拉等各道工序中，避免碰伤、刮伤索体。3张拉控制严格按照设计规定的张拉力锁定值及分层分次预应力施加量进行张拉，张拉中当拉力实测值与计算值相差过大时必须暂停张拉，待找出原因并采取措施后才可继续张拉。4施工监测整个施工过程中对构件进行监测，发现变形过大等异常现象时，必须及时汇报并分析原因，采取合理解决措施。主要指标有：梁反拱值、裂缝的发生。5孔道灌浆保证预应力索全部张拉完毕后进行灌浆工序，水泥浆才能停止灌浆。十一、成品保护措施1）预应力筋应按不同规格分类成捆、成盘挂牌堆放整齐。露天堆放时，需覆盖防雨布，下垫钢管或垫木防止锚具及钢绞线锈蚀，严禁碰撞踩压成品，避免损坏塑料保护套及锚具。供现场张拉的锚夹具及连接器需涂油包封在室内存放，严禁锈蚀。2）浇筑混凝土时严禁踏压碰无粘结预应力筋、波纹管、支撑架以及端部驮子埋件，确保预应力筋束型及锚具位置准确。3）预应力筋在运输中，避免损坏保护套、钢绞线外包装，吊装用尼龙绳或麻绳，若用钢丝绳需套上胶管。40 4）现场施工中，各工种应注意保护好波纹管，不得在上面堆料、踩踏，以免碰破波纹管。在整个预应力筋的铺设过程中，如周围有电焊施工应用石棉板进行遮挡，防止焊渣飞溅损伤波纹管。5）灌浆用水泥及外加剂应有防雨、防潮措施。6）张拉端及锚固端混凝土应振捣密实。同时，严禁触碰张拉端的穴模，避免由于穴模脱落而影响预应力筋的张拉进行。7）预应力张拉锚固后，及时对锚具进行全封闭防护处理，严格按要求操作，保证封闭严密，防止水气侵入，使锚具、预应力筋锈蚀。8）钢绞线不得作为异线导电。布筋期间不得有电焊作业，布筋以后应防腐剂止电焊烧伤钢绞线。9）预应力筋铺设完毕需再次检查预应力筋外的保护套，如发现破损及时修补。十二、安全保证措施1、钢绞线张拉前应全面检查锚具、千斤顶及油泵等张拉设备的性能、型号、数量等是否附合设计和施工要求。特别是千斤顶要与油泵、油压表、油管等一起进行配套标定。2、千斤顶给油、回油工序必须缓慢平稳进行，防止出现滑断丝现象。钢绞线张拉后及时对其作画线标记并进行定期观测。3、张拉现场应有明显标志，与该工作无关的人员严禁入内。张拉或退楔时，千斤顶后面不得站人，以防预应力钢绞线拉断或锚具、楔块弹出伤人。40 4、已张拉好而尚未压浆的梁，严禁剧烈碰撞，以防预应力钢绞线裂断而酿成重大事故。5、施工中的各项工作都要按照操作规程来进行施工，任何人不可随意改变。张拉时前方45°角范围内不能有人停留。如有其他工种施工要设立防护栏板和张桂水平和垂直安全网，操作人员配备好各种防护用品。6、进行预应力筋张拉时，应搭设站立操作人员和设置张拉设备用的牢固可靠的脚手架或操作平台。雨天张拉时，还应架设防雨棚。7、预应力张拉区域应标示明显的安全标志，禁止非操作人员进入。张拉钢筋的两端必须设置挡板。挡板应距所张拉钢筋的端部1.5—2m，且应高出最上一组张拉钢筋0.5m，其宽度应距张拉钢筋的两外侧各不小于1m。8、孔道灌浆应按预应力张拉安全措施的有关规定进行。9、在预应力作业中，必须特别注意安全。因为预应力筋持有很大的能量，万一预应力筋被拉断或锚具与张拉千斤顶失效，钢筋中巨大能量急剧释放，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。10、操作千斤顶和测量伸长值的人员，应站在千斤顶侧面操作，严格遵守操作规程。油泵开动过程中，不得擅自离开岗位。如需离开，必须把油阀全部松开或切断电路。11、张拉时应认真做到孔道、锚杆与千斤顶三对中，以便张拉工作顺利进行，以免增加孔道磨擦损失。40 12、工具锚夹片，应注意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，应在夹片背面涂站润滑脂。以后每使用5—10次，应将工具锚上的夹片卸下，向锚板的锥形式孔中重新涂上一层润滑剂，以防夹片在退楔时卡住。润滑剂可采用石墨、二硫化钼、石蜡或专用退锚灵。13、多根钢铰线束夹片锚固体系如遇到个别钢铰线滑移，可更换夹片，用小型千斤顶单根张拉。十三、危险源识别与监控1、预应力张拉施工事故的主要类型1.1锚具（或夹具）组装件破坏。1.2现场火灾与触电。1.3预应力筋断裂和滑脱。1.4张拉设备故障。1.5不当操作事故（闪失、碰撞等）。1.6施工机具伤人。2、引发事故的主要原因2.1预应力筋与锚具（或夹具）组装件的锚固性能差。2.2预应力筋的质量不合格。2.3张拉机具失效。2.4在不安全的天气（六级以上大风、雷雨和雪天）下继续施工。2.5作业面的外侧边缘与外电架空线路的边线之间没有保持安全操作距离。40 2.6机具使用前没有进行检修，或操作不当。3、危险源的监控3.1对预应力筋的质量进行检查，对使用的机械、工具、用偷进行检查与监控。3.2应琱预应力筋与锚具（或夹具）组装件静载试验测定的锚具效率系数和达到实测极了拉力时组装件受力长度的总应变来确定预应力筋和锚具（或夹具）组装件的锚固性能﬌并应满足循环次数为200万次的疲劳性能试验。3.3对张拉设备的工作性能进行监控。3.4对预应力结构混凝土的强度，模板支撑体系的拆除时间进行明确的规定和监控。内部资料，请勿外传！9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVk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