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'中体彩北京生产基地1号综合厂房工程脚手架施工方案中体彩北京生产基地1号综合厂房工程脚手架施工方案目录一、编制依据1二、工程概况1三、施工准备21、施工材料的选择22、运输机具准备33、施工人员组织34、施工进度安排45、施工材料用量表：4四、主要的架子搭设方式和平面布置5五、脚手架的搭设方法91、脚手架搭设顺序92、双排脚手架的搭设103、上部悬挑脚手架的搭设104、上人马道的搭设115、特殊部位的做法126、装修脚手架的搭设137、施工中的临边防护14六、脚手架的搭设、使用和拆除的安全技术保证措施141、脚手架的搭设要求142、脚手架搭设质量的检查验收规定193、脚手架使用的规定204、脚手架拆除的规定225、脚手架施工的安全保证措施:23七、环境保护措施24八、脚手架受力计算书24九、附表：2830
中体彩北京生产基地1号综合厂房工程脚手架施工方案一、编制依据序号名称编号1中国航空工业规划设计研究院施工图纸2建筑施工扣件式钢管脚手架安全技术规范JGJ130—20013建筑施工脚手架实用手册4中建一局二公司施工组织设计5建筑施工手册（第三版）6建筑结构荷载规范GB50009-20017建筑施工高处作业安全技术规范JGJ80—918建筑工程安全检查标准JGJ33—20019北京市建筑工程施工安全操作规程DBJ/T01-62-2002二、工程概况中体彩北京生产基地工程位于北京市亦庄经济技术开发区内97#地。总建筑用地6600m2，总建筑面积为28243m2，主体结构为框架剪力墙结构，其中地下建筑面积6342m2.地上部分分为厂房、办公区，厂房地上共三层总建筑面积15342平米，办公区地上共六层总建筑面积6559平米。培训中心为二层钢结构。厂房的层高为6米，办公室首层层高为4.2米，其余层高为3.6米。建筑物檐高为22.6m、28m，建筑物横轴长132.178米，纵轴长57.85米。本工程开工日期为2004年7月27日，竣工日期为2005年9月28日，总工期429天。30
中体彩北京生产基地1号综合厂房工程脚手架施工方案本工程外部立面造型复杂，办公区东侧为圆弧型挑板结构，办公区和厂区之间有一条消防通道并在三层设一条通道，搭设脚手架的面积大，根据施工进度及总体施工布署，办公区圆弧部分地上结构施工采用落地双排脚手架，厂房部分地上结构搭设悬挑脚手架，由地下室层顶板开始悬挑，挑架的高度为20米—28米，挑架采用工字钢悬挑。脚手架结构施工阶段作为围护架子，外装修施工兼用。脚手架开始搭设时间为04年10月25日。根据本工程制定的北京市安全文明工地、总公司CI管理创优工程的管理目标要求，脚手架的搭设除满足施工安全要求外，还应达到良好的外观效果。三、施工准备1、施工材料的选择所有脚手架搭设的材料必须要挑选强度高、质量合格的，应选用局指定合格供应商的产品,应满足以下要求：（1）钢管：采用外径48mm，壁厚3.5mm的焊接钢管，钢管材质使用力学性能适中的Q235钢，其材质应符合《碳素结构钢》(GB700-88)的相应规定，并具备产品质量合格证和钢管材质检验报告；外径和壁厚符合质量要求；且端部应平整。用于立杆、大横杆、剪刀撑和斜杆的钢管长度为4～6m。用于小横杆的钢管长度为1.5m30
中体彩北京生产基地1号综合厂房工程脚手架施工方案，以适应脚手架宽的需要。钢管件禁止使用有明显变形、裂纹和严重锈蚀的钢管。使用普通焊管时，应内外涂刷防锈层并定期复涂以保持其完好。立杆要求外部颜色一致，脚手架采用桔黄色钢管，剪刀撑采用蓝色钢管，排放整齐。（2）扣件：应使用与钢管管径相配合的、符合我国现行标准的可锻铸铁扣件。严禁使用加工不合格、锈蚀和有裂纹的扣件。扣件不得有裂纹、气孔、砂眼等影响使用性能的缺陷。扣件与钢管的贴合面必须严格整形，应保证与钢管扣紧时接触良好。扣件活动部位应能灵活转动，旋转扣件的两旋转面间隙应小于1mm。当扣件夹紧时，开口处最小间距应不小于5mm。表面应进行防锈处理。（3）脚手板：采用50mm厚的木板，宽度为250-300mm,长3～4m,两端用8#镀锌钢丝箍两道，自重不超过0.35kN/m2。（4）安全网：必须是经过有关部门认证的生产厂家的产品。要求整体效果一致，网面干净整齐。（5）钢筋环：采用Ⅰ级Φ18钢筋制作成为锚环。锚环必须要满足钢筋的锚固长度。（6）悬挑钢梁选用Q235材质，18#工字钢和10#槽钢。2、运输机具准备现场设置二台塔吊吊运架设工具，型号分别为QTZ6516，QTZ5013，臂长分别为65米和50米，最远处的起吊量分别为1.6吨和1.3吨。吊运钢管的时候必须要注意起吊量不得超过允许起吊重量。3、施工人员组织管理层总负责人：苏合技术总负责人：王玉宏30
