度假村工程脚手架施工组织设计

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外墙脚手架施工方案编制人：　　　　　　　　　职务（称）　项目技术负责人　　　审核人：　　　　　　　　　职务（称）　项目经理　　　批准人：　　　　　　　　　职务（称）　公司技术负责人　浙江万驰建设有限公司二0一二年二十月外墙钢管脚手架施工方案1、工程概况工程名称：浙江喜来登度假村二期工程工程地点：杭州之江度假区之江路166号设计单位：浙江中和建筑设计有限公司有限公司建设单位:浙江喜来登度假村有限公司施工单位；浙江万驰建设有限公司工程规模:建筑总面积44486平方米，其中地上建筑面积为21390平方米。地下建筑面积为23096平方米，分别为13个单体，结构形式为框架结构。2脚手架方案设计2.1脚手架选型：本工程外墙脚手架采用钢管扣件搭设双排落地式脚手架。2.2脚手架材料：16 外墙脚手架施工方案1）杆件：采用现行国家标准《直缝电焊钢管》（GB/T13793）或《低压流体输送用电焊钢管》（GB/T3092）中规定的3号普通钢管，截面为φ48×3.5mm，其质量应符合现行国家标准《碳素结构钢》（GB/T700）中Q235-A级钢的规定。2）扣件：采用可锻铸铁制作的扣件，其材质应符合现行国家标准《钢管脚手架扣件》（GB15831）的规定。脚手架采用的扣件，在螺栓拧紧扭力矩达65N·M时，不得发生破坏。3）架面板：采用通用的平编竹笆板，要求毛竹材质优良，无枯脆、腐朽、虫蛀现象。4）密目网：必须使用维纶、锦纶、尼龙等材料，有产品合格证和生产许可证，网眼紧密，要求100m2面积不少于2000目。5）垫板：脚手架立杆底部采用木垫板，木垫板规格为厚50mm，宽200mm，长度不小于二跨(两个脚手架立杆纵距)。6）连墙件：采用钢管扣件式连墙件。2.3　脚手架设计参数1）立杆纵向间距不大于1.80m，里外立杆中心距离1.05m，里立杆距墙0.35m。2）架子步高1.8m，底部扫地杆上皮离垫板高度不大于0.20m。3）连墙件：采用钢管扣件，按二步二跨设置，并从第一步纵向水平杆处开始设置。4）剪刀撑：剪刀撑水平向间隔设置，每组剪刀撑跨越立杆控制在4～6跨，每组剪刀撑间距视一个侧面架子立杆布置情况而定，最大不超过9m；每组剪刀撑在垂直方向上连续设置至脚手架顶部。5）脚手板：上步架操作层及以下三步架面满铺竹编脚手笆（即铺4层）。6）密目网：第二步架以上，脚手架外围用绿色密目网全封闭，设置于外立杆内侧。2.4　脚手架基础：1）基础回填土前应排除基坑内积水，并用符合回填土质量要求的土分层填筑并夯击密实，铺以宽2000mm，厚100mm的碎石垫，再浇筑厚100mm16 外墙脚手架施工方案的C20素混凝土。2）脚手架基础地面应有排水措施，距外侧立杆500mm(距外墙边1.9～2.0M)设置排水沟，排水沟宽度为250mm，深度最浅处不宜小于150mm，坡度不小于5‰。排水沟采用砖砌水泥砂浆抹面（或混凝土浇筑），每隔25m设一个窨井，与现场地面排水系统贯通，污水排放经窨井沉淀后排入市政污水管道。3）脚手架基础必须经过验收，合格后，按要求放线定位，然后才可进行脚手架搭设施工。2.5　脚手架设计使用规定：1）结构阶段：脚手架仅作为结构施工时四周安全围护设施，同时用于外墙面模板安拆、部分钢筋绑扎等施工人员的作业架子，禁止在架子上堆放大量模板和钢筋，控制架面荷载不超过2KN/m2；外墙砌体采用反手砌筑，架子上不堆放砖、砂浆材料。2）装修阶段：作为外墙装修脚手架，允许在二步架面上同时施工。3　脚手架搭设施工3.1搭设施工3.1.1材料要求1）钢管：钢管采用外径Φ48mm，壁厚3.5mm的管材。