脚手架施工方案_1

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脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部五、施工安排4六、脚手架设计及搭设56.1脚手架基本参数56.2首层至二层双排钢管脚手架搭设56.3二层以上双排钢管脚手架搭设86.4十一层悬挑双排钢管脚手架搭设96.5主要施工方法11七、安全保证措施12附：计算书1534第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部一、编制依据1.1永泰大酒店施工图纸1.2永泰大酒店施工组织设计1.3《工程建设标准强制性条文》2002年版1.4《建筑施工扣件式钢管脚手架安全技术规范》JGJ130-20011.5《建筑施工高处作业安全技术规范》JGJ80-911.6《建筑施工安全检查标准》JGJ59-99二、工程概况工程名称永泰大酒店A座施工单位北京城建北方建设有限责任公司建筑类别一类公共建筑施工工期480日历天开工时间2006.12.05竣工时间2008.03.28质量标准竣工合格质量奖项结构“长城杯”建筑面积（A座）32479.7㎡建筑层数A座地下一层，地上十二层室内外高差-0.3m～-0.6m裙房层数地下一层，地上二层楼层数地下一层首层二层标准层层高7.857.13.2建筑高度45m结构型式框支、框架结构柱网间距8.4m34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部混凝土墙柱五层以下C50，五层（含五层）以上C40；顶板、梁：-1～3、10～11层C40，4～9、12层以上C30外装修外墙主墙面为花岗岩板，局部为铝塑板与涂料。脚手架形式双排钢管脚手架，十一层局部悬挑脚手架，搭设高度48m。三、施工准备3.1材料准备3.1.1钢管选用外径48mm，壁厚3mm的焊接钢管。立杆、大横杆和斜杆的最大长度为6m，小横杆长度1.5m。每批钢管进场时，应有材质检验合格证，现场经项目部检查合格后方可使用。3.1.2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，当扣件夹紧钢管时，开口处的最小距离应不小于5mm。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。扣件表面应进行防锈处理。3.1.3脚手板不得有开裂、腐朽。脚手板的两端应采用直径为4mm的镀锌钢丝各设两道箍，厚度不小于5cm。3.1.4钢管及扣件报废标准：钢管弯曲、压扁、有裂纹或严重锈蚀；扣件有脆裂、变形、滑扣应报废和禁止使用。3.1.5密目网要四证齐全，要有阻燃性能，其续燃、阻燃时间均不得大于4秒。每10cm×10cm=100cm2的面积上,有2000个以上网目。3.1.6大眼安全网有出厂合格证及检验报告。34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部3.1.7Φ18钢丝绳符合规范要求。3.2施工作业条件3.2.1首先脚手架搭设基础已回填夯实，从建筑物主体向外围3－5‰找坡。回填土夯实后，上面铺设厚5cm厚、20cm以上宽木脚手板沿建筑物周围通长装置，之后按设计的立杆间距进行放线定位，铺设木脚手板要平稳，不得悬空。3.2.2排水措施：在距脚手架外排立杆外0.5米处，设置一排水沟，在最低点，设置积水坑，水流入坑内，用潜水泵将水排出，排水沟坡度为3－5‰四、施工安全组织机构及人员分工组　长：王允平副组长：彭松邵志强组　员：梁小春刘卫陈鲁张新广陈国武翟锡堂朱彦高维祥4.1组长（王允平）：对施工全面负责，确保工程安全管理达标。4.2副组长（彭松）：组织施工现场生产，对外脚手架搭设进行具体安排，负责脚手架技术要求的落实，参与脚手架验收。4.3副组长（邵志强）：负责外脚手架方案的编写，监督外脚手架技术要求落实，参与脚手架验收。4.4组员（梁小春）：监督脚手架搭设、拆除全过程，34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部查处违章指挥、违章操作、违反劳动纪律的行为和人员，督促有关人员对重大事故隐患采取有效的控制措施，必要时可责令其停产并及时报告生产经理，参与脚手架验收。定期对脚手架进行检查。4.5组员（陈国武）：负责现场脚手架搭设人机料的具体落实，负责脚手架技术要求的落实，监督脚手架搭设、拆除全过程，参与脚手架验收。4.6组员（刘卫、陈鲁）：负责检查脚手架使用材料、脚手架搭设质量，参与脚手架验收。4.7组员（朱彦）：依据方案编写技术交底，参与脚手架验收。4.8组员（翟锡堂）：负责材料供应，并参与脚手架材料现场验收。4.9组员（高维祥）：负责脚手架沉降观测。