中体彩北京生产基地1号综合厂房工程脚手架施工方案现场负责人：雷红军、赵启施工队负责人：余孝德张得旺饶雄飞劳动力计划：根据施工需要，在人员最紧张的时候需配备专业架子工30人，所有操作人员必须持证上岗。平时现场常驻架子工2名。人员培训：施工前认真组织施工人员学习架子方案以及国家、北京市有关架子搭设的安全操作规程，本工程的脚手架施工方案。班前进行详细的安全和技术交底，并认真履行签字手续。4、施工进度安排基础底板完成日期：2004年10月15日±0.00结构完成日期：2004年11月05日办公区结构封顶日期：2005年1月15日工厂区结构封顶日期：2004年12月30日根据以上的施工进度和现场实际进度及时调整脚手架的施工进度，适当调整相应材料的进场日期、数量。5、施工材料用量表：材料规格数量钢管φ48(3.5)260吨槽钢10号700米工字钢18号480米扣件20000个大眼网1.8×6米1500块密目网1.5×6米1500块脚手板3米1500块30
中体彩北京生产基地1号综合厂房工程脚手架施工方案四、主要的架子搭设方式和平面布置1、地下部分的脚手架：地下外墙采用搭设双排架的方式，架子距离结构外皮300，立杆间距1.5米，排距1.2米，步距1.8米。脚手杆必须要放置在稳固的基础上，搭设高度为一层顶板。地下部分脚手架等外部防水施工完毕之后立即拆除，进行基槽的回填土施工。2、地上部分脚手架：由于需要兼顾地下室回填土和上层的结构施工，上部脚手架采用悬挑的方式。悬挑脚手架采用18号工字钢，外部搭设10号槽钢。脚手架悬挑工字钢长度为4米，间距3米布置，悬挑部分的尺寸为1.65米。悬挑脚手架做法见附图。挑架的部位为1—15轴，15轴外在回填完毕之后从回填土上搭设落地脚手架。两侧的架子从挑架的第一步扫地杆起形成周圈封闭的脚手架。下部的回填土必须要分层夯实，回填土接茬部位距离落地脚手架第一部杆至少大于3米。30
中体彩北京生产基地1号综合厂房工程脚手架施工方案悬挑脚手架的步距1.5米，排距1.2米，柱距1.5米。内杆距建筑物外墙皮尺寸为350mm。脚手杆坐落在槽钢上，槽钢坐落在工字钢上，工字钢与槽钢采用点焊连接牢固，工字钢外露100mm。短横杆钢管长1.5米，悬调脚手架上的扫地杆上铺设密目网然后在上部铺设木跳板。锚环采用Ⅰ级Φ18钢筋制作。在有剪力墙的部位采用在墙上设置预埋孔的做法，在剪力墙两侧点焊小段废钢筋头防止钢梁滑出，对于内部有楼梯和电梯的部位，采用焊接短钢筋从洞口的内外两侧固定工字钢。预留的孔洞采用高一个等级的膨胀混凝土封堵严密。在结构的角部用钢丝绳绑到上层的柱子上卸荷。在13—14轴之间的部位脚手架直接坐落在楼板上，楼板下部使用脚手架进行回顶。楼板上下的脚手杆在相同的位置。架子的尺寸为立杆间距1.5m，步距1.5m，排距1.2m,立杆距建筑物的距离0.35m。中间走廊施工时在楼板上搭设满堂红脚手架，下部同样顶撑。尺寸为柱距、排距、步距均为1.2米。回填土上搭设的脚手架步距1.5米，柱距1.5米，排距1.2米。在回填土上垫脚手板后搭设脚手架。外部设排水沟。做法见下图。立杆与主体结构之间拉结牢固。建筑物与脚手架之间的空隙铺设一块木跳板（使用铅丝固定）。30
中体彩北京生产基地1号综合厂房工程脚手架施工方案脚手架外侧满挂密目网封闭，办公区每层铺设一道大眼网，厂区和库房每层铺设二道大眼网。正面外部的幕墙施工也采用此脚手架，幕墙施工完毕之后拆除脚手架。外侧的雨棚施工时下部搭设满堂红脚手架柱距、步距、排距均为0.9米，等雨棚安装完毕以后拆除。在1轴外侧有一条4米长、高1400宽400的大悬挑梁，为了保证结构施工在部位在回填土上垫上木跳板后搭设满堂红脚手架，架子步距1.2米、排距1.2米、柱距1.2米。在梁中两侧0.9米的范围内，柱距和排距变为300，步距600。办公区J—L轴/16—17轴的部位，在地面与上层楼板之间的空间中采用回填完后搭设满堂红脚手架的方式，并与外部双排脚手架形成整体。回填土期间，15—17轴圆弧部分搭设临时悬挑脚手架。悬挑采用4米脚手杆，间距1.5米。固定方式为在地面上埋设Φ18钢筋做为地锚，地锚环的方向平行与悬挑钢管，然后在地锚上穿通长的架子管，悬挑的钢管与架子垂直连接悬挑。要求悬挑架子杆要分别在第一道架子管上部和第二道架子管的下部进行连接。上部临时挑架的尺寸为步距1.5米，柱距1.5米，步距0.9米，挑杆外挑的尺寸为0.3，架子高度为6米。详细的做法见附图。3、马道搭设尺寸：马道的设置位置、做法见附图，坡道外围尺寸为6m×2.8m，坡道坡度约为1：3；坡道处设挡脚板和双杆防护栏，栏杆高度为1000；休息平台宽1.2m；在楼层处的休息平台标高应高于相应结构层标高150mm。马道上人坡道满铺木脚手板，并用8#铁丝两端绑牢，上人坡道两侧设250mm高挡脚板，马道外侧满挂细目网封闭。30