钢管应平直光滑，无裂缝、结疤、分层、错位、硬弯、毛刺、压痕和深的划道。钢管应有产品质量合格证，钢管必须涂有防锈漆并严禁打孔。脚手架钢管的尺寸应按下表采用，每根钢管的最大重量不应大于25kg。脚手架钢管尺寸截面尺寸(mm)最大长度(mm)外径Φ壁厚t横向水平杆其他杆483.5220065002）扣件：采用可锻造铸铁制作的扣件，其材质应符合现行国家标准《钢管脚手架扣件》(GBl5831—1995)的规定。新扣件必须有产品合格证。16 外墙脚手架施工方案旧扣件使用前应进行质量检查，有裂缝、变形的严禁使用，出现滑丝的螺栓必须更换。3）脚手板：采用通用的平编竹笆板，要求毛竹材质优良，无枯脆、腐朽、虫蛀现象。木脚手板采用杉木或松木制作，厚度不小于5cm，宽23～25cm，不得使用有腐朽、裂缝、斜纹及大横透节的板材。两端应设直径为4mm的镀锌钢丝箍两道。4）密目网：必须使用维纶、锦纶、尼龙等材料，有产品合格证和生产许可证，网眼紧密，要求100cm2面积不少于2000目。3.1.2脚手架搭设：1）搭设顺序：立杆→横楞（小横杆）→牵杠（大横杆）→搁栅→剪刀撑→脚手笆→栏杆→安全网。2）立杆：底部应垫统长木垫板或槽钢，木垫板长度不少于2跨，板厚不小于5cm。立杆上的对接扣件应交错布置，两根相邻立杆的对接头不应设在同一步内。3）大横杆：设置在里、外立杆内侧，长度不宜小于3跨；采用对接扣件连接，对接扣件应交错布置，两根相邻大横杆的接头不宜设在同步或同跨内；不同步或不同跨两个相邻接头在水平方向错开的距离应不小于50cm；各接头中心至最近主节点的距离不宜大于纵距的1/3；大横杆采用搭接时其搭接长度应不小于1m，应等间距设置3个旋转扣件固定，端部扣件盖板边缘至搭接杆端部的距离不应小于10cm。4）小横杆（横楞）：立杆与大横杆交接处必须设置一根横向水平杆，用直角扣件连接且严禁拆除；横楞与立杆的中心距离不应大于15cmm；横楞里端离墙不大于20cm，外端伸出15~20cm。作业层上非主节点处的横向水平杆，宜根据支承脚手板的需要等间距设置，最大间距不应大于纵距的1/2。5）扫地杆：脚手架必须设置纵、横向扫地杆。纵向扫地杆用直角扣件固定在距底座上皮不大于20cm处的立杆上，横向扫地杆应用扣件固定在紧靠纵向扫地杆下方的立杆上。6）剪刀撑：从脚手架外侧立面的两端各设置一组剪刀撑，并应由底至顶连续设置，中间各道剪刀撑之间净距不应大于9m；每道剪刀撑宽度不应小于4跨，且不应小于6M。剪刀撑斜杆与地面的夹角宜在45°至60°16 外墙脚手架施工方案之间；剪刀撑接长宜采用搭接，搭接长度不应小于1m，采用不少于2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；剪刀撑斜杆应用旋转扣件固定在与之相交的小横杆伸出端或立杆上，旋转扣件中心至主节点的距离不宜大于150mm。7）连墙件：连墙件应从底层第一步架面纵向水平杆处开始设置，竖向每二步架及水平向每二个立杆纵距设置一个连墙件，连墙件采用钢管扣件式(见附图)，与外墙砼结构中预埋件焊接(或预留孔用穿墙螺杆连接)，即可承受拉力也可承受压力。8）栏杆、挡脚板及脚手板：防护栏杆和挡脚板均应设在外立杆的内侧；栏杆设置二道，上道栏杆上皮高度距架面1.2m，下栏杆应居中设置，挡脚板高度不应小于180mm；作业层架面上脚手板（笆）应铺满、铺稳，离开墙面120～150mm。每张脚手笆四角用18#铅丝同牵杠扎牢。9）安全隔离：脚手架每隔4步，应在里立杆与墙面之间铺设统长的安全底笆，底笆下应加2根搁栅与挑出横楞连接固定，底笆与搁栅绑扎，每笆不少于4点。10）密目网：从第二步开始，脚手架外立杆内侧满挂绿色安全密目网封闭。