五、施工安排5.1工期要求：跟随施工进度，搭设时间计划从2007年3月至2007年7月完。拆除时间计划从2007年10月30至2007年11月10日。5.2人员配备：配备专业架子工种20人，持证上岗，以确保质量和安全。指挥技术人员一名。34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部六、脚手架设计及搭设6.1脚手架基本参数搭设高度48m；采用双排脚手架，20米以下采用双管立杆，20米以上采用单管立杆。脚手架用途为结构脚手架，均布荷载标准值3KN/㎡；结构施工时候，作业层数为一层，装修施工时候，作业层数为三层。6.2首层至二层双排钢管脚手架搭设6.2.1搭设范围沿着永泰大酒店A座四周搭设，包括裙房。由于二层主楼西侧（1-A）～（1-E）轴和南侧（1-3）～（2-8）轴有局部外挑，西侧悬挑板标高12.050m，南侧悬挑板标高10.650m，因此首层脚手架的搭设排数有局部增加，搭设高度为13.5m详见附图6.2.2脚手架基础：此处回填土在室外地坪下返-1m范围内采用三七灰土回填夯实，在其上铺10cm厚C15豆石混凝土。向外找坡3-5%，并设排水沟引至现场环形排水沟处。6.2.3脚手架设计：主楼四周采用双立管；裙楼四周采用单立管。立杆的纵距1.20米，立杆的横距1.20米（南侧1-5～2-12轴立杆间距1.05m）34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部，立杆的步距1.50米，距墙300mm（东侧主楼外墙2-B～2-E轴距墙400mm），扫地杆距地100mm。6.2.4连墙件：主楼连墙件采用2步3跨，竖向间距3.00米，水平间距3.60米。施工现场每层采用预埋件连接，如图所示：34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部6.2.5剪刀撑：外侧设剪刀撑到顶，每四个立杆间距设置剪刀撑一个，如图所示：34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部6.2.6在作业层，必须满铺5cm木脚手板及挡脚板（180mm高、3cm厚）。双排脚手架外侧满挂密目安全网。6.3二层以上双排钢管脚手架搭设6.3.1搭设范围沿着永泰大酒店A座主楼四周搭设，北侧双排脚手架在裙房顶开始搭设；东西及南侧局部在二层顶部开始搭设，但此处脚手架要与首层至二层的脚手架连接成一体。详见附图6.3.2脚手架设计：主楼20米以下采用双管立杆，20米以上采用单管立杆。34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部立杆的纵距1.20米，立杆的横距1.20米（南侧1-5～2-12轴立杆间距1.05m），立杆的步距1.50米，距墙300mm（东侧主楼外墙2-B～2-E轴距墙400mm）。6.3.3在5层、9层设置Ф18斜拉钢丝绳作为卸荷之用。南北侧分别在（2-3）、（2-6）、（2-9）轴设置斜拉钢丝绳，东侧在（1-C）轴、西侧（2-C）设置斜拉钢丝绳。6.3.4连墙件、剪刀撑、脚手板及密目安全网布设和首层至二层主楼脚手架一致。6.4十一层悬挑双排钢管脚手架搭设6.4.1搭设范围沿着永泰大酒店A座四周搭设。由于十一层主楼东侧、西侧、西南角、东北角有局部外挑，因此脚手架在十一层在原有的脚手架基础上悬挑钢管脚手架，悬挑排数两排，局部一排，详见附图6.4.2脚手架设计：悬挑钢管采用双管，悬挑长度2.5m，内锚固段长度2.00米，悬挑钢管间距0.5m。立杆的纵距0.3米，立杆的横距1.10米，立杆的步距1.50米。悬挑脚手架要做十一层梁及顶板模板支撑架子，十一层悬挑梁最大截面为300mm×750mm，混凝土自重荷载为18.75KN/㎡，计算悬挑脚手架时，施工均布荷载取值20KN/㎡。34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部6.4.3连墙件、剪刀撑、脚手板及密目安全网布设和首层至二层主楼脚手架一致。6.5主要施工方法6.5.1施工工艺在牢固的地基弹线、立杆定位→铺脚手板→摆放扫地杆→竖立杆并与扫地杆扣紧→装扫地小横杆，并与立杆和扫地杆扣紧→装第一步大横杆并与各立杆扣紧→安第一步小横杆→安第二步大横杆→安第二步小横杆→加设临时斜撑杆，上端与第二步大横杆扣紧(装设与柱连接杆后拆除)→安第三、四步大横杆和小横杆→安装二层与柱拉杆→接立杆→加设剪力撑→铺设脚手板，绑扎防护及挡脚板、立挂安全网。6.5.2小横杆的设置每一主节点必须设置两根横向水平杆，并采用直角扣件扣紧在纵向水平杆上部，端头处伸出长度不小于10cm。6.5.3剪刀撑的搭设方法在建筑物四周转交处，必须要设置剪刀撑，每道剪刀撑跨越立杆的根数宜在5根之间。斜杆与地面的倾角宜在45度－60度之间，由底至顶连续设置，中间每道剪刀撑的净距不应大于15米。