中体彩北京生产基地1号综合厂房工程脚手架施工方案马道外以60度角搭设剪刀撑，剪刀撑要求与脚手架的其他部位形成统一的整体。4、脚手架连墙点构造形式：连墙点采用抱柱形式（如下图所示）：脚手架连墙点的竖向距离不得大于3米，水平距离不宜大于6米，并与框架柱连接，在柱间距为9米的地方，在梁中部插钢管，然后与外脚手架之间采用十字扣连接固定。在有剪力墙的部位，在墙中留洞，用钢管穿墙与外架拉结，在墙的内外两侧使用钢管别上。做法见下图：5、地上脚手架剪刀撑构造形式30
中体彩北京生产基地1号综合厂房工程脚手架施工方案剪刀撑的设置要求整个外观基本一致，所有剪刀撑的夹角基本上一致，主要采用角度大致为60o，沿脚手架外侧连续布置，剪刀撑斜杆搭接长度大于600mm，剪刀撑采用蓝色的脚手杆搭设。布置如下图所示。6、内装修用双排脚手架：装修的内部装修用脚手架采用简易的双排脚手架，尺寸为排距1.2米，柱距1.5米，步距1.2米。对于厂房部分、库房部分搭设下部带轮的移动脚手架，以便于使用。搭设时上下部均搭设剪刀撑进行加强，中部按照双排脚手架搭设，总尺寸为3×3米，高度为4.5米。在外侧用短钢管搭设一个爬梯，顶部满铺脚手板。并且设置1.5米高的防护栏杆。建筑物内临边部位设置1.5m高搭防护栏杆，中部设置水平防护杆二道，间距400mm，防护栏杆上满挂密目安全网。五、脚手架的搭设方法1、脚手架搭设顺序1）、基础部分的脚手架从基础顶部开始，周圈搭设，一直搭设到基础顶板底，直接支撑到护坡上，然后在上部搭设通道以及防护栏杆等。2）、上部脚手架的搭设在地下室顶板施工完后开始搭设挑架。在浇注地下室顶板时将锚环（采用Ⅰ级φ18钢筋）埋入结构楼板内。对于15轴外侧的落地架需要等回填土完成之后再搭设。3）、搭设上部脚手架时围绕建筑物通圈设置，最大高差不大于二步。30
中体彩北京生产基地1号综合厂房工程脚手架施工方案4）、主体外脚手架随结构层搭设，在外墙、柱模板拆除一天后及时搭设，并及时设置拉杆与墙、柱拉结牢固，保证外架的稳定、安全。并要注意施工过程中不得损坏柱角。5）、脚手架搭设第三步脚手杆以后开始加设剪刀撑。6）、上人马道的搭设要紧跟施工的进度及时进行。2、双排脚手架的搭设1）双排架的搭设流程：回填土夯实并在上部铺设木跳板→摆放扫地杆→逐根立立杆并与扫地杆扣紧→安装扫地小横杆与立杆和扫地杆扣紧→安第一步大横杆与立杆扣紧→安装第一步小横杆→安第二步大横杆、小横杆→加临时斜支撑，上端与第二步大横杆扣紧（在与结构连接后拆除）→安第三、四步大横杆、小横杆→与结构连结→接立杆加剪刀撑→铺脚手板→绑扎防护栏及挡脚板→撑防护网2）扫地杆是立杆下端绑扎的纵向和横向的水平杆，离下立杆根部不超过200mm。扫地杆必须用扣件扣牢，它的功能是约束立杆底脚所发生的位移和用来避免或减少脚手架的不均匀沉降，在扫地杆下部垫脚手板。3）纵横杆、剪刀撑、连墙杆、脚手板、防护网的设置设按照脚手架的搭设要求进行。3、上部悬挑脚手架的搭设（1）悬挑式脚手架搭设流程：放线→埋件予埋→工字钢梁的搭设及锚固→槽钢的铺设和点焊→30
中体彩北京生产基地1号综合厂房工程脚手架施工方案→搭设底部里排的扫地大横杆→竖里排底立杆并固定(固定前应吊线，确保立杆垂直)→竖同排第二根底立杆并固定→搭设大横杆→同样步骤装设外排的立杆、大横杆→进一步检查立杆垂直度并搭设小横杆→搭设第二步大横杆、小横杆→依次向前搭设→第一、二步搭设完毕→搭设第三步杆→在第三步大横杆下的立杆与悬臂杆根部之间搭设斜撑杆(并与相邻立、横杆连接)→随搭设进程要求及时搭设连墙杆及剪力撑、垂直、水平斜拉杆→搭设作业层间横杆(间距750mm)，铺设脚手板，搭设作业层栏杆，铺挡脚板，挂安全网（2）每一层脚手架搭设完成之后都需要进行加固，安装水平拉杆。（3）脚手架外挂密目安全网，底部挂密目网后上部的扫地小横杆上铺设木跳板，外侧搭设剪刀撑。（4）钢筋锚环的位置：第一道设在地下室外墙顶部暗梁内距外墙外边沿400处，垂直于工字钢方向；第二道钢筋环设在楼板上距离轴线1600的实心板带内，方向也垂直于工字钢，工字钢穿过拉环后在末端焊接一小段钢筋防止钢梁滑脱。（5）剪力墙上的预留洞位置、结构上预埋的锚环要准确，不得遗漏。保证钢管能够顺利穿过预留洞与脚手架形成整体。（6）纵横杆、剪刀撑、连墙杆、脚手板、防护网等的按照脚手架的搭设要求设置。4、上人马道的搭设施工区搭设施工人员上下用马道，马道采用之字形，搭设宽度2.8m，坡度为1：3，现场总共设置2个马道，在办公区设置一个，在厂房区设置一个。位置见平面布置图。马道中立杆间距为900。马道做法见附图。30