11）斜道：运料斜道宽度不宜小于1.5m，坡度宜采用1：6；人行斜道宽度不宜小1m，坡度宜采用1：3。斜道拐弯处平台宽度不应小于斜道宽度；斜道两侧栏杆、挡脚板设置要求与外架子相同；斜道脚手板上应每隔250～300mm设置一根厚度为20～30mm的防滑木条。12）接地及避雷：钢管脚手架四角应有接地保护及避雷装置，接地电阻不大于4欧姆，接地工作应由专职电工负责进行。3.1.3注意事项：1）脚手架要结合工程进度搭设，搭设未完的脚手架，在离开作业岗位时，不得留有未固定构件和不安全隐患，确保架子稳定。2）在带电设备附近搭、拆脚手架时，宜停电作业。在外电架空线路附近作业时，脚手架外侧边缘与外电架空线路的边线之间的最小安全操作距离不得小于下表的数值。在建筑工程(含脚手架具)的外侧边缘与外电架空线路的边缘之间的最小安全操作距离外电线路电压(KV)1以下1～1035--110154--220330--500最小安全操作距离(m)468101216 外墙脚手架施工方案注：上、下脚手架斜道严禁搭设在有外电线路的一侧。3）脚手架搭设到高于在建建筑物顶部时，里排立杆要低于沿口40～50cm，外排立杆高出沿口1.5m，高出女儿墙上皮1M，搭设两道护身栏，并挂密目安全网。4）脚手架必须配合施工进度搭设，一次搭设高度不应超过相邻连墙件以上二步。每搭完一步脚手架，应校正步距、纵距、横距及立杆垂直度。5）开始搭设时，应每隔6跨设置一根抛撑，直至连墙件安装稳定后，方可根据情况拆除。6）扣件安装应符合下列规定：螺栓拧紧力矩不应小于40N•M，且不应大于65N•M；对接扣件开口应朝上或朝内；各杆件端头伸出扣件盖板边缘的长度不应小于100mm。7）六级以上(含六级)强风和高温、大雨、大雪、大雾等恶劣天气，应停止脚手架搭设作业。8）脚手架验收：脚手架应实行分步(段)搭设分步(段)交验使用。搭设完毕，应按规定要求进行验收，验收合格的脚步手架在明显部位挂上验收合格牌。3.2技术要求及允许偏差:1）地基基础：表面坚实平整，不积水，垫板不晃动，底座(或垫板)沉降量不大于10mm。2）立杆垂直：立杆高度10M时允许偏差±50mm，立杆高度15M时允许偏差±75mm，20M以上(包括20M)时为±100mm。3）间距：步距允许偏差±20mm，纵距允许偏差±50mm，横距允许偏差±20mm。4）纵向水平杆高差：一根杆的两端允许偏差±20mm，同跨内两根纵向水平杆高差允许±10mm。5）主节点处各扣件中心点相互距离不大于150mm。6）同步立杆上两个相隔对接扣件的高差应不小于500mm。立杆上的对接扣件至主节点的距离不大于立杆步距的1/3。7）纵向水平杆上的对接扣件至主节点的距离不大于立杆纵距的1/3。8）扣件的拧紧扭力矩控制在40-65N·M。16 外墙脚手架施工方案4　脚手架拆除4.1　拆除顺序：按搭设的反程序进行拆除，即密目安全网→踢脚板→防护栏杆→搁栅→斜拉杆→连墙杆→大横杆→小横杆→立杆。4.2拆除准备：1）扣件式钢管脚手架拆除前，现场必须先设警戒区域，张挂醒目的警戒标志。警戒区域内严禁非操作人员通行或在脚手架下方继续施工。地面监护人必须履行职责。2）作业前，应仔细检查吊运机械包括索具是否安全可靠。吊运机械不准搭设在脚手架上，应另立设置。3）建筑物内所有窗户必须关闭锁好，不允许向外开启或向外伸挑物件。4.3安全拆除：1）所有高处作业人员，应严格执行高处作业规定，遵守安全纪律，按拆除工艺及方案要求操作。2）拆除人员进入岗位后，先进行检查，加固松动部位，清除步层内存留的材料、物件及垃圾块。所有清理物应安全输送至地面，严禁高处抛掷。3）不允许分立面拆除或上、下二步同时拆除(踏步式)。认真做到一步一清，一杆一清。