剪刀撑斜杆应用旋转扣件固定在与之相交的横向水平杆伸出端，或立杆上，旋转扣件中心线距主节点的距离不应大于15cm34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部。剪刀撑接长采用搭接接长，搭接长度不小于50cm，用3个扣件等距离布置，扣件在钢管端头处不小于10cm处。剪刀撑下端一定要落地。6.5.4脚手板的防护栏杆脚手板一般设置在3根小横杆上，要铺满、铺严密，在两侧设置180mm以上高踢脚板，操作层上部护身栏杆1.2米高，下部护栏杆距踢脚板0.6米处。6.5.5密目网的绑扎方法用系绳将密目网绑扎至立杆或大横杆上，使网与架体牢固的连接在一起。6.5.6兜网封闭用大眼安全网（平网）将脚手架与建筑物之间封闭起来，每隔10米封闭一道。6.5.7脚手架的拆除方法拆除顺序应遵守由上到下，先搭后拆、后搭先拆的原则。即先拆栏杆、脚手架、剪刀撑、斜撑、而后小横杆、大横杆、立杆等，并按一步一清原则依次进行，要严禁上下同时进行拆除工作。拆架子的高空作业人员应戴安全帽，系安全带，穿软义鞋上架作业，同时，周围没围栏或竖立警戒标志并有专人指挥，以免发生伤亡事故。七、安全保证措施7.134第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部主节点处，固定横向水平杆（或纵向水平杆）、剪刀撑、横向支近等扣件的中心线距主节点的距离不应大于150mm。7.2各杆件端头伸出扣件盖板边缘的长度不应小于100mm。7.3对接扣件的开口应朝向架子的内侧，螺栓朝上，直角扣件的开口不得朝下，以确保安全。7.4五级及以上大雾、大雨天气下不得在脚手架上施工。7.5上架作业人员必须持证上岗，戴安全帽，系安全带。7.6严格按搭设方案施工；连墙件和剪刀撑应及时设置，不得滞后超过两步；7.7在搭设过程中，应注意调整脚手架的垂直度，最大允许偏差100mm。7.8安全员进行安全交底，并定期检查外架子的情况，办好签证手续。检查中，主要检查外挂架有无变形、倾斜、摇晃，连接是否牢固等问题，发现异常情况，及时定人限期解决，消除隐患，避免事故的发生。7.9在施工过程中，如遇五级及以上大风，施工人员禁止在外挂架上进行施工，外挂架下方禁止人员施工或走动。7.10严禁利用脚手架吊运重物。7.11严禁作业人员攀登架子上下。7.12严禁在脚手架上拉结吊装缆绳。7.13严禁任意拆除脚手架部件和连墙杆件。7.14严禁34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部在脚手架底部或近旁进行开挖沟槽等影响脚手架地基稳定的施工作业。7.15加强脚手架的安全检查。绑丝锈蚀及时更换，节点松动及时加固。7.16加强对脚手架沉降观测，确保脚手架安全。34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部附：计算书落地式扣件钢管脚手架计算书钢管脚手架的计算参照《建筑施工扣件式钢管脚手架安全技术规范》（JGJ130-2001）。计算的脚手架为双排脚手架，搭设高度为48.0米，20.0米以下采用双管立杆，20.0米以上采用单管立杆。搭设尺寸为：立杆的纵距1.20米，立杆的横距1.20米，立杆的步距1.50米。采用的钢管类型为48×3.0，连墙件采用2步3跨，竖向间距3.00米，水平间距3.60米。施工均布荷载为3.0kN/m2，同时施工3层，脚手板共铺设3层。一、小横杆的计算:小横杆按照简支梁进行强度和挠度计算，小横杆在大横杆的上面。按照小横杆上面的脚手板和活荷载作为均布荷载计算小横杆的最大弯矩和变形。1.均布荷载值计算小横杆的自重标准值P1=0.038kN/m脚手板的荷载标准值P2=0.350×1.200/3=0.140kN/m活荷载标准值Q=3.000×1.200/3=1.200kN/m荷载的计算值q=1.2×0.038+1.2×0.140+1.4×1.200=1.894kN/m小横杆计算简图2.抗弯强度计算最大弯矩考虑为简支梁均布荷载作用下的弯矩计算公式如下:M=1.894×1.2002/8=0.341kN.m=0.341×106/4491.0=75.915N/mm234第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部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简支梁均布荷载作用下的挠度计算公式如下:荷载标准值q=0.038+0.140+1.200=1.378kN/m简支梁均布荷载作用下的最大挠度V=5.0×1.378×1200.04/(384×2.06×105×.0)=1.676mm小横杆的最大挠度小于1200.0/150与10mm,满足要求!