中体彩北京生产基地1号综合厂房工程脚手架施工方案马道与施工用脚手架同时搭设，搭设时先底部搭设立杆，根据需要在铺板的部位搭设短横杆，然后在短横杆上部铺设脚手板，脚手板与脚手架使用8#铁丝固定。固定完毕后搭设相应的踢脚板和扶手，并在上部设置间距不小于300mm，厚度小于25mm的防滑条。为了保证马道的稳定，在马道两侧、平台外围和端部应设剪刀撑，剪刀撑与水平面的夹角为60°,剪刀撑的底部插入马道架子底部。马道设置在脚手架外面，应加强与落地脚手架水平杆的连接，将马道与脚手架连接成一个整体。挑架部分直接搭设水平拉杆与结构拉结。安全网铺设：马道内外侧要满挂细目网封闭成为单一的通道。马道的验收和日常检查合格后，方允许投入使用或继续使用。马道的拆除：马道拆除前，由工长向拆除工人进行书面安全技术交底。拆除的基本顺序为先搭后拆,后搭的先拆,从上至下依次拆除。拆除施工必须要遵守脚手架拆除的规定。5、特殊部位的做法1、脚手架开洞部位的做法：脚手架在施工中需设置通行的门洞口时，采取的构造加固措施是（见下图）。小于3m的洞口采用（a），大于3m洞口采用（b）。洞口上的立杆从洞口上的大横杆开始扣接。2.安全通道及水平安全挡板做法30
中体彩北京生产基地1号综合厂房工程脚手架施工方案结构施工自一层起，在人员进出的通道口，均应搭设安全防护棚。上部满铺木跳板，外侧铺设密目网（做法如下图）。3、挑檐和其它凸出部位的做法挑檐和其它凸出部位，采用斜杆将脚手架挑出，形成挑脚手架。此处应加强与墙体的拉结，拉结点设置变为1.5米一道。如右图所示：4、顶部架子的外立杆高度要超出女儿墙顶1.5米。内排立杆只要低于檐口底150—200mm。最上一排连墙杆上部的自由高度不大于4m。上部的脚手架形成整体联结。6、装修脚手架的搭设隔墙砌筑用脚手架：建筑物层内隔墙砌筑搭设双排脚手架，不得使用单排架。在砌筑的时候上部必须要满铺脚手板。装修用脚手架：。一般要求搭设双排脚手架进行施工，尺寸柱距1.5米，排距1.2米30
中体彩北京生产基地1号综合厂房工程脚手架施工方案，横杆间距1.5米，作业层上满铺脚手板。在室内使用简易的装修脚手架做法如图所示：7、施工中的临边防护由于基坑采用的大开挖，坑上防护采用1.5m防护栏杆，防护要求满足北京市安全防护要求。在建筑物内的临边、洞口（特别是电梯井、楼梯部位）都需要设置1.5米高的栏杆做防护，栏杆中部设置两道钢管做为防护。栏杆防护需要设置斜撑挡住，并且设置专门的标志。对于电梯井的门口和龙门架门口需要设置专门的门，门的做法详见临边防护和龙门架施工方案。15轴外的地下室回填时的做法详见附图。六、脚手架的搭设、使用和拆除的安全技术保证措施1、脚手架的搭设要求（1）脚手架的搭设必须要使用扣件，不得使用铅丝和其他材料绑扎。脚手杆件不得钢木混搭。30
中体彩北京生产基地1号综合厂房工程脚手架施工方案（2）在搭设之前，必须先放线定位、铺板，对进场的脚手架杆配件进行严格的检查，禁止使用规格和质量不合格的杆、配件。（3）脚手架的搭设作业之前，工长必须要对工人进行相应的安全和技术交底，施工时必须要严格按照搭设的顺序进行施工。（4）周圈脚手架搭设应从一个角部开始，并向两边延伸交圈搭设，按定位依次固定，校正立杆垂直之后再予以固定。脚手架各杆件相交伸出的端头均应大于10cm（且不大于30cm），以防止杆件滑脱。剪刀撑、斜杆等整体拉结杆件和连墙件应随搭升的架子一起及时设置。在设置第一排连墙件前，脚手架应设置必要数量的抛撑；以确保构架稳定和架上作业人员的安全。（5）立杆搭设要求：立杆接头除在顶层可以采用搭接外，其余各接头必须采用对接扣件对接。对接时，对接接头交错布置，两个相邻立杆上接头不能设在同步同跨内，两相邻立杆头在高度方向错开距离不小于500mm，立杆搭接长度不小于1米，且用不少于两个旋转扣件固定，端部扣件盖板的边缘至杆端距离不应小于100mm。各接头中心距主节点的距离不应大于步距的1/3且不大于600mm。（如下图）对接扣件应向上或者向内，不得向下或向外。30