4）所有连墙件、斜拉杆、隔离措施、登高措施必须随脚手架步层拆除同步进行下降，不准先行拆除。5）所有杆件与扣件，在拆除时应分离，不允许杆件附着扣件输送地面，或两杆同时拆下输送地面。6）所有垫铺笆拆除，应自外向里竖立、搬运，防止自里向外翻起后笆面垃圾物件直接从高处坠落伤人。7）如遇强风、雨、雪等特殊气候，停止进行脚手架的拆除。夜间一般应停止拆除作业，除特殊情况并经领导审批同意后，方可进行拆除。拆除中应具备良好的照明设备，配备监护人员。8）当日完工后，应仔细检查岗位周围情况，如发现留有隐患的部位，应及时进行修复或继续完成至一个程序、一个部位的结束，方可撤离岗位。9）输送至地面的所有杆件、扣件等物件，应分类堆放整齐。5　安全技术措施16 外墙脚手架施工方案5.1安全施工要求：1）从业人员必须经过安全教育培训，考试合格取得上岗证，方可上岗作业。2）脚手架搭设人员必须是经过按现行国家标准《特种作业人员安全技术考核管理规则》(GB5036)考核合格的专业架子工。上岗人员应定期体检，合格者方可持证上岗。3）搭设(拆除)脚手架人员必须戴安全帽、系安全带、穿防滑鞋。严禁酒后上班。4）作业前应接受专项施工方案交底和班前安全技术交底。5）脚手架地基按施工方案要求处理完毕，并经验收合格。立杆布置放线完毕。6）脚手架搭设所用的钢管、扣件、安全网质量符合规定要求，应有产品合格证。7）当有六级及六级以上大风和雾、雨、雪天气时应停止脚手架搭设与拆除作业。雨、雪后上架作业应有防滑措施，并应扫除积雪。8）搭(拆)脚手架时，地面应设围栏和警戒标志，并派专人看守，严禁非操作人员入内。5.2安全使用要求：1）砌筑脚手架作业层上施工荷载不得超过3KN/m2，粉刷脚手架作业层上施工荷载不得超过2KN/m2。不得将模板支架、缆风绳、泵送混凝土和砂浆的输送管等固定在脚手架上；严禁悬挂起重设备。2）在脚手架使用期间，严禁拆除主节点处的纵、横向水平杆和纵横向扫地杆；严禁拆除连墙件。3）脚手架使用中，应定期检查下列项目：（1）杆件的设置和连接，连墙件、支撑、门洞桁架的构造是否符合要求。（2）地基是否积水，底座是否松动，立杆是否悬空。（3）脚手架立杆的沉降和垂直度是否符合规定要求。（4）安全防护是否符合要求。是否超载。4）不得在脚手架基础及其邻近处进行挖掘作业，否则应采取安全措施，并报主管部门批准。5）在脚手架上进行电、气焊作业时，必须有防火措施和专人看守。16 外墙脚手架施工方案落地式扣件钢管脚手架计算书本工程脚手架搭设高度在25.0米内，架子构造尺寸为：立杆纵距1.80米，立杆横距1.05米，立杆的步距1.80米。采用φ48×3.5钢管，连墙件采用2步2跨，竖向间距3.60米，水平间距5.40米。施工均布荷载为3.0kN/m2，同时施工2层，脚手板共铺设4层。一、大横杆的计算:大横杆按照三跨连续梁进行强度和挠度计算，大横杆在小横杆的上面。按照大横杆上面的脚手板和活荷载作为均布荷载计算大横杆的最大弯矩和变形。1.均布荷载值计算大横杆的自重标准值P1=0.038kN/m脚手板的荷载标准值P2=0.100×1.050/3=0.035kN/m活荷载标准值Q=3.000×1.050/3=1.050kN/m静荷载的计算值q1=1.2×0.038+1.2×0.035=0.088kN/m活荷载的计算值q2=1.4×1.050=1.470kN/m2.强度计算最大弯矩考虑为三跨连续梁均布荷载作用下的弯矩跨中最大弯矩计算公式如下:跨中最大弯矩为M1=(0.08×0.088+0.10×1.470)×1.8002=0.499kN.m支座最大弯矩计算公式如下:16 外墙脚手架施工方案支座最大弯矩为M2=-(0.10×0.088+0.117×1.470)×1.8002=-0.586kN.m选择支座弯矩和跨中弯矩的最大值进行强度验算：=0.586×106/5080.0=115.312N/mm2大横杆的计算强度小于205.0N/mm2,满足要求!3.