扣件双排钢管外脚手架专项施工方案

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,1#楼、2#楼地下室一层。地上十七层，建筑总高度54m。该工程主要参建单位：建筑单位：中船重工集团第701研究所设计单位：湖北省标准设计研究院监理单位：北京东方华太建设监理有限公司施工单位：湖北天健工程建设有限责任公司第二节：外脚手架搭设构造要求本工程拟采用扣件式双排钢管外脚手架，并考虑在第一层（该部位结构标高为5.82m）、六层（该部位结构标高21.32m）、十二层（该部位结构标高39.92m),设置悬挑脚手架,将整个脚手架系统分两段,即一层以下为落地式脚手架,一层以上采用型钢悬挑脚手架。1、架子基础架子立杆落地在地下室周围已有硬化混凝土面层上。2、立杆统一采用Φ48×3.5m钢管，杆长4－6m，纵向间距为1.5m，横向间距0.8m，里排立杆离墙0.3m，遇外墙构架时则按外通里断的构造形式进行处理。立杆垂直度偏差不得大于架高的1/200。在纵向水平杆与立杆的交点处，必须设置横向水平杆卡牢，立杆接头与相近的纵向水平的距离不得大于步距的三分之一；相邻接头错开布置在不同步距内；同步距内隔一根立杆的两个接头在高度方向错开的35 距离不小于500mm。立杆与纵向水平杆必须用十字扣件紧扣，不得隔步设置或遗漏。为避免架子受力不均匀，在立杆底部设扫地杆，扫地杆距地下室顶板100mm。开始搭设立杆时，每隔六跨设置一根抛撑。抛撑与地面夹角在（45-60°）之间，连接点中心至主节点的距离不大于300mm。至连墙杆安装稳定后，根据情况拆除抛撑。3、纵向水平杆大横杆隔步交错设置在立杆内外侧，四周交圈，步距1.7m，上下接头位置应错开布置在不同的立杆纵距中，与相近立杆的距离不大于纵距的三分之一，用一字扣件连接。大横杆与立杆用十字扣连接，每一步架的纵向水平高低差不大于50mm。4、横向水平杆长度1.5m-1.6m，间距不大于1.5m，离墙面100mm，伸出外立杆不少于100mm。小横杆布置在大横杆上部并靠近立杆，与大横杆之间用十字扣连接。在相邻立杆之间根据需要加设一根或两根。在任何情况下均不得拆除靠近立杆的小横杆，其小横杆间距在铺设脚手板时不得大于1m，底层第一步搭设纵横向扫地杆。5、连墙杆由于建筑层高大部分为3.0m，且在外侧梁面上预埋短钢管比较方便，故决定连墙杆按水平间距3跨（4.5m），竖向间距3.0m呈梅花状交错布置，连墙杆采用钢管将内外立杆及预埋钢管进行水平连接。进入砌体施工阶段时，分层将连墙杆进行改造，即用双股8号铁丝绕过里排架立杆与大横杆的连接点，与预埋短钢管进行拉结，并在砼墙柱部位设撑杆顶住墙柱砼面。连墙杆呈水平设置，当搭至有连墙杆的35 构造点时，在搭设完该处的立杆、纵向水平杆、横向水平杆后，立即搭设连墙杆。6、剪刀撑剪刀撑与立杆、水平杆同步搭设，在外侧立面整个长度和高度上连续设置，与地面夹角45－60°，每道剪刀撑跨约5根(或6根)立杆。底层斜杆下端支撑在垫板上，与立杆或横向水平杆伸出端扣紧，在视线上成一条直线。剪刀撑必须采用搭接，其搭接长度≥1米，且不少于3个回转扣件，脚手架立杆应等距。7、横向斜撑在架子拐角处及中间段每6m各设一道横向斜撑，在同一节间，由底至顶层连续布置，以保护架体的横向刚度。8、护头棚及防护栏杆在出入口处设置比入口宽2米（每边各1米）的护头棚，护头棚采用双层硬质材料搭设，并用密目网封闭，两侧用双层密目网封闭。楼层四周及洞口处设置防护栏杆，颜色为黄黑相间。9、安全网密目安全网挂于外立杆内侧，作业层下设水平小眼兜网，满铺脚手板并设平网封闭，每隔三层设一道水平兜网。10、脚手架整个架体上应铺满、铺稳脚手板，离开墙面120-150mm，脚手板端头35 应用镀锌钢丝固定在支承杆件上:在拐角、斜道平台口处的脚手板与横向水平杆用钢丝绑牢，防止滑动。结构施工脚手架考虑满铺两层脚手板，作业层铺一道，挑架部位铺一道。装饰阶段考虑满铺脚手板三层，作业层为两层，作业层满铺脚手板，挑架部位铺一道。11、护栏、挡脚板所有操作层上设置1.2m高护栏和大于180mm高挡脚板。脚于架外侧设置挡脚板，挡脚板设置在脚手架钢管内侧，安全网外侧，竹脚手板与钢管必须用16#铁丝捆扎。基坑外侧周边设置1.2m高安全护栏，基坑靠近塔吊附近搭设临时梯子，以便操作人员上下。12、扣件规格必须与钢管外径一致。在主节点处固定横向水平杆、纵向水平杆、剪刀撑、横向斜撑等用的直角扣件、旋转扣件中心点的相互距离不应大于150mm；开口应朝上或朝内；脚手架各杆件相交伸出的端头均应大于100mm，以防杆件滑脱。13、标志杆外脚手架钢管刷黄色油漆，剪刀撑及脚手架底部、中间(挑架分界线)、顶层相应水平面四周交圈设置黄黑相间的标志杆。14、悬挑架采用14#工字钢作悬挑主梁，长3-6m，挑出室外1.3m，部分阳台挑出室外3.9米，伸入楼层的长度不得少于1.4m(角部剪刀墙外除外)。