中体彩北京生产基地1号综合厂房工程脚手架施工方案立杆顶端应高出建筑檐口上皮高度1.5m。脚手架必须设置纵、横向扫地杆。纵向扫地杆应采用直接扣件固定在距底座下皮不大于200mm处的立杆上。横向扫地杆应采用直接扣件固定在紧靠纵向扫地杆下方的立杆上。（6）纵向水平杆搭设要求：纵向水平杆设于立杆内侧且在横向水平杆之下，并采用直角扣件与立杆扣紧。纵向水平杆采用对接扣件连接，对接接头应交错布置，不应设在同步、同跨内，相邻接头的水平距离不应小于500mm，并应避免设在纵向水平杆的跨中。（7）横向水平杆搭设要求：每一主节点处设置一根横向小横杆,采用直角扣件扣紧在纵向水平杆上。操作层上非主节点处的小横杆宜根据支承脚手板的需要等间距设置，最大距离不能大于立杆间距的1/2。（8）脚手板铺设要求：脚手板一般应铺设在三根横向小横杆上。且脚手架板两端下面均要有小横杆，杆离板端的距离应不大于150mm，小横杆应放正、绑牢。脚手板的探头应采用直径3.2mm的镀锌钢丝固定在支承杆上。30
中体彩北京生产基地1号综合厂房工程脚手架施工方案施工操作层应沿纵向满铺脚手板，作到严密、牢固、铺平、铺稳，不得有空隙、探头板和飞跳板。必要时应予绑扎固定。不得超过50mm的间隙。架子上不准留单块脚手板。脚手板在纵向的接头可对接铺设和搭接铺设二种（如图）。脚手板采用对接平铺时，在对接处需设置两根小横杆，脚手板外伸长度应控制在130～150mm之间。脚手板采用搭设铺设时，其搭接长度不得小于200mm，且在搭接段的中部应设有支承横杆。铺板严禁出现端头超出支承横杆250mm以上未作固定的探头板。长脚手板采用纵向铺设时，其下支承横杆的间距不得大于1.2m。纵铺脚手板应按以下规定部位与其下支承横杆绑扎固定：脚手架的两端和拐角处；沿板长方向每隔15～20m；坡道的两端；其它可能发生滑动和翘起的部位。（9）连墙件设置要求：脚手架与框架柱使用脚手杆设置硬连接，连墙件的水平间距不大于6米，部位为框架柱和柱中间设一个拉结点。垂直间距每二道水平杆设一道。柱中部的拉结点的设置方式为在混凝土楼板上插入脚手杆，然后使用钢管与脚手杆连接牢固。（10）扣件安装要求：30
中体彩北京生产基地1号综合厂房工程脚手架施工方案扣件螺栓拧紧力矩不应小于40N.m,并不大于65N.m。对接扣件的开口应朝上或朝内。各杆件端伸出盖板边缘的长度不应小于100mm。（11）安全网铺设：脚手架外侧满挂绿色密目网，从二层起在每个楼层下300的位置均设置一道水平大眼网，网外高里低，网下不得堆放任何物料。网要定期清理。一层在回填土完成以后设一道大眼网，下部再设置一道密目网。（12）剪刀撑设置要求：剪刀撑从脚手架纵向两端搭起,在外侧立面整个长度和高度上连续设置。剪刀撑与水平面的夹角60°,剪刀撑的底部要插到架子底部,与立杆相交处要加扣件。剪刀撑采用搭接方式,搭接长度不小于100cm,用不少于两个旋转扣固定，端部扣件盖板边缘与杆端的距离不应小于100mm。剪刀撑的搭设紧随着脚手架的搭设进行。（13）施工人员在架上进行搭设作业时，作业面上宜铺设必要数量的脚手板并予临时固定。施工人员必须戴好安全帽、系好安全带，工具及零配件要放在工具袋中。不得单人进行搭设较重杆配件和其它易发生失衡、脱手、碰撞、滑跌等不安全的作业。（14）在搭设中不得随意改变悬挑架设计、减少杆配件设置和对挑杆纵距作≥100mm的构架尺寸放大。确有实际情况，需要对构架作调整和改变时，应提交技术主管人员解决。（15）脚手板操作面的端头处绑两道防护栏杆，建筑物顶部脚手架要高出屋面女儿墙顶1.5m，设防护栏杆二道，并立挂安全网防护。（16）对脚手架进行定期检查，发现有杆件变形、扣件松动、沉降明显等变化及时进行处理。30
中体彩北京生产基地1号综合厂房工程脚手架施工方案（17）施工过程中暂时无法铺设脚手板，用来落脚或抓握、把持的杆件均应为稳定的构架部分。位于立杆接头之上的自由立杆不得用作把持杆。每完成一道工序,要相互询问并确认后才能进行下一道工序。（18）人员应作好分工和配合,传递杆件时应掌握好重心,平稳传递。（19）架设材料要随上随用,以免放置不当时掉落。收工以前，所有上架材料必须全部搭设上，不要留在架子上，而且要形成稳定结构。（20）在搭设作业进行中，地面上配合人员应躲开可能落物的区域。（21）施工中150cm×150cm以上的洞口，四周必须用钢管搭设围护架，并设双道防护栏杆，洞口中间支挂水平安全网，网的四周要栓挂牢固、严密。墙面等处的竖向洞口，凡落地的洞口应绑防护栏杆，下设挡脚板。低于80cm的竖向洞口，应加设1.5m高的临时防护栏。洞口必须按规定设置照明装置和安全标志。（22）尚未砌筑的楼层周边、无外架防护的屋面周边、楼层周边、雨蓬与挑檐边、坡道两侧边，必须设置1.5m高的两道护身栏杆，并设置180mm高的挡脚板。（23）基础施工时在基坑四周设立防护拦，防护高度1.5m，采用红白相间的颜色。夜间施工时走道设明显标志，照明应满足施工要求。（24）在夜间和光线不足，以及大风四级以上、雨雪天气不得搭设。2、脚手架搭设质量的检查验收规定脚手架的结构、尺寸应符合前述的规定和设计要求，个别部位的尺寸变化应在允许的调整范围之内。节点的连接可靠，结点处的相交杆件的轴心距节点中心的间距≤30