二、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，小横杆在大横杆的上面。用小横杆支座的最大反力计算值，在最不利荷载布置下计算大横杆的最大弯矩和变形。1.荷载值计算小横杆的自重标准值P1=0.038×1.200=0.046kN脚手板的荷载标准值P2=0.350×1.200×1.200/3=0.168kN活荷载标准值Q=3.000×1.200×1.200/3=1.440kN荷载的计算值P=(1.2×0.046+1.2×0.168+1.4×1.440)/2=1.136kN大横杆计算简图2.抗弯强度计算最大弯矩考虑为大横杆自重均布荷载与荷载的计算值最不利分配的弯矩和均布荷载最大弯矩计算公式如下:34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部集中荷载最大弯矩计算公式如下:M=0.08×(1.2×0.038)×1.2002+0.267×1.136×1.200=0.369kN.m=0.369×106/4491.0=82.259N/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大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:大横杆自重均布荷载引起的最大挠度V1=0.677×0.038×1200.004/(100×2.060×105×.000)=0.02mm集中荷载标准值P=0.046+0.168+1.440=1.654kN集中荷载标准值最不利分配引起的最大挠度V1=1.883×1654.080×1200.003/(100×2.060×105×.000)=2.42mm最大挠度和V=V1+V2=2.448mm大横杆的最大挠度小于1200.0/150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；34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部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=0.038×1.200=0.046kN脚手板的荷载标准值P2=0.350×1.200×1.200/2=0.252kN活荷载标准值Q=3.000×1.200×1.200/2=2.160kN荷载的计算值R=1.2×0.046+1.2×0.252+1.4×2.160=3.382kN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；双扣件在20kN的荷载下会滑动,其抗滑承载力可取12.0kN。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0.1291NG1=0.129×48.000=6.197kN(2)脚手板的自重标准值(kN/m2)；本例采用木脚手板，标准值为0.35NG2=0.350×3×1.200×(1.200+0.300)/2=0.945kN(3)栏杆与挡脚手板自重标准值(kN/m)；本例采用栏杆、竹笆片脚手板挡板，标准值为0.15NG3=0.150×1.200×3/2=0.270kN(4)吊挂的安全设施荷载，包括安全网(kN/m2)；0.005NG4=0.005×1.200×48.000=0.288kN经计算得到，静荷载标准值NG=NG1+NG2+NG3+NG4=7.700kN。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=3.000×3×1.200×1.200/2=6.480kN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》(GB50009-2001)的规定采用：W0=0.450Uz——风荷载高度变化系数，按照《建筑结构荷载规范》(GB50009-2001)34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部的规定采用：Uz=1.250Us——风荷载体型系数：Us=1.200经计算得到，风荷载标准值Wk=0.7×0.450×1.250×1.200=0.472kN/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不考虑风荷载时,立杆的轴向压力设计值计算公式N=1.2NG+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——风荷载基本风压标准值(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:1.