悬挑梁在楼层内设置两道锚固，一道设置在离外墙面0.1处，另一道设置在离外墙面1.1外。锚固部位预埋φ20钢筋U型卡环各l根，工宇钢放置在两根钢筋卡环之间，设置到位后，用楔子将工宁钢与卡环卡紧(里边一道钢筋卡环设置一根φ20钢筋销子，销子穿过工字钢腹板，克服水平力作用)，以免工字钢倾覆或产生滑移，工字钢悬挑端焊吊环，用φ12钢丝绳及花蓝螺35 栓将工字钢与上层梁面预埋吊环进行斜拉，部分空调板悬挑工字钢室外过长，采用φ12钢丝绳及花蓝螺、将外架内排工宇钢再次进行斜拉减负，并在设置立杆部位焊接φ32短钢管，立杆套在短钢管内，以防立杆滑出工字钢面。由于转角的特殊性(有结构砼墙)无法预留悬挑梁，故需在转角设置一根悬挑梁作为主梁，再辅以钢管支撑，转角处每一根立柱需支撑两根钢管，以保证强度不低于悬挑梁强度。悬挑梁因其需承受脚手架荷载的作用，在脚手架施工过程中是不得拆除的，如遇到剪力墙与砖墙时，为留置悬挑梁，需在剪力墙或砖墙处预留出悬挑梁的位置，可采用预留木盒或包裹杂物的方法，包裹强度以悬挑梁能取出为标准。15、卸料平台该工程卸料平台主要考虑模板拆除后向上周转使用，要求尽量少装，因为模板材料占用体积均较大，且平台使用周期很短，从安全和经济角度出发，决定采用槽钢悬挑平台。每个平台设三根悬挑槽钢，更确保卸料平台与外脚手架承受的荷重分流。卸料平台的尺寸为1800X2000mm，并有1000mm的纵向延伸钢管作为防坠网承挂点，三面均为1.2m、0.6m两道安全护栏。卸料平台在建筑物垂直方向应错开设置，使用期间应加强检查，确保施工安全。16、升降机工作平台升降机工作平台采用落地式独立双排外脚手架，架体高度超过40m时，应搭设卸荷拉杆，沿架体高度间距不得大于9m，卸荷拉杆与建筑物的预埋钢管相连接，预埋钢管埋深不得小于250mm。升降机工作平台的基础承载力应达到60kN/㎡，升降机设置在地下室顶板上时，升降机底部应设置16#工字钢基座，工字钢基座支承在顶板框架梁上。工作平台对应的每层楼面处必须设置连墙杆，连墙杆预埋钢管埋深不得小于25035 mm。工作平台卸料层应满铺木脚手板，脚手板应与架体绑扎牢固，且靠近升降机侧应高于建筑物侧20-30mm。工作平台在架体两侧及正面外侧两立杆之间应按标准设置扶手、中栏杆及挡脚板。第三节:落地式脚手架设计计算书一、基本参数：立杆纵距la=1.5m立杆横距1b=0.9m脚手架形式双排架脚手架的步距h=1.8m脚手架搭设高度H=31.5m小横杆间距a=0.75m连墙件布置形式二步三跨脚手板类型竹串片脚手板栏杆，档板类型竹串片脚手板挡板连墙件扣件类型单扣件脚手板的铺设层数nj=3层同时施工层数ns=2层二、小横杆的计算小横杆按照均布荷载作用下的简支梁计算35 1、小横杆荷载计算脚手板的荷载标准值q1=0.35×0.75=0.26kN/m活荷载标准值q2=2×0.75=1.5(kN/m)2、强度计算（1）、最大弯矩考虑为均布荷载作用下的简支梁弯矩计算公式：其中：1小横杆计算长度:取1=0.9mql脚手板的荷载标准值ql=0.26kN/mq2活荷载标准值q2=1.5kN/m经计算得到:M=(1.2×0.26+1.4×1.5)×0.9＾2÷8=0.24kN.m（2）、截面应力计算公式如下：σ=M/W其中W钢管截面抵抗矩W=5.08cm3M最大弯矩M=0.24kN.m经计算得到:σ=0.24×1000000÷(5.08×1000)=47.24N/mm2小横杆强度计算值小于或等于钢管抗弯强度设计值205N/mm2，故满足要求。3、挠度计算最大挠度考虑为均布荷载作用下的简支梁，计算公式：35 其中：1小横杆计算长度1=0.9mⅠ截面惯性矩Ⅰ=12.19cm4E弹性摸量E=206000N/mm2q1脚手板的荷载标准值q1=0.26kN/mq2活荷载标准值q2=1.5kN/m经计算得到:最大挠度V=5×(0.26+1.5)×(0.9×1000)＾4÷(384×206000×12.19×10000)=0.6mm最大挠度计算值小于等于1/150=6mm，并且小于10mm,故满足要求。三、大横杆的计算:大横杆按照集中荷载作用下的连续梁计算1、荷载值计算小横杆的自重标准值：P1=0.03763×0.9=0.03KN脚手板的荷载标准值：P2=0.35×0.9×0.75=0.24KN静荷载标准值:P=0.03+0.24=0.27kN活荷载标准值:Q=2×0.9×0.75=1.35kN2、强度计算(1)、最大弯矩计算公式如下：35 M=0.175×（1.2×P+1.4×Q）×1其中：1小横杆计算长度1=1.5mP静荷载标准值P=0.27kNQ活荷载标准值Q=1.35kN经计算得到最大弯矩M=0.175×(1.2×0.27+1.4×1.35)×1.5=0.58kN.m(2)、截面应力计算公式如下：σ=M/W其中W钢管截面抵抗矩W=5.08cm3M最大弯矩M=0.58KN.m经计算得到：σ=0.58×1000000÷(5.08X1000)=114.17N/mm2大横杆强度计算值小于或等于钢管抗弯强度设计值205N/mm2，故满足要求。