1、金坛市建筑案装工程公司 施工方案 浩天-天娇源9#楼包商银行赤峰克什克腾支行综合楼落地脚手架施方案编制人： 日期： 年 月 日核对人： 日期： 年 月 日审批人： 日期： 年 月 日金坛市建工集团有限公司2014年5月30日第一章 程概况第二章 工程名称：包商银行赤峰克什克腾支行综合楼第三章 建设单位： 包商银行股份有限公司第四章 设计单位：北京东方华脉工程设计有限公司第五章 监理单位：内蒙古金鹏建设监理公司第六章 工程概述包商银行赤峰克什克腾支行综合楼工程位于经棚镇西拉沐沦街与应昌路交叉处，地上十二层，地下一层,建筑面积为18773.60m2。本工程耐火等级一级，按6度抗震设防。设计标高0.2、00相当于绝对标高为1030.33米。第二章 编制依据：一标准、规范、规程：序号类别名 称编 号1建筑施工安全检查标准JGJ59-992钢管脚手架操作规程二结构类型：本工程为全现浇钢筋混凝土结构。第三章 脚手架工程一 材料（一）钢 管1脚手架的钢管采用外径48mm，壁厚3.5mm的焊接钢管。2为便于操作和运输，钢管的长度及重量规定每根钢管重不超过25Kg，同时每根钢管最大长度不超过6.5m。所以，立杆、纵向水平杆使用的钢管长取4m、6m两种规格，横向水平杆采用1.5m2.5m。3钢管必须涂有防锈漆，外径及壁厚允许最大偏差为-0.5mm，长管弯曲20mm，短管弯曲10mm，端部弯曲5mm。（二）3、扣 件扣件材质为可锻铸造扣件，目前使用的扣件形式有以下三种：1直角扣件：用于连接两根互相垂直交叉的钢管。2回转扣件：用于连接两根呈任意角度交叉的钢管。3对接扣件：用于将两根钢管对接接长。4扣件螺栓拧紧程度：a扣件螺栓的拧紧程度，对脚手架的承载能力、稳定和安全等有着很大的影响。脚手架上的施工荷载是通过扣件向各杆传递的，因此要求扣件必须有足够的抗旋转能力和抗滑能力。b当扣件螺栓拧紧，扭力矩为4050Nm时，扣件本身所具有的抗滑、抗旋转和抗拔能力均能满足使用要求，并具有一定的安全储备。C铸铁是脆性材料，破坏时会突然断裂，在使用时螺栓不要拧得过紧，一般控制在4050Nm，最大不得超过65 Nm。d扣件4、及附件（丅形螺栓、螺母、垫圈）所采用的材料应符合现行国家标准钢管脚手架扣件GB15831的规定。扣件不能有裂纹、气孔、疏松、砂眼等铸造缺陷，螺栓、螺母上油。扣件与钢管的贴合面接触良好，扣件夹紧钢管时，开口处的最小距离要大于5mm。（三）脚手板1采用木脚手板，板厚50mm，宽度不小于200mm；脚手板长度为3m、4m、6m，为防止脚手板翅头，板两端用直径4mm的镀锌钢丝绑扎两道，不得使用虫蛀、腐朽和有短痕板。2材料用量序号材料名称材料规格数量1钢管6m4000根2钢管4m4000根3钢管3m4000根4钢管1.5-2.5m5000根5扣件直角扣件35000个6扣件回转扣件5000个7扣件对接扣件5、4000个8脚手板50mm200m39密目安全网1.5m20000m2二脚手架设计（一）各杆件在脚手架中的作用1脚手架承受荷载后，力的传递方式：脚手板小横杆大横杆立杆基础。2立 杆a立杆在脚手架中是最重要的杆件，当水平杆发生变形时，只会影响脚手架的局部，若立杆发生变形或不均匀沉降时，就会对脚手架整体稳定带来影响。b立杆在脚手架中是承受压力，但不是轴向受压，而是偏心受压，因为大横杆绑在立杆的一侧，如果采用直角扣件紧固，其偏心距e=53mm。由于大横杆传给立杆的是一个偏心荷载，所以立杆的承载能力就会明显下降。为了改善这一情况，增加脚手架的整体稳定性，提高立杆受力性能，把大横杆放在双排脚手架立杆的里6、侧，这样设置，一方面可以缩短小横杆的跨距，另一方面也可使脚手架里外两排立杆同时受偏心荷载而产生的弯矩方向相反,通过节点处设置的小横杆，将里外两排立杆连接固定形成整体构架，共同作用，使里外两立杆弯矩产生相互抵消作用，减小弯形，从而提高脚手架的整体稳定性。c搭设脚手架时，立杆必须垂直且间距均匀，否则会造成立杆的受力不一致。立杆接长时，必须采用对接接长，不准采用搭接连接。对接立杆为轴向传力，没有偏心，搭接接长立杆传力时，扣件受剪切。3大横杆a小横杆放在大横杆上面，大横杆作为小横杆的支座，用直角扣件固定在立杆上。