不考虑风荷载时,立杆的稳定性计算其中N——立杆的轴心压力设计值，N=18.31kN；——轴心受压立杆的稳定系数,由长细比l0/i的结果查表得到0.25；　　i——计算立杆的截面回转半径，i=1.60cm；　　l0——计算长度(m),由公式l0=kuh确定，l0=2.69m；　　k——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=1.55；　　A——立杆净截面面积，A=4.24cm2；　　W——立杆净截面模量(抵抗矩),W=4.49cm3；　　——钢管立杆受压强度计算值(N/mm2)；经计算得到=172.18　　[f]——钢管立杆抗压强度设计值，[f]=205.00N/mm2；不考虑风荷载时，立杆的稳定性计算<[f],满足要求!34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部2.考虑风荷载时,立杆的稳定性计算其中N——立杆的轴心压力设计值，N=16.95kN；　　——轴心受压立杆的稳定系数,由长细比l0/i的结果查表得到0.25；　　i——计算立杆的截面回转半径，i=1.60cm；　　l0——计算长度(m),由公式l0=kuh确定，l0=2.69m；　　k——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=1.55　　A——立杆净截面面积，A=4.24cm2；　　W——立杆净截面模量(抵抗矩)，W=4.49cm3；　　MW——计算立杆段由风荷载设计值产生的弯矩，MW=0.152kN.m；　　——钢管立杆受压强度计算值(N/mm2)；经计算得到=193.19　　[f]——钢管立杆抗压强度设计值，[f]=205.00N/mm2；考虑风荷载时，立杆的稳定性计算<[f],满足要求!六、最大搭设高度的计算:不考虑风荷载时,采用单立管的敞开式、全封闭和半封闭的脚手架可搭设高度按照下式计算：其中NG2K——构配件自重标准值产生的轴向力，NG2K=1.503kN；　　NQ——活荷载标准值，NQ=6.480kN；　　gk——每米立杆承受的结构自重标准值，gk=0.129kN/m；经计算得到，不考虑风荷载时，按照稳定性计算的搭设高度Hs=70.530米。脚手架搭设高度Hs等于或大于26米，按照下式调整且不超过50米：经计算得到，不考虑风荷载时，脚手架搭设高度限值[H]=50.000米。34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部考虑风荷载时,采用单立管的敞开式、全封闭和半封闭的脚手架可搭设高度按照下式计算：其中NG2K——构配件自重标准值产生的轴向力，NG2K=1.503kN；　　NQ——活荷载标准值，NQ=6.480kN；　　gk——每米立杆承受的结构自重标准值，gk=0.129kN/m；　　Mwk——计算立杆段由风荷载标准值产生的弯矩，Mwk=0.128kN.m；经计算得到，考虑风荷载时，按照稳定性计算的搭设高度Hs=56.108米。脚手架搭设高度Hs等于或大于26米，按照下式调整且不超过50米：经计算得到，考虑风荷载时，脚手架搭设高度限值[H]=50.000米。七、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——风荷载基本风压标准值，wk=0.472kN/m2；Aw——每个连墙件的覆盖面积内脚手架外侧的迎风面积，Aw=3.00×3.60=10.800m2；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=7.144kN，连墙件轴向力计算值Nl=12.144kN连墙件轴向力设计值Nf=A[f]其中——轴心受压立杆的稳定系数,由长细比l/i=30.00/1.60的结果查表得到34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部=0.95；A=4.24cm2；[f]=205.00N/mm2。经过计算得到Nf=82.709kNNf>Nl，连墙件的设计计算满足要求!连墙件采用膨胀螺栓连接，预埋铁的计算参见《施工计算手册》钢结构部分。连墙件膨胀螺栓连接示意图八、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=73.25N——上部结构传至基础顶面的轴向力设计值(kN)；N=18.31A——基础底面面积(m2)；A=0.25fg——地基承载力设计值(N/mm2)；fg=76.00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=190.00地基承载力的计算满足要求!34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部悬挑式扣件钢管脚手架计算书钢管脚手架的计算参照《建筑施工扣件式钢管脚手架安全技术规范》（JGJ130-2001）。