3、挠度计算最大挠度计算公式:其中:1立杆的纵距1=1.5mI截面惯性矩I=12.19cm4E弹性摸量E=206000N/mm2P静荷载标准值P=0.27kNQ活荷载标准值Q=1.35kN35 经计算最大挠度V=1.146×(0.27+1.35)×(1.5×1000)＾3÷(l00×206000×12.19×10000)=2.5mm最大挠度计算值小于等于1/150=10mm，并且小于10mm，故满足要求。四、扣件的抗滑承载力计算:横杆的自重标准值P1=0.03763×(0.9+1.5)=0.09kN脚手板的荷载标准值P2=0.35×1.5×0.9÷2=0.24kN活荷载标准值Q=2×1.5×0.9÷2=1.35kN荷载的计算值R=1.2×(0.09+0.24)+1.4×1.35=2.29kN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:R≤Rc其中:Rc扣件抗滑承载力设计值Rc=8kNR纵向或横向水平杆传给立杆的竖向作用力设计值R=2.29kN扣件的抗滑承载力小于等于单扣件抗滑承载力设计值8kN，满足要求!五、脚手架计算:1、荷载计算:每米立杆承受的结构自重标准值NG1=0.12×31.5=3.78kN脚手板的自重标准值NG2=0.35×3×1.5×(0.9+0.3)=0.94kN栏杆与挡脚板自重标准值NG3=0.14×1.5×3÷2=0.32kN吊挂的安全设施荷载:NG4=0.5×1.5×31.5=23.62kN静荷载标准值NG=3.78+0.94+0.32+23.62=28.66kN活荷载标准值NQ=2×2×1.5×0.9÷2=2.7kN风荷载标准值Wk=0.7×0.74×0.6×0.35=0.11kN/m2不考虑风荷载时，立杆的轴向压力设计值N=1.2×28.66+1.4×2.7=35 38.17kN考虑风荷载时，立杆的轴向压力设计值N=1.2×28.66+0.85×1.4×2.7=37.6kN风荷载标准值产生的立杆段弯矩:Mwk=0.11×1.5×1.8＾2÷10=0.05kN.m风荷载设计值产生的立杆段弯矩:Mw=0.85×1.4×0.05=0.06kN.rn构配件自重标准值产生的轴向力:NG2k=0.94+0.32+23.62=24.88kN2、立轩的稳定性计算:(1)、立杆的长细比计算:其中:10立杆的计算长度10=1.155×l.5×1.8=3.12mI立杆的回转半径I=15.8cm经过计算，立杆的长细比λ=3.12×100÷15.8=20(2)、立杆的稳定性计算不考虑风荷载时，立杆的稳定性计算公式其中:A立杆净截面面积:取A=4.89cm235 N不考虑风荷载时，立杆的轴向压力设计值;取N=38.17kNΦ轴心受压立杆的稳定系数，由长细比λ的结果查表得到Φ=0.947不考虑风荷载时立杆的稳定性σ=38.17×1000÷(0.947×(4.89×100))=82.43N/mm2考虑风荷载时，立杆的稳定性计算公式其中:A立杆净截面面积:取A=4.89cm2W立杆净截面模量(抵抗矩);取W=5.08cm3N考虑风荷载时，立杆的轴向压力设计值;取N=37.6kNMw计算立杆段由风荷载设计值产生的弯矩;取Mw=0.06kN.mΦ轴心受压立杆的稳定系数，由长细比λ的结果查表得到Φ=0.947考虑风荷载时立杆的稳定性σ=37.6×1000÷(0.947×(4.89×100))+(0.06×1000000)÷(5.08×1000)=93.01N/mm2，不考虑风荷载时，立杆稳定性小于等于205N/mm2，满足要求。考虑风荷载时,立杆稳定性小于等于205N/mm2，满足要求。六、连墙件的计算:35 (1)、风荷载产生的连墙件轴向力设计值按照下式计算：N1w=1.4×wk×Aw其中:wk风荷载基本风压值，wk=0.11KN/m2Aw每个连墙件的覆盖面积内脚手架外侧的迎风面积：Aw=16.2m2经计算得到：风荷载产生的连墙件的轴向力设计值N1w=1.4×0.11×16.2=2.49KN(2)、连墙件的轴向力计算值按照下式计算：N1=N1w+N0其中N0连墙件约束脚手架平面外变形所产生的轴向力；取N0=5kNNlw风荷载连墙件的连墙件轴向力计算值Nlw=2.49kN经计算得到:连墙件轴向力计算值Nl=2.49+5=7.49kN(3)、连墙件轴向力设计值Nf=Φ×A×[f]其中:Φ轴心受压立杆的稳定系数，由长细比λ查表得到中=0.995A立杆净截面面积A=4.89cm2[f]钢管的强度设计值[f]=205N/mm2经过计算得到Nf=0.995×(4.89×100)×205÷1000=99.74kN长细比λ计算:35 其中:1计算长度1=0.3mI钢管回转半径I=15.8cm经过计算，立杆的长细比λ=0.3×100÷15.8=2连墙件轴向力计算值小于等于连墙件的轴向力设计值;满足要求。