挠度计算最大挠度考虑为三跨连续梁均布荷载作用下的挠度计算公式如下:静荷载标准值q1=0.038+0.035=0.073kN/m活荷载标准值q2=1.050kN/m三跨连续梁均布荷载作用下的最大挠度V=(0.677×0.073+0.990×1.050)×1800.04/(100×2.06×105×.0)=4.553mm大横杆的最大挠度小于1800.0/150与10mm,满足要求!二、小横杆的计算:小横杆按照简支梁进行强度和挠度计算，大横杆在小横杆的上面。用大横杆支座的最大反力计算值，在最不利荷载布置下计算小横杆的最大弯矩和变形。1.荷载值计算大横杆的自重标准值P1=0.038×1.800=0.069kN脚手板的荷载标准值P2=0.100×1.050×1.800/3=0.063kN活荷载标准值Q=3.000×1.050×1.800/3=1.890kN荷载的计算值P=1.2×0.069+1.2×0.063+1.4×1.890=2.805kN　　小横杆计算简图2.强度计算最大弯矩考虑为小横杆自重均布荷载与荷载的计算值最不利分配的弯矩和16 外墙脚手架施工方案均布荷载最大弯矩计算公式如下:集中荷载最大弯矩计算公式如下:M=(1.2×0.038)×1.0502/8+2.805×1.050/3=0.988kN.m=0.988×106/5080.0=194.477N/mm2小横杆的计算强度小于205.0N/mm2,满足要求!3.挠度计算最大挠度考虑为小横杆自重均布荷载与荷载的计算值最不利分配的挠度和均布荷载最大挠度计算公式如下:集中荷载最大挠度计算公式如下:小横杆自重均布荷载引起的最大挠度V1=5.0×0.038×1050.004/(384×2.060×105×.000)=0.02mm集中荷载标准值P=0.069+0.063+1.890=2.022kN集中荷载标准值最不利分配引起的最大挠度V2=2022.120×1050.0×(3×1050.02-4×1050.02/9)/(72×2.06×105×.0)=3.309mm最大挠度和　V=V1+V2=3.333mm小横杆的最大挠度小于1050.0/150与10mm,满足要求!三、扣件抗滑力的计算:纵向或横向水平杆与立杆连接时，扣件的抗滑承载力按照下式计算(规范5.2.5):R≤Rc其中Rc——扣件抗滑承载力设计值,取8.0kN；R——纵向或横向水平杆传给立杆的竖向作用力设计值；1.荷载值计算　横杆的自重标准值P1=0.038×1.050=0.069kN脚手板的荷载标准值P2=0.100×1.050×1.800/2=0.094kN活荷载标准值Q=3.000×1.050×1.800/2=2.835kN16 外墙脚手架施工方案荷载的计算值R=1.2×0.069+1.2×0.094+1.4×2.835=4.165kN单扣件抗滑承载力的设计计算满足要求!当直角扣件的拧紧力矩达40--65N.m时,试验表明:单扣件在12kN的荷载下会滑动,其抗滑承载力可取8.0kN。四、脚手架荷载标准值:作用于脚手架的荷载包括静荷载、活荷载和风荷载。