计算的脚手架为双排脚手架，搭设高度为4.0米，立杆采用单立管。搭设尺寸为：立杆的纵距0.30米，立杆的横距1.10米，立杆的步距1.20米。采用的钢管类型为48×3.0，连墙件采用3步3跨，竖向间距3.60米，水平间距0.90米。施工均布荷载为20.0kN/m2，同时施工1层，脚手板共铺设1层。悬挑水平钢梁采用钢管48×3.0mm，其中建筑物外悬挑段长度2.50米，建筑物内锚固段长度1.50米。悬挑水平钢梁上面采用支杆、下面采用钢丝绳与建筑物拉结。最外面支点距离建筑物2.40m，支杆采用钢管48.0×3.0mm拉杆采用钢丝绳。一、小横杆的计算:小横杆按照简支梁进行强度和挠度计算，小横杆在大横杆的上面。按照小横杆上面的脚手板和活荷载作为均布荷载计算小横杆的最大弯矩和变形。1.均布荷载值计算小横杆的自重标准值P1=0.038kN/m脚手板的荷载标准值P2=0.350×0.300/3=0.035kN/m活荷载标准值Q=20.000×0.300/3=2.000kN/m荷载的计算值q=1.2×0.038+1.2×0.035+1.4×2.000=2.888kN/m小横杆计算简图2.抗弯强度计算最大弯矩考虑为简支梁均布荷载作用下的弯矩计算公式如下:M=2.888×1.1002/8=0.437kN.m=0.437×106/4491.0=97.266N/mm234第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部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简支梁均布荷载作用下的挠度计算公式如下:荷载标准值q=0.038+0.035+2.000=2.073kN/m简支梁均布荷载作用下的最大挠度V=5.0×2.073×1100.04/(384×2.06×105×.0)=1.780mm小横杆的最大挠度小于1100.0/150与10mm,满足要求!二、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，小横杆在大横杆的上面。用小横杆支座的最大反力计算值，在最不利荷载布置下计算大横杆的最大弯矩和变形。1.荷载值计算小横杆的自重标准值P1=0.038×1.100=0.042kN脚手板的荷载标准值P2=0.350×1.100×0.300/3=0.039kN活荷载标准值Q=20.000×1.100×0.300/3=2.200kN荷载的计算值P=(1.2×0.042+1.2×0.039+1.4×2.200)/2=1.588kN大横杆计算简图2.抗弯强度计算最大弯矩考虑为大横杆自重均布荷载与荷载的计算值最不利分配的弯矩和均布荷载最大弯矩计算公式如下:34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部集中荷载最大弯矩计算公式如下:M=0.08×(1.2×0.038)×0.3002+0.267×1.588×0.300=0.128kN.m=0.128×106/4491.0=28.405N/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大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:大横杆自重均布荷载引起的最大挠度V1=0.677×0.038×300.004/(100×2.060×105×.000)=0.00mm集中荷载标准值P=0.042+0.039+2.200=2.281kN集中荷载标准值最不利分配引起的最大挠度V1=1.883×2280.740×300.003/(100×2.060×105×.000)=0.05mm最大挠度和V=V1+V2=0.052mm大横杆的最大挠度小于300.0/150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；34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部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=0.038×0.300=0.012kN脚手板的荷载标准值P2=0.350×1.100×0.300/2=0.058kN活荷载标准值Q=20.000×1.100×0.300/2=3.300kN荷载的计算值R=1.2×0.012+1.2×0.058+1.4×3.300=4.703kN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；双扣件在20kN的荷载