连墙件轴向力计算值小子等于扣件抗滑承载力，满足要求。第四节:悬挂式挑架设计悬挂式挑架是在建筑物上设置型钢支撑作为挑架搭设的基础，组成悬挑架支承结构，将脚手架荷载全部传递到建筑结构上，在型钢支撑土搭设扣件式双排钢管外脚手架。悬挂式挑架的搭设间距及位置同落地式脚架立杆。悬挑(挂)构件与梁板结构的连接，应预先预埋铁件或留好孔洞(短肢墙部位)，保证连接可靠，不得随便打凿孔洞，破坏墙体。脚手架立杆与似的连接，应在挑梁上焊短钢管(长150~200mm)，其外径应比脚手立杆内径小（1.0-1.5mm），同时在立杆下部绑1-2道扫地杆，以确保脚手架底部的稳定。脚手架须控制使用荷载，设计时主要考虑两步架同时进行装修作业，不得同时进行两步架以上的作业，搭设要牢固。一、基本参数：立杆纵距1a=1.5m立杆横距1b=0.9m脚手架形式双排架35 脚手架的步距h=1.8m脚手架搭设高度H=18.6m小横杆问距a=0.75m连墙件布置形式二步三跨悬挑梁采用14号热轧工字钢槽口侧向放置每根立杆下都有悬挑梁悬挑长度1=1.3m梁上支点距集中力作用点距离c=0.1m支杆(吊绳)墙上支点距挑梁的垂直距离L2=2.9m二、小横杆的计算1、小横杆荷载计算脚手板的荷载标准值ql=0.35×0.75=0.26kN/m活荷载标准值q2=2×0.75=1.5(kN/m)2、强度计算(1)、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:其中:1小横杆计算跨度1=0.9m35 q1脚手板的荷载标准值q1=0.26kN/mq2活荷载标准值q2=1.5kN/m经计算得到:M=(1.2×0.26+1.4×1.5)×0.9＾2÷8=0.24kN.m(2)、截面应力计算公式如下:σ=M/W其中W钢管截面抵抗矩W=5.08cm3M最大弯矩M=0.24kN.m经计算得到:σ=0.24×1000000÷(5.08×1000)=47.24N/mm2小横杆强度计算值小于或等于钢管抗弯强度设计值205N/mm2，故满足要求。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:其中:1小横杆计算跨度1=0.9mI截面惯性矩I=12.19cm4E弹性摸量E=206000N/mm2q1脚手板的荷载标准值ql=0.26kN/mq2活荷载标准值q2=1.5kN/m经计算得到:最大挠度V=5×(0.26+1.5)×(0.9×1000)＾4÷(384×206000×12.19×10000)=0.6mm最大挠度计算值小于等于1/150=6mm，并且小于10mm，故满足要求。35 三、大横杆的计算:1、荷载值计算小横杆的自重标准值:Pl=0.03763×0.9=0.03kN脚手板的荷载标准值:P2=0.35×0.9×0.75=0.24kN脚手板的荷载标准值:P=0.03+0.24=0.27kN活荷载标准值:Q=2×0.9×0.75=1.35kN2、强度计算(1)、最大弯矩计算公式如下:M=0.175×(1.2×P+1.4×Q)×1其中:1立杆的纵距1=1.5mP静荷载标准值P=0.27kNQ活荷载标准值Q=1.35kN经计算得到最大弯矩M=0.175×(1.2×0.27+1.4×1.35)=0.58kN.m(2)、截面应力计算公式如下:σ=M/w其中W钢管截面抵抗矩W=5.08cm3M最大弯矩M=0.58KN.m35 经计算得到:σ=0.58×1000000÷(5.08×1000)=114.17N/mm2大横杆强度计算值小于或等于钢管抗弯强度设计值205N/mm2，故满足要求。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大横杆自重均布荷载引起的最大挠度:其中:1立杆的纵距1=1.5mI截面惯性矩I=12.19cm4E弹性摸量E=206000N/mm2P静荷载标准值P=0.27kNQ活荷载标准值Q=1.35kN经计算最大挠度V=1.146×(0.27+1.35×(1.5×1000)＾3÷(l00×206000×12.19×10000)=2.5mm最大挠度计算值小于等于1/150=10mm,并且小于10mm,故满足要求。