中体彩北京生产基地1号综合厂房工程脚手架施工方案150mm，其中扣件的拧紧程度应控制在扭力矩达到40～60N·m。脚手架立杆垂直度偏差应≤1/400，且应同时控制其最大垂直偏差值：当架高≤20m时为不大于50mm；当架高〉20m时为不大于10mm。纵向水平杆的水平偏差应≤1/300，且全架长的水平偏差值不大于20mm。作业层铺板、安全防护措施等需符合上述的要求。脚手架的在以下时间，需要经过检查验收合格后，方允许投入使用或继续使用：搭设完毕后；连续使用达到6个月；施工中途停止使用超过15天，在重新使用之前；在遭受暴风、大雨、大雪、地震等强力因素作用之后；在使用过程中，发现有显著的变形、沉降、拆除杆件和拉结以及安全隐患存在的情况时立即停止使用。3、脚手架使用的规定（1）作业层每1m2架面上实用的施工荷载(人员、材料和机具重量)不得超过以下的规定值或施工设计值：施工荷载(作业层上人员、器具、材料的重量)的标准值不得大于3kN/m2。不得将模板支架、揽风绳、泵送泵管等固定在脚手架上，严禁在双排脚手架上悬挂起重设备。（2）挑架架面上严禁码放散装材料，架上作业时应注意随时清理落到架面上的材料，保持架面上规整清洁，不要乱放材料工具。30
中体彩北京生产基地1号综合厂房工程脚手架施工方案靠近悬挑脚手架部位施工长管件，必须放置稳固，防止滑脱、落物伤人；严禁架上人员在架面上跑、跳。（3）作业人员在架上的最大作业高度应以可进行正常操作为度，禁止在架板上加垫器物或单块脚手板以增加操作高度。（4）在作业中，禁止随意拆除脚手架的基本构架杆件、整体性杆件、连接紧固件和连墙件。确因操作要求需要临时拆除时，必须经主管人员同意，采取相应补强措施，并在作业完毕后，及时予以恢复。（5）施工人员在架上作业中，应注意自我安全保护和他人的安全保护，避免发生碰撞、闪失和落物。严禁在架上戏闹和坐在栏杆上等不安全处休息，不要在架面上急匆匆地行走，相互躲让时应避免身体失衡。严禁任何施工人员在脚手架上倒退行进。（6）人员上下脚手架必须走设安全防护的出入通(梯)道，严禁攀援脚手架上下。（7）每班施工人员上架作业时，应先行检查有无影响安全作业的问题存在，在排除和解决后方许开始作业。在作业中发现有不安全的情况和迹象时，应立即停止作业进行检查，解决以后才能恢复正常作业；发现有异常和危险情况时，应立即通知所有架上人员撤离。（8）在每步架的作业完成之后，必须将架上剩余物品移至各层楼面上（室内）；每日收工前应清理架面，将垃圾及时清运；在作业期间，应及时清理落入安全网内的材料和物品。在任何情况下，严禁自架上向下抛掷材料物品和倾倒垃圾。30
中体彩北京生产基地1号综合厂房工程脚手架施工方案（9）在进行撬、拉、推、拔等操作时，要注意采取正确的姿势，站稳脚跟，或一手把持在稳固的的结构或支持物上，以免用力过猛时身体失去平衡或把东西甩出。在脚手架上拆除模板时，应采取必要的支托措施，以免拆下的模板材料掉落架外。（10）在脚手架上进行电气焊作业时，要铺铁皮接着火星或移去易燃物，以免火星点着易燃物。并同时准备防火措施。一旦着火时，及时予以扑灭。（11）雨、雪之后上架作业时，应把架面的积雪、积水清除掉，避免发生滑跌。并且应采取相应的防滑措施。（12）在架上运送材料经过正在作业中的人员时，要及时发出“请注意”“请让一让”的信号。材料要轻搁稳放，不许采用倾倒、猛磕或其它匆忙卸料方式。4、脚手架拆除的规定（1）脚手架拆除作业的危险性大于搭设作业。在进行拆卸作业前，一定要先经过现场的总工程师审批，挑架的拆除拆除前应全面检查挑架的扣件、连墙件、支撑体系是否安全可靠。施工中要建立统一指挥并对作业人员进行书面的安全、技术交底，以确保拆除作业安全顺利地进行。（2）在统一指挥下，必须要按照确定的拆除程序进行拆除作业。（3）拆除前,先清除脚手架上的杂物。然后按照先上后下、先外后里、先架面材料后构架材料、先辅件后结构件、先搭先拆、后搭后拆的顺序、一件一件的松开联结、取出并随即吊下（或集中到毗邻的未拆的架面上，捆扎后吊下）。（4）在拆除过程中，应作好配合、协调工作，拆卸脚手板、杆件、门架以及其它较长、较重、有两端联结的部件时，一定要两人或多人一组进行。拆除水平杆件时，松开联结后，水平托持取下。拆除立杆时,在把稳上端，再松开下端联结取下。30