下会滑动,其抗滑承载力可取12.0kN；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0.1489NG1=0.149×4.000=0.596kN(2)脚手板的自重标准值(kN/m2)；本例采用木脚手板，标准值为0.35NG2=0.350×1×0.300×(1.100+0.300)/2=0.073kN(3)栏杆与挡脚手板自重标准值(kN/m)；本例采用栏杆、木脚手板标挡板，准值为0.14NG3=0.140×0.300×1/2=0.021kN(4)吊挂的安全设施荷载，包括安全网(kN/m2)；0.005NG4=0.005×0.300×4.000=0.006kN经计算得到，静荷载标准值NG=NG1+NG2+NG3+NG4=0.696kN。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=20.000×1×0.300×1.100/2=3.300kN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》(GB50009-2001)的规定采用：W0=0.450Uz——风荷载高度变化系数，按照《建筑结构荷载规范》(GB50009-2001)的规定采用：Uz=1.25034第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部Us——风荷载体型系数：Us=1.560经计算得到，风荷载标准值Wk=0.7×0.450×1.250×1.560=0.614kN/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——风荷载基本风压标准值(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:1.不考虑风荷载时,立杆的稳定性计算其中N——立杆的轴心压力设计值，N=5.46kN；——轴心受压立杆的稳定系数,由长细比l0/i的结果查表得到0.32；　　i——计算立杆的截面回转半径，i=1.60cm；　　l0——计算长度(m),由公式l0=kuh确定，l0=2.36m；　　k——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=1.70；　　A——立杆净截面面积，A=4.24cm2；　　W——立杆净截面模量(抵抗矩),W=4.49cm3；　　——钢管立杆受压强度计算值(N/mm2)；经计算得到=40.19　　[f]——钢管立杆抗压强度设计值，[f]=205.00N/mm2；不考虑风荷载时，立杆的稳定性计算<[f],满足要求!2.考虑风荷载时,立杆的稳定性计算其中N——立杆的轴心压力设计值，N=4.76kN；　　——轴心受压立杆的稳定系数,由长细比l0/i的结果查表得到0.32；34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部　　i——计算立杆的截面回转半径，i=1.60cm；　　l0——计算长度(m),由公式l0=kuh确定，l0=2.36m；　　k——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=1.70　　A——立杆净截面面积，A=4.24cm2；　　W——立杆净截面模量(抵抗矩)，W=4.49cm3；　　MW——计算立杆段由风荷载设计值产生的弯矩，MW=0.032kN.m；　　——钢管立杆受压强度计算值(N/mm2)；经计算得到=42.12　　[f]——钢管立杆抗压强度设计值，[f]=205.00N/mm2；考虑风荷载时，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——风荷载基本风压标准值，wk=0.614kN/m2；Aw——每个连墙件的覆盖面积内脚手架外侧的迎风面积，Aw=3.60×0.90=3.240m2；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=2.786kN，连墙件轴向力计算值Nl=7.786kN连墙件轴向力设计值Nf=A[f]其中——轴心受压立杆的稳定系数,由长细比l/i=30.00/1.60的结果查表得到=0.95；A=4.24cm2；[f]=205.00N/mm2。经过计算得到Nf=82.709kNNf>Nl，连墙件的设计计算满足要求!连墙件采用扣件与墙体连接。经过计算得到Nl=7.786kN小于扣件的抗滑力8.0kN，满足要求!34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部连墙件扣件连接示意图七、悬挑梁的受力计算:悬挑脚手架的水平钢梁按照带悬臂的连续梁计算。