四、扣件的抗滑承载力计算:横杆的自重标准值P1=0.03763×(0.9+1.5)=0.09kN脚手板的荷载标准值P2=0.35×1.5×0.9÷2=0.24kN活荷载标准值Q＝2×1.5×0.9÷2=1.35KN荷载的计算值R＝1.2×(0.09+0.24)+1.4×1.35＝2.29KN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：35 R≤Rc其中：Rc扣件抗滑承载力设计值Rc＝8KNR纵向或横向水平杆传给立杆的竖向作用力设计值R＝2.29KN扣件的抗滑承载力小于等于单扣件抗滑承载力设计值8KN，满足设计要求。五、脚手架计算：1、荷载计算：立杆承受的结构自重标准值NG1＝0.12×18.6＝2.23KN作业层面材料自重标准值NG2＝0.3587×1.5M＝0.54KN整体拉结和防护材料自重标准值NG3＝0.0753×18.6＝1.4KN静荷载标准值NG＝2.23+0.54+1.4＝4.17KN活荷载标准值NQ=2×2×1.5×0.9÷2=2.7KN风荷载标准值Wk＝0.7×0.74×0.6×0.4＝0.12KN/㎡不考虑风荷载时，立杆的轴向压力设计值N＝1.2×4.17+1.4×2.7＝8.78KN考虑风荷载时，立杆的轴向压力值N＝1.2×4.17+0.85×1.4×2.7＝8.22KN风荷载标准值产生的立杆段弯距：Mwk＝0.12×1.5×1.8＾2÷10＝0.06KN.m风荷载设计值产生的立杆段弯矩:Mw=0.85×1.4×0.06=0.07kN.m构配件自重标准值产生的轴向力:NG2k=0.94+0.32+13.95=15.21kN35 2、立杆的稳定性计算:(1)、立杆的长细比计算:其中1立杆的计算长度1=1.155×1.5×1.8=3.12mI立杆的回转半径I=15.8cm经过计算，立杆的长细比λ=3.12×100÷15.8=20(2)、立杆的稳定性计算不考虑风荷载时，立杆的稳定性计算公式其中:A立杆净截面面积;取A=4.89cm2N不考虑风荷载时，立杆的轴向压力设计值;取N=24.71·kNΦ轴心受压立杆的稳定系数,由长细比λ的结果查表得到Φ=0.947不考虑风荷载时立杆的稳定性σ=24.71×1000÷(0.947×(4.89×100))=53.36KN/mm2考虑风荷载时，立杆的稳定性计算公式其中:A立杆净截面面积;取A=4.89cm2W立杆净截面模量(抵抗矩);取W=5.08cm3N考虑风荷载时，立杆的轴向压力设计值;取N=24.14kN35 Mw计算立杆段.由风荷载设计值产生的弯矩；取Mw=0.07kN.mΦ轴心受压立杆的稳定系数，由长细比λ的结果查表得到Φ=0.947考虑风荷载时立杆的稳定性σ=24.14×1000+(0.947×(4.89×100))+(0.07×1000000)÷(5.08×1000)=65.91N/mm2不考虑风荷载时，立杆稳定性小于等于205N/mm2，满足要求。考虑风荷载时，立杆稳定性小于等于205N/mm2，满足要求。六、连墙件的计算:(1)、风荷载产生的连墙件轴向力设计值按照下式计算:N1w=1.4×wk×Aw其中:wk风荷载基本风压值，wk=0.12kN/m2Aw每个连墙件的覆盖面积内脚手架外侧的迎风面积;Aw=16.2m2经计算得到:风荷载产生的连墙件轴向力设计值Nlw=l.4×0.12×16.2=2.72kN(2)、连墙件的轴向力计算值应按照下式计算:N1=N1w+No其中No连墙件约束脚手架平面外变形所产生的轴向力；取No=5kNNlw风荷载产生的连墙件轴向力设计值Nlw=2.72kN经计算得到：连墙件轴向力计算值N1＝2.72+5＝7.72KN⑶、连墙件轴向力设计值NF=Φ×A×[f]35 其中：Φ轴心受压立杆的稳定系数，由长细比λ查表得到Φ＝0.995A立杆静载面面积A＝4.89㎝2[f]钢管的强度设计值[f]＝205N/mm2经过计算得到Nf＝0.995×（4.89×100）×205÷1000＝99.74KN长细比λ计算：λ＝1/i其中：1计算长度1＝0.3mI钢管回转半径I＝15.8cm经过计算，立杆的长细比λ＝0.3×100÷15.8＝2计算结果：连墙件轴向力计算值小于等于连墙件的轴向设计力值：满足要求。连墙件轴向力计算值小于等于扣件抗滑承载力8KN，满足要求。七、悬挑梁受力计算：1、悬挑梁所受集中荷载计算F＝P其中P脚手架立杆传递的集中荷载P＝8.78KN记过计算：F＝8.78KN2、挑梁最大弯矩采取悬挑梁上两个集中力加上梁的均布自重荷载q的计算公式M＝－F(m+m1)-qm2/2其中：F悬挑梁受的集中荷载F＝8.78KN35 