中体彩北京生产基地1号综合厂房工程脚手架施工方案（5）应尽量避免单人进行拆卸作业。单人作业时，极易因把持杆件不稳、失衡而出现事故。（6）多人或多组进行拆卸作业时，应加强指挥、并相互询问和协调作业步骤，严格禁止不按程序进行的任意拆卸。（7）因拆除上部或一侧的附墙拉结而使架子不稳时，应加设临时撑拉措施，后拆除连墙件，以免因架子晃动，影响作业安全。（8）连墙件应在位于其上的全部可拆杆件都拆除之后才能拆除。（9）拆卸现场作可靠的安全围护，并设专人看管，严禁非施工人员进入拆卸作业区内。（10）严禁将拆卸下的杆部件和材料向地面抛掷，应捆绑、吊装至地面，已吊至地面的架设材料应随时运出拆卸区域，保持现场文明。（11）在拆除过程中，凡已松开连接的杆配件应及时拆除运走，避免误扶和误靠已松脱连接的杆件。拆下的杆配件应以安全的方式运出和吊下。（12）拆除时不可上下同时作业。脚手架的拆除需分层进行，严禁整体拆除连墙件或数层拆除后再拆除脚手架，分层拆除脚手架的高度不得超过二步，大于二步时增设连墙件加固。5、脚手架施工的安全保证措施:（1）搭拆脚手架属于高处作业。凡从事架子施工的人员，必须经过身体检查，凡患有高血压、心脏病、癫痫病等和其它不适应于高处作业的人员一律不准从事架子搭拆作业。架子操作人员必须熟知本工种有关的规范规程，并经有关部门发证后,方可持证上岗。（2）在架上作业的工人应穿防滑鞋和配挂好安全带，为了便于作业和安全，脚下应铺设必要数量的脚手板，并应铺设平稳，不得有探头板。30
中体彩北京生产基地1号综合厂房工程脚手架施工方案（3）具体的搭设和拆除的安全措施见前面的搭设和拆除的要求。（4）在混凝土板的强度没有达到设计要求的强度时，不得在上部集中堆放架设材料。七、环境保护措施1、在外脚手架外侧满挂密目安全网，以减小在结构施工阶段由于在一些工序施工过程中粉尘飞扬的现象，降低粉尘向大气中的排放。2、在搭拆脚手架时，搭设各种杆件要轻拿轻放，严禁向下抛掷，不准硬砸硬敲，以减小噪音。八、脚手架受力计算书（一）双排脚手架的计算：1、根据现场圆弧部分的脚手架最高高度为28米，需要进行相应的计算。考虑相应地余量，取脚手架荷载最大的部位的计算高度为30米。2、装修脚手架的尺寸为立杆间距1.5m，步距1.5m，排距1.2m。由于水平和荷载相对较小，不需要进行计算。竖直荷载造成的杆件的失稳是最危险的情况。故需要计算杆件的稳定性。3、计算立杆的稳定性：由于底层立杆受力最大，故需要验算底层立杆强度荷稳定性。2.1、计算底层立杆的轴心压力。(1)脚手架自重产生的轴心轴Nqk;查《脚手架实用手册》中表4-38，得qk=0.140KN/m,则30米高的脚手结构自重产生轴心压力标准值Nqk=H.qk=30×0.140=4.2KN(2).脚手架活荷载产生的轴心压力根据脚手架高度30米,脚手板总共铺设二层30
中体彩北京生产基地1号综合厂房工程脚手架施工方案,查表4-39,脚手板产生轴心压力:Nq1k=0.720KN(3).防护材料产生轴心压力。Nq2k=0.228KN(4)根据脚手架用途,二层同时操作,施工均布荷载为Qk=2×2.0=4.0KN/m2,查《脚手架实用手册》中表4-41,得施工荷载产生轴心压力:Nq3k=4.80KN则:Nq1k+Nq2k+Nq3k=0.720+0.228+4.8=5.748KN2.2、轴心压力设计值N=1.2/0.75×4.20+1.4×5.748=14.818KN2.3、风荷载产生压应力:立网封闭的挡风系数及风荷体型系数§=1.15×[（1.5+1.5）/（1.5*1.5）+7.5×2/（7.5×4.5×SIN59.06）]×0.048=1.15×[1.333+0.518]×0.048=0.1022μ=1.2ק=1.2×0.1022=0.1226立网传给立杆的风荷载标准值[风压高度数μ=1.81(H=30m)Wk=0.7μz.μs.Wo=0.7×1.81×0.1226×0.35=0.054KN/m2作用于立杆的风线荷载标准值:qwk=Wk×L=0.054×1.5=0.081KN/m风荷载产生的弯矩Mw=1.4qwk.h2/10=1.4×0.081×1.52/10=0.0255KN.m在30米高度处立杆段风载产生弯曲压力为:σw=Mw/W=25.5×103/5.08×103=5.02N/M2在5米高度处立杆段风荷产生弯曲压应力为:30