悬臂部分脚手架荷载N的作用，里端B为与楼板的锚固点，A为墙支点。本工程中，脚手架排距为1100mm，内侧脚手架距离墙体300mm，支拉斜杆的支点距离墙体=1300mm，水平支撑梁的截面惯性矩I=10.78cm4，截面抵抗矩W=4.49cm3，截面积A=4.24cm2。受脚手架作用的联梁传递集中力N=5.46kN水平钢梁自重荷载q=1.2×4.24×0.0001×7.85×10=0.04kN/m悬挑脚手架示意图34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部悬挑脚手架计算简图经过连续梁的计算得到悬挑脚手架支撑梁剪力图(kN)悬挑脚手架支撑梁弯矩图(kN.m)悬挑脚手架支撑梁变形图(mm)各支座对支撑梁的支撑反力由左至右分别为R1=0.036kN,R2=6.854kN,R3=4.419kN,R4=-0.239kN最大弯矩Mmax=0.832kN.m抗弯计算强度f=M/1.05W+N/A=0.832×106/(1.05×4491.0)+0.000×1000/423.9=176.356N/mm2水平支撑梁的抗弯计算强度小于205.0N/mm2,满足要求!八、悬挑水平钢管的挠度与扣件连接计算:水平支撑钢管计算最大挠度V=3.127mm水平支撑钢管最大挠度小于2500.0/150与10mm,满足要求!34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部立杆与下面支杆通过扣件与水平支撑钢管连接,要验算连接处的扣件抗滑力。立杆传递给水平支撑钢管最大轴向力N1=5.455kN立杆传递给水平支撑钢管最大轴向力N1小于8kN,满足要求!九、拉杆与支杆的受力计算:水平钢梁的轴力RAH和拉钢绳的轴力RUi、支杆的轴力RDi按照下面计算其中RUicosi为钢绳的拉力对水平杆产生的轴压力；RDicosi为支杆的顶力对水平杆产生的轴拉力。当RAH>0时，水平钢梁受压；当RAH<0时，水平钢梁受拉；当RAH=0时，水平钢梁不受力。各支点的支撑力RCi=RUisini+RDisini且有RUicosi=RDicosi可以得到按照以上公式计算得到由左至右各杆件力分别为RU1=0.031kNRU2=4.980kNRD1=0.023kNRD2=3.023kN十、拉杆与支杆的强度计算:拉绳或拉杆的轴力RU与支杆的轴力RD我们均取最大值进行计算，分别为RU=4.980kN，RD=3.023kN拉绳的强度计算：34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部如果上面采用钢丝绳，钢丝绳的容许拉力按照下式计算：其中[Fg]——钢丝绳的容许拉力(kN)；Fg——钢丝绳的钢丝破断拉力总和(kN)；——钢丝绳之间的荷载不均匀系数，对6×19、6×37、6×61钢丝绳分别取0.85、0.82和0.8；K——钢丝绳使用安全系数，取8.0。选择拉钢丝绳的破断拉力要大于8.000×4.980/0.850=46.868kN。选择6×19+1钢丝绳，钢丝绳公称抗拉强度1400MPa，直径11.0mm。钢丝拉绳的吊环强度计算：钢丝拉绳的轴力RU我们均取最大值进行计算作为吊环的拉力N，为N=RU=4.980kN钢丝拉绳的吊环强度计算公式为其中[f]为吊环抗拉强度，取[f]=50N/mm2，每个吊环按照两个截面计算；所需要的钢丝拉绳的吊环最小直径D=[4980×4/(3.1416×50×2)]1/2=8mm下面压杆以钢管48.0×3.0mm计算，斜压杆的容许压力按照下式计算：其中N——受压斜杆的轴心压力设计值，N=3.02kN；——轴心受压斜杆的稳定系数,由长细比l/i查表得到=0.45；i——计算受压斜杆的截面回转半径，i=1.65cm；l——受最大压力斜杆计算长度，l=1.99m；A——受压斜杆净截面面积，A=4.38cm2；——受压斜杆受压强度计算值，经计算得到结果是15.26N/mm2；[f]——受压斜杆抗压强度设计值，f=215N/mm2；受压斜杆的稳定性计算<[f],满足要求!斜撑杆的焊缝计算：斜撑杆采用焊接方式与墙体预埋件连接，对接焊缝强度计算公式如下34第页 脚手架施工方案（A座）北京城建北方建设有限责任公司永泰项目部其中N为斜撑杆的轴向力，N=3.023kN；lw为斜撑杆件的周长，取150.80mm；t为斜撑杆的厚度，t=3.00mm；ft或fc为对接焊缝的抗拉或抗压强度，取185.0N/mm2；经过计算得到焊缝抗拉强度=3023.17/(150.80×3.00)=6.68N/mm2。对接焊缝的抗拉或抗压强度计算满足要求!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!z8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