m1脚手架内立杆离墙间距m1=0.3mm-m1脚手架横距m-m1＝0.9mq悬挑梁自重标准值q＝0.142KN/mm悬挑梁梁上外立杆支撑点距墙固支点距离m＝1.3m经过计算：M＝-8.78×(1.3+0.3)－0.142×1.322/2＝14.168KN.M悬挑梁最大弯矩M取较大值，故M＝14.168KN.M3、锚固点的最大支座力RB＝－F(λ+λ1)+qL/2(1－λ2)其中：F悬挑梁受的集中荷载F＝8.78KNλ＝m/L＝1.3/2=0.65λ1＝m1/L＝0.3/2＝0.15L悬挑梁在建筑结构板上压长L＝2mm1脚手架内立杆离墙间距m1=0.3mq悬挑梁自重标准值q＝0.142KN/mm悬挑梁梁上外立杆支撑点距墙固支点距离m＝1.3m经过计算：RB＝－8.78（0.65+0.15）+0142×2/2（1－0.652）=-7.1KN4、固支点的最大支座力RA＝F（2+λ+λ1）+qL（1＋λ）2其中：F悬挑梁受的集中荷载F＝8.78KN35 L悬挑梁在建筑结构板上压长L＝2mm1脚手架内立杆离墙间距m1=0.3mq悬挑梁自重标准值q＝0.142KN/mm悬挑梁梁上外立杆支撑点距墙固支点距离m＝1.3mλ＝m/L＝1.3/2=0.65λ1＝m1/L＝0.3/2＝0.15经过计算：RA＝8.78(2+0.65+0.15)+0.142×2/2(1+0.65)2＝24.97KN5、支杆的轴向力计算N＝RP/Sina其中：RP支撑点的最大支座力RP＝7.1KNa支杆（拉绳）与悬挑梁夹角a＝65.85度经过计算：N＝7.1÷tg（65.85）＝3.18KN八、悬挑梁扰度计算：悬挑梁有支撑或拉绳时，不用计算悬挑梁的扰度。九、悬挑梁强度计算：1、悬挑梁型钢截面应力计算：σ＝M/1.05W+N/A其中：A截面面积A＝26.131cm2W截面抵抗距W＝141cm335 M悬挑梁最大弯矩M＝-14.168KN.MN悬挑梁所受轴向力N＝3.18KN经过计算：σ＝1000000×14.168÷（1.05×1000×141）+1000×3.18÷（100×26.131）＝96.8N/mm2钢型截面应力小于等于钢材强度设计值205N/mm2，故满足要求十、悬挑梁整体稳定性计算：σ＝M/φbWX≤[f]其中：W截面抵抗矩W＝141cm3M悬挑梁最大弯矩M＝－14.168KN.Mφb型钢整体稳定系数型φb=0.93经过计算:σ=14.168×1000000÷(141×0.93×1000)=108.05N/mm2悬挑梁整体稳定型小于等于钢材强度设计值205N/mm2,故满足要求。十一、悬挑梁与建筑物连接螺栓计算：其中:d螺栓在螺纹处的有效直径d=20nunfvb螺栓的抗剪强度设计值fvb=130N/mm2经过计算:Nvb=3.1415926X20＾2×130÷4=40840.7N2、螺栓所承受的剪力:35 n螺栓个数n=2个Nvl悬挑梁所受轴向力Nv1=10.72kN经过计算:Nv=10.72÷2=5.36kN3、螺栓所承受的剪力:其中:d螺栓在螺纹处的有效直径d=20mmftb螺栓的抗拉强度设计值ftb=170N/mm2经过计算:Ntb=3.1415926×20＾2×170÷4=53407.07N4、螺栓所承受的拉力:n螺栓个数n=2个Nt1挑梁墙支点的最大支座为Nv1=25.7kN经过计算:Nt=25.7÷2=12.85KN普通螺栓同时受剪和受拉连接时，每个普通螺栓受力应符合下式要求经计算:sqrt((5.36×5.36÷40840.7÷40840.7)+(12.85×12.85÷53407.07÷53407.07))=0故满足要求。5、预埋件强度:35 预埋件采用Φ20的圆钢卡环，设计时按单根受力计算A=314.16mm2，则6=N3/A=14500/314.16=46.16N/mm2248.5mm2符合要求。施工过程注意事项:单一的悬挑方式无法保证施工安全，因此采用楼层预埋卡环，通过钢丝绳拉结的方式进行卸荷处理。以上的计算书是按固定绞悬挑梁进行计算的，能够满足施工使用要求。而实际上卡环与工字钢的联结为活动绞，为了保障使用安全，必须做到以下几点:1、钢丝绳必须可靠有效地拉结在悬挑梁上，选用钢丝绳的承重力必须达到要求，不得使用有断丝、明显扭曲等现象的不合格钢丝绳。2、钢丝绳的另一端通过花蓝螺栓(调节丝杆〉与建筑物KL上的预埋圆钢吊环进行连接;花蓝螺栓必须有效张紧吃力。3、钢丝绳的端头必须使用三个以上的绳卡卡牢，绳卡的使用必须依照相关规范操作，如滑鞍必须放在非受力绳一侧等。4、为了保障施工安全，防止钢丝绳的滑脱及花蓝螺栓的松动，施工班组必须在每天上下班时进行巡查，发现钢丝绳有松软现象应及时处理，杜绝安全隐患。5、型钢支撑作为悬挂式挑架搭设的基础，其悬挑架支承结构必须有足够的强度、刚度和稳定性，能够确保将脚手架荷载全部传递到建筑结构上。35 6、在型钢支撑上搭设扣件式双排钢管外脚手架，必须在高空中作业，存在比较大的风险，因此对脚手架施工人员的技术能力要求较高。7、型钢外挑翻转脚手架是在高空中进行作业，因此挑翻时，脚手架下方必须设置一道防坠落平网或有固定脚手架。作业人员上架前，必须带安全帽、安全带。作业时，作业人员严禁向下、向外抛丢任何物品。第五节:构架材料的技术要求1、钢管杆件钢管杆件包括立杆、大横杆、小横杆、剪刀撑、斜杆和抛撑、扫地杆、栏杆。