大横杆放在立杆里侧，其长度大于三跨，小横杆的荷载加在大横杆上，所以大横杆受弯曲近似于三跨连7、续梁，大横杆与立杆固定处，即为连续梁的支座。b横杆的间距称步距，与立杆固定后便限制了立杆的侧向变形，步距越小立杆的稳定性越好，脚手架的承载能力越高；相反，步距加大脚手架承载能力下降，当步距由1.2m增加到1.8m时，承载能力下降26%，所以施工当中不准随意加大步距或将大横杆拆除。C大横杆接长可采用对接方法，这样接长的大横杆在一条水平线上便于小横杆搭设。相邻接头应交错布置，同时接头位置避开跨中（l/3）弯矩较大处。在接头不能较好错开时，采用搭接方法。4小横杆a小横杆承受由脚手板传来的荷载，相当于单跨简支梁的受弯杆件。小横杆除了承担脚手板的荷截外，还可同时起着约束里外两排立杆侧向变形的作用，提高脚8、手架的整体稳定性。b小横杆的设置要求：第一、必须在每个节点（立杆与大横杆交点）处，设置一根小横杆；第二、必须将小横杆的两端用扣件固定拧紧，不能只紧固一端。5扫地杆在立杆底部离地面200mm处，设置扫地杆，且必须在两个方向（横向、纵向）同时设置，以固定立杆的底部位置，约束立杆向下或水平移动。设置扫地杆还可以提高脚手架的承载能力。6剪刀撑a因脚手架都是由立杆和横杆组成的方格构架，这就造成了它的几何不稳定性。为了改善脚手架的方格形构的缺陷，所以必须增设剪刀撑，以增强脚手架的纵向稳定性。在实际情况工作中，脚手架沿长度承受的荷载并不均匀，再加上运料及人员的走动，这都是使脚手架发生倾斜的因素。b剪刀撑杆件9、在脚手架中承受压力（或拉力），主要依靠旋转扣件与杆件的摩擦力传递。剪刀撑斜杆的接长不用对接而用搭接，搭接处至少应有两处扣件固定，搭接长度6001000mm；剪刀撑斜杆不但应与立杆交点固定，还应与小横杆的伸出端固定，以增加固定点扣件数量。c剪刀撑应随立杆、大横杆、小横杆等同步沿脚手架高度连接搭设，底部斜杆下端应落地支承在垫板上。d每组剪刀撑宽度不小于4跨（6m）和不大于6跨（9m），斜杆与地面角度以450600之间。7连墙杆a脚手架只适于承受竖向荷载，不能承受水平荷载，所以必须在脚手架与建筑物之间采用连墙杆牢固连接，以保证脚手架的整体稳定性。b设置连墙杆不但可以防止脚手架因荷载或风吸力面发生的向10、内或向外的倾翻事故，同时还可以作为脚手架的中间约束，减少脚手架的计算高度，提高承载能力，保证脚手架的整体稳定性。三脚手架搭设要求1立杆件间距立杆纵距离1.2m大横杆步距1.5m，立杆横距（脚手架宽）不大于1.3m，在地下室部分为0.8m。内侧立杆距外墙面0.3m。2小横杆a按照脚手架每个节点（大横杆与立杆交点）处设置一根小横杆，沿立杆两侧布置，即上步设在立杆左侧，下步小横杆设在立杆右侧，以抵消立杆因上下小横杆偏心造成的弯曲。b当脚手架遇作业层时，每跨再增加一根小横杆，使脚手板下小横杆间距不大于1m。当非作业层脚手板拆除时，增加的小横杆可同时拆除，但节点处的小横杆不得拆除。3剪刀撑a剪刀撑应随立11、杆、大横杆、小横杆等同步沿脚手架高度连接搭设，底部斜杆下端应落地支承在垫板上。b每组剪刀撑宽度不小于4跨（6m）和不大于6跨（9m），斜杆与地面角度以450600之间。4连墙杆a开始搭设立杆时，应每隔6跨设置一根抛撑，以保持脚手架的稳定性。在拆除脚手架时，拆除最后一道连墙杆前，也应先设置抛撑后再拆除连墙杆，以防止脚手架变形倒塌。b连墙杆可按三步三跨布置，但每根连墙杆控制脚手架的面积不得超过40m2。c连墙用脚手架小横杆延长与外墙连接，连接处节点的增设小横杆同时延长顶住建筑物，使连接作法既能受拉又能受压。d连墙杆呈水设置，向脚手架一端下斜的方式连接，不得使脚手架一端呈上斜连接。e连墙杆应靠近脚手12、架的节点处设置，距节点位置不大于300mm。连墙杆从脚手架的最低的第一道大横杆处开始设置。5扫地杆扫地杆沿纵向连续搭设。当脚手架立杆基础不在同一高度上时，必须将高处的纵向扫地杆向低处延长至两跨与立杆固定，靠边坡上方的立杆位置，与边坡距离不应过近（不小于500mm）。高处立杆与低处立杆之间的高低差不应大于1m。 6。底座及垫板a立杆下垫板采用厚50mm宽200mm的木垫板，当垫板长度为22.5m时，垂直于墙面设置；当长度大于3m时可平行于墙面设置。