中体彩北京生产基地1号综合厂房工程脚手架施工方案σw=5.02×0.54/1.36=1.04N/MM22.4、立网封闭时,立杆稳定应满足下式:N≤ΦA(fc-σw)根据钢管采用Φ48×3.5,钢材Φ235,排距为1.2米,连墙件竖向间距3米,水平间距4.5米,分别由《脚手架实用手册》中表4-25,表4-31,表4-36查得立杆截面积A=4.89cm钢材抗压强度设计值fc=180N/mm2立杆计算长度系数μ=1.50mW=5.08cm2立杆长细比:λ=μh/i=1.50×150/1.58=142查《脚手架实用手册》表4-37A得稳定系数Φ=0.340代入上式。ΦA(fc-σw)=0.34×4.89×102(142-1.04)×10-3=23.44KN>N=14.914KN立杆稳定性满足要求4、连墙件计算：水平力荷载值为NH=1.4Wk.A+3.0=1.4×0.054×4.5×3+3=4.02knNH<Φaf=0.34×4.5×3×180=826kn。故连墙件满足施工要求。（二）悬挑脚手架的计算：1、本工程悬挑脚手架的上部双排脚手架的高度、步距、柱距、排距与前面双排脚手架的计算完全相同。只要下部的工字钢和槽钢能够承受上部荷载就能够满足施工需要。故仅仅需要计算工字钢和槽钢的受力以及钢筋锚环的受力即可。30
中体彩北京生产基地1号综合厂房工程脚手架施工方案2、计算上部脚手架传下的荷载：由脚手架的尺寸有，查建筑施工脚手架使用手册中表4—38的gk=0.140KN/m。取架子高度为30米。荷载为N=0.14×30=4.2KN脚手板设两层荷载：查建筑施工脚手架使用手册中表4—39，取荷载为Nq1k=0.72KN。由内外杆均分。防护材料轴心压力：查建筑施工脚手架使用手册中表4—40，取Nq2k=0.228KN。由外侧脚手杆承担。施工荷载：根据结构架要求为Nq3k=3*1.5*1.2=5.4KN，由内外两杆均分。故外侧杆总荷载P1为N=1.2×（4.2+0.228）+1.4×（0.72/2+5.4/2）=5.3136+4.284=9.60KN，内侧杆总荷载P2=1.2×4.2+1.4×（0.36+2.7）=5.04+4.284=9.324KN，受力简图为：计算以锚环D为主要受力点：D点受拉为：[9.324×0.35+9.60×（0.35+1.2）]/2=9.07KN3、锚环验算：锚环的钢筋为φ18，抗拉强度为210Mpa，钢筋面积254.34cm2能够承受的拉力为:210×254.34=53411.4N=53KN>9.07KN。通过上述计算可知：预埋钢环抗拉力大于钢环所受拉力,因此预埋钢环采用ф18钢筋能够满足要求。4、工字钢承载力验算：30
中体彩北京生产基地1号综合厂房工程脚手架施工方案工字钢承受的最大弯矩为：9.324×0.35+9.60×（1.2+0.35）=18.15KN.M最大剪力：9.324+9.602=18.92KN。18号工字钢的抗弯矩为：WX=143.1×103mm3截面面积为：A=23.38×102mm2Q235钢材的计算强度为：抗弯f=215N/mm2，抗剪力fv=125N/mm2计算工字钢的最大承受力为：抗弯：f×WX=143.1×103×215=3.08×107N.mm=30.8KN.m>18.15KN.M抗剪：fv×A=23.38×102×125=N=292KN>18.92KN满足要求5、槽钢承载力验算：槽钢承受的最大弯矩：9.60×1.5/2=7.2KN.M最大剪力：9.60KN/2=4.8KN10号槽钢的截面惯性矩为：Iy=54.9×104mm4截面抗弯矩：Wy=Iy÷Z0=54.9×104÷15.2=3.61×104mm3截面面积为：12.75×102mm2Q235钢材的计算强度为：抗弯f=215N/mm2，抗剪力fv=125N/mm2计算槽钢的最大承受力为：抗弯：f×Wy=3.61×104×215=7.76×106N.mm=7.76KN.m>7.2KN.m能够满足强度要求。抗剪：fv×A=12.75×102×125=N=159KN>4.8KN。能够满足强度要求。故使用悬挑的工字钢能够满足强度要求。九、附表：1、悬挑脚手架做法图2、上人马道做法图30
中体彩北京生产基地1号综合厂房工程脚手架施工方案3、现场脚手架平面布置图4、回填土期间临时防护图内部资料，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^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tn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