钢管宜采用φ48×3.5mm焊管(YB234-63)，也可采用同样规格的无缝钢管或φ51×3mm焊管，但同一工程中使用的规格应统一。钢管材质宜使用力学性能适中的Q235钢，其材性应符合GB700-88的相应规定。脚手架杆件必须进行防锈处理。2、扣件1)应采用GB978-67《可锻铸铁分类及技术条件》，机械性能不低于KT33-8的可锻铸铁制造。扣件的附件采用的材料符合GB700-88《碳素结构钢》中Q235钢的规定。螺纹、垫圈均应符合GB196-81、GB96-76的规定。2)铸铁不得有裂纹、气孔;不宜有疏松、砂眼或其他影响使用性能的铸造缺陷;并应将影响外观质量的粘砂、浇冒口残余、披缝、毛刺、氧化皮等清降干净。3)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。4)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lmm。5)当扣件夹紧钢管时，开口处的最小距离应不小于5mm。3、脚手板1)竹串片脚手板的厚度不宜小于50mm，宽度不宜小于200mm，重量不宜大于30kg。根据市场资源及地方惯例，决定本工程采用竹榀脚手板铺设，竹榀与钢管架体必须用细铁丝捆扎，不得有探头板出现。35 2)确保材质符合规定，不得有超过允许的变形和缺陷。第六节:脚手架施工作业注意事项1、搭设作业搭设作业程序放置纵向扫地杆——自角部起依次向两边竖立杆，底端与纵向扫地杆扣接固定后，装设横向扫地杆并也与立杆固定（固定立杆底端前，应吊线确保立杆垂直），每边竖起3-4根立杆后，随即装设第一步大横杆(与立杆扣接固定)和小横杆（靠近立杆，并与大横杆固定），校正立杆垂直和横杆水平使其符合要求，按40-60N.m力矩拧紧扣件螺栓，形成构架的起始段——按上述要求依次向前延伸搭高，直至第一步架交圈完成。交圈后，再全面检查一遍构架质量和地基情况，严格确保设计要求和构架质量——设置连墙件或加抛撑——按第一步架的作业程序和要求搭设第二步、第三步…——随搭设进度及时架设连墙杆和剪刀撑——装设作业层间附加小横杆、铺设脚手板、布设作业层防护拦或进行密网外围护，每10m高满挂安全平网。搭设作业注意事项A、严禁φ48×3.5mm和φ51×3mm钢管及其相应扣件混用。B、底立杆应按立杆接头要求选择不同长度的钢管交错设置，至少应有两种适合的、不同长度的钢管作立杆。C、在设置第一排连墙件前，应每隔6跨设一道抛撑，以确保架体稳定。D、一定要采取先搭设起始段而后向前延伸的方式。当两组同时作业时，可分别从相对角开始搭设。E、连墙件和剪刀撑应及时设置，不得滞后超过2步。F、杆件端部伸出扣件之外的长度不得小于l00mm。G、在顶排连墙件之上的架高不得多于3步。剪刀撑的斜杆与结构杆件之间至少有3道连接，其中，斜杆的对接或搭接接头部至少有l道连接。H、周边脚手架的纵向必须在角部交圈并与立杆连接固定。对接脚手板时，对接处两侧必须设置双横杆。35 2.脚手架搭设质量的检查与验收搭设的技术要求，允许偏差与检验方法为:地基处理:表面坚实、平整、不积水、垫板不晃动,观察检查。立杆垂直度:最后验收垂直度用经纬仪检查搭设中检查垂直度偏差用经纬仪检查H=2M7mmH=10M15mmH=20M30mmH=30M45mmH=40M60mmH=50M75mmH≥64M100mm间距:步距偏差20mm钢板尺检查柱距偏差50mm钢板尺检查排距偏差20mm钢板尺检查大横杆水平高差:一根杆的两端:20mm水平仪检查同跨内两根杆的高差:10mm水平仪检查扣件螺栓拧紧扭力矩:40-65N.m脚手板外伸长度:对接时外伸130-150mm，对接两侧双小横杆间距不大于300mm;搭接时下层端外挑长度不少于100mm，搭接长度不少于200mm，用尺量检查。扣件连接质量检查:扣件紧固质量用扭力扳手检查，抽样按随机均布原则确定，检查数量与质量制定标准详相关规范，不合格者必须重新拧紧并达到紧固要求。3、拆卸作业35 脚手架拆卸作业应遵循"先搭的后拆，后搭的先拆"的原理进行，并应特别注意以下几点:连墙件待其上部杆件拆除完毕(伸上来的立杆除外)后才能松开拆去。松开扣件的平杆件应随即撤下，不得松挂在架体上。拆除长杆时应两人协同作业，以避免单人作业时的闪失事故。拆下的杆件、配件应吊运至地面，不得向下抛掷。拆卸作业区应进行安全警戒。第七节:脚手架工程安全技术一般要求1、脚手架施工人员由项目技术负责人、架子工等人员组成。架子搭设的全过程由技术人员统一调度、部署，并负责架子安装质量的监控与验收。搭设前必须编制施工组织设计。搭设脚手架材料规格必须符合有关规定。脚手架搭设前应对架子工进行安全技术交底，经验收合格并持合格牌后方可使用，并应进行定期和不定期检查。