静荷载标准值包括以下内容：(1)每米立杆承受的结构自重标准值(kN/m)；本例为0.1337NG1=0.134×25.000=3.343kN(2)脚手板的自重标准值(kN/m2)；本例采用冲压钢脚手板，标准值为0.10NG2=0.100×4×1.800×1.050/2=0.378kN(3)栏杆与挡脚手板自重标准值(kN/m)；本例采用栏杆、冲压钢脚手板挡板，标准值为0.11NG3=0.110×1.050×4/2=0.231kN(4)吊挂的安全设施荷载，包括安全网(kN/m2)；0.010NG4=0.010×1.800×1.050/2=0.009kN经计算得到，静荷载标准值NG=NG1+NG2+NG3+NG4=3.961kN。活荷载为施工荷载标准值产生的轴向力总和，内、外立杆按一纵距内施工荷载总和的1/2取值。经计算得到，活荷载标准值NQ=3.000×2×1.800×1.050/2=5.670kN风荷载标准值应按照以下公式计算其中W0—基本风压(kN/m2)，按照《建筑结构荷载规范》(GBJ9)的规定采用：W0=0.550Uz—风荷载高度变化系数，按照《建筑结构荷载规范》(GBJ9)规定采用：Uz=1.420Us——风荷载体型系数：Us=0.730经计算得到，风荷载标准值Wk=0.7×0.550×1.420×0.730=0.399kN/m2。考虑风荷载时,立杆的轴向压力设计值计算公式N=1.2NG+0.85×1.4NQ风荷载设计值产生的立杆段弯矩MW计算公式MW=0.85×1.4Wklah2/10其中Wk——风荷载基本风压值(kN/m2)；la——立杆的纵距(m)；h——立杆的步距(m)。五、立杆的稳定性计算:考虑风荷载时,立杆的稳定性计算公式：16 外墙脚手架施工方案其中N——立杆的轴心压力设计值(kN)；N=12.69——轴心受压立杆的稳定系数,由长细比l0/i的结果查表得到0.19；i——计算立杆的截面回转半径(cm)；i=1.58l0——计算长度(m),由公式l0=kuh确定；l0=3.12k——计算长度附加系数，取1.155；u——计算长度系数，由脚手架的高度确定；u=1.50A——立杆净截面面积(cm2)；A=4.89W——立杆净截面模量(抵抗矩)(cm3)；W=5.08MW——计算立杆段由风荷载设计值产生的弯矩(kN.m)；MW=0.326——钢管立杆受压强度计算值(N/mm2)；经计算得到=203.84[f]——钢管立杆抗压强度设计值，[f]=205.00N/mm2；立杆的稳定性计算<[f],满足要求!六、连墙件的计算:连墙件的轴向力计算值应按照下式计算：Nl=Nlw+No其中Nlw—风荷载产生的连墙件轴向力设计值(kN)，应按照下式计算：Nlw=1.4×wk×Awwk—风荷载基本风压值，wk=0.19kN/m2；Aw—每个连墙件的承担的迎风面积，Aw=3.60×3.60=12.96cm2；No—连墙件约束脚手架平面外变形所产生的轴向力(kN)；No=5.000经计算得到Nlw=3.45kN，连墙件轴向力计算值Nl=8.45kN连墙件采用连杆钢管一端与墙体埋件焊接，另一端钢管立杆用扣件连接，基本满足要求。七、立杆的地基承载力计算:立杆基础底面的平均压力应满足下式的要求：p≤fg其中p——立杆基础底面的平均压力(N/mm2)，p=N/A；p=42.30N——上部结构传至基础顶面的轴向力设计值(kN)；N=12.69A——基础底面面积(m2)；A=0.30fg——地基承载力设计值(N/mm2)；fg=48.0016 外墙脚手架施工方案地基承载力设计值应按下式计算fg=kc×fgk其中kc——脚手架地基承载力调整系数；kc=0.40fgk——地基承载力标准值；fgk=120.00地基承载力的计算满足要求!核准通过，归档资料。未经允许，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%&qY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