2、脚手架搭设人员必须是经过国家《特种作业人员安全技术考核管理规则》考核合格的专业架子工，上岗人员应定期体检，体检和考核合格者持证上岗。架子工作业时，必须持证上岗，必须戴安全帽，系安全带，穿软底鞋，所有材料应堆放平稳，工具应放入工具袋内，上下传递物件不得抛掷。3、现场设专职安全员，负责对架子搭设的管理和检查。搭设前对班组各工人进行安全和技术方面的交底.4、在六级大风和暴雨天气不得进行脚手架作业。遇大风、雨、雷、冰冻后，应对脚手架进行仔细检查，发现立杆沉陷、悬空、接点松动架子歪斜等情况，应及时处理。5、落地式脚手架与悬挑式外脚手架的第一步架，必须满铺竹串片脚手板进行封闭。6、把好验收关，搭设完毕后，必须经技术、安全管理人员、搭设班组35 共同验收合格后方可使用;脚手架每搭设10m高进行过程验收。过程验收包括钢管、扣件的检查，搭设是否规范，安全设施是否到位，己验收部分方可投入使用。7、脚手架定期进行维护保养，发现存在的问题及时进行整改。使用脚手架时，应严格控制施工荷载，作业层数不得超过两层，每层施工荷载不得超过270kg/m2。8、架子工高处作业时，安全带必须与己绑好的立、横杆挂牢，在架子上操作应精力集中禁止打闹和开玩笑，严禁酒后作业。9、架子搭好后要派专入管理，他人不得随意改动，不得任意解掉拉接杆。强制性条文1、钢管上严禁打孔。2、当脚手架搭设尺中的步距、立杆纵距、立杆横距和连墙件间距有变化时，除计算底层立杆段外，还必须对出现最大步距或最大立杆纵距、立杆横距和连墙件间距等部位的立杆段进行验算。3、主节点处必须设置一根横向水平杆，用直角扣件扣接且严禁拆除。4、脚手架必须设置纵、横向扫地杆。纵向扫地杆应采用直角扣件固定在距底座上皮不大于200mm处的立杆上。横向扫地杆亦应采用直角扣件固定在紧靠纵向扫地杆下方的立杆上。当立杆基础不在同一高度上时，必须将高处的纵向扫地杆向底处延长两跨与立杆固定，高低差不应大于1m。靠边坡上方的立杆轴线到边坡的距离不应小于500mm。5、立杆接长除顶层顶步外，其余各层各步接头必须采用对接扣件连接。6、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两步。7、严禁将外径48mm与51mm的钢管混合使用。8、剪刀撑、横向斜撑搭设应随立杆、纵向和横向水平杆等同步搭设。9、拆除作业必须由上而下逐层进行，严禁上下同时作业。35 10、连墙件必须随脚手架逐层拆除，严禁先将连墙件整层或数层拆除后再拆脚手架;分段拆除高差不应大于两步，如高差大于两步，应增设连墙件加固。11、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。12、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》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。13、作业层上的施工荷载应符合设计要求，不得超载。不得将模板支架、缆风绳、泵送砼和砂浆的输送管等固定在脚手架上，严禁悬挂起重设备。14、在脚手架使用期间，严禁拆除主节点处的纵、横向水平杆，纵、横向扫地杆和连墙杆。架子搭设1、脚手架的尺寸应符合有关规定要求，与墙面应设置足够和牢固的拉结点，不得随意加大脚手杆距离或不设拉结，并经常对拉结杆进行检查，以免造成架子变形或倾倒。2、脚手架地基应整平芬实，或加设垫木、垫板，使其有足够的承载力，以防止发生整体或局部沉陷。3、脚手架斜道外侧和受料平台必须绑1m高的护身栏杆和l80mm高的挡脚板或挂防护立网，并随施工升高而升高。4、脚手板要满、铺平、铺稳，不得有探头板。5、脚手架搭设过程中，要及时设置连墙件，剪刀撑以及必要的拉绳和吊索，避免搭设过程中发生偏斜和倾倒。6、遇大风、雨、雪天气时应停止脚手架搭拆工作。7、脚手架搭设完毕，应进行检查验收，合格后方能投入使用。防电避雷措施1、钢管脚手架不得设在距离32kv以上的高压线4.5m以内的地区和距离l-l0kv高压绕路3m以内的地区。35 2、钢管脚手架在架设和使用期间，要严防与带电体接触。3、钢管脚手架需要穿过或靠近380V以内的电力线路，其距离在2m以内时，在架设和使用期间应断电或拆除电源，如不能拆除，应采取对电线和钢管脚手架价用绝缘材料进行包扎隔绝或将钢管脚手架采取接地处理。4、在钢管脚手架上施工的电焊机、混凝土振捣器等，要放于干燥的木板上，操作者要戴绝缘手套、穿绝缘鞋；穿过脚手架的电线要严格检查并采取安全措施。电焊机、振捣器外壳要采取保护性接地或接零措施，并有防漏电保护器。5、夜间作业和深基坑操作的照明线路通过脚手架时，应使用36V低压电源6、脚手架应设避雷接地装置，接地电阻不得超过20。接地极就设在人们不常到的地方或利用工程所设置的综合接地系统。7、在施工期间遇有雷击或雷雨天气时，脚手架上应停止施工作业，操作人员立即撤离。35'