b在铺设垫板前，必须先对基础逐步夯实，然后，在夯实的地面上找平，再铺垫板，使垫板与基础之间紧密贴合，不得有地面不平和垫板与基础之间悬空现象。7脚手板a13、脚手板应按脚手架宽铺满、铺牢，离墙不大于150mm。b下部小横杆间距不应大于1m，脚手板可对接或搭接铺设。对接板接头处设两根小横杆，间距不大于300mm，脚手板外伸150mm；搭接的接头处下设一根小横杆，板搭接长度为300mm。c脚手板应铺设上下两步，上步为作业层，下步板为防护层，作业层发生落人落物等意外情况时，下步板可起防护作用，同时也为作业层脚手板提供周转使用。8门 洞a当脚手架需留门洞时，应视门洞宽度，采用断开一根立杆或断二根立杆方式。b断一根立杆时，将里外排脚手架中门洞两侧的立杆及上部大横杆改成双杆加强，同时在门洞两侧增加斜杆（八字杆），以利脚手架上部荷载向两侧传递。c断二根立杆时，在14、门洞两侧立杆纵距及门洞上部步距内增加斜腹杆，使之成为两侧各构柱及上部水平桁架，以对门洞加强，并在门洞两侧增加八字斜杆。9斜 道a为便于作业人员上下脚手架和运输材料，搭设人行斜道或材料运输斜道。b人行斜道宽度不小于1m，坡度选用1：3，运料斜道宽度不小于1.5m，坡度采用1：6。c拐弯处应设平台，其宽度不小于斜道宽度。通道及平台两侧按临边防护要求设防护栏杆及档脚板。d斜道脚手板横铺，横向水平下增设纵向支托杆，间距不小于500mm；脚手板顺铺时，接头采用搭接，下面的板头压住上面板头，板头高出部分采用三角木填顺。e斜道脚手板上每隔250300mm设置防滑条，防滑条厚度2030mm。10密目网封闭a脚15、手架的外侧用密目网封闭，防止施工中物体打击和减少灰尘污染。b双排脚手架在外排立杆里侧挂网，安全网必须采用符合要求的系绳，将网边每隔450mm（安全网环扣间隔）系牢在脚手管上。c里脚手架施工，墙体外部搭单排防护架时，防护架与墙面空隙距离不大于100mm，防护架应高出作业面1.5m以上。四施工方法（一）搭 设1施工流程：（预留孔工字钢就位焊接槽钢）摆放扫地杆逐根树立立杆安装扫地小横杆第一步大横杆第一步小横杆第二步大横杆第二步小横杆临时斜撑第三、四步大、小横杆连墙杆剪刀撑铺脚手板安全网挂设。2搭设之前由施工测量人员按方案要求，现场放线，准确定位。3按线铺垫通长脚手板后摆放第一道扫地杆。4靠近立杆的小16、横杆应固定在立杆上，其他小横杆固定在大横杆上。5对接扣件开口应朝向架子内侧，螺栓向上，拧紧螺栓。6脚手架搭设必须统一施工，协同作业。7工人在架上搭设作业时，作业面上应铺设必要数量的脚手板并予临时固定，并铺设挡脚板。8工人搭设作业时，作业时必须佩带安全带，戴安全帽。不得单人装设较重杆配件和其他易发生失衡、脱手、碰撞、滑跌等不安全的作业。9雨天、4级以上大风天气不得进行外架搭设作业。（二）拆 除1划出工作区域并设置正在脚手架拆除，禁止行人通行的标志，并设专人看护。2严格遵守拆除顺序，由上而下，后绑者先拆。连墙件应在位于其上的全部可拆杆件都拆除完毕后才能拆除。3拆除过程中，凡已松开连接的杆配件应及时17、拆除运走，避免误扶和误靠已经松脱连接的杆件。4统一指挥，上下呼应，松开有关扣件时应通知对方，以免坠落。5材料应用绳索和滑轮运送，严禁向下抛掷。6在拆除过程中，应作好配合，协调动作，禁止单人进行拆除较重杆件等危险作业。五质量要求1扣件的使用不得缺少，螺栓拧紧，以免影响结构安全。2密目安全网悬挂整齐、美观、牢固。3小横杆与结构对顶垂直、牢固。4钢管表面平直光滑，无裂缝、结疤、分层、错位、硬弯、毛刺、压痕和深的划道。5钢管外径、壁厚、端面等的偏差，应符合规范规定。6木脚手板的宽度不小于200mm，厚度不小于50mm，腐朽的脚手板不得使用。7脚手架及其地基基础应在下列阶段进行检查与验收：a基础完工后及18、脚手架搭设前；b作业层上施加荷载前；c每搭设完10-13米高度后；d达到设计高度后；e遇有六级大风与大雨后，寒冷地区开冻后；f停用超过一个月。8安装后的扣件螺栓拧紧扭力矩应采用扭力扳手检查，抽样方法应按随机分布原则进行。抽样检查数目与质量判定标准，按下表确定，不合格的必须重新拧紧，直至合格为止。项次检查项次安装扣件数量（个）抽检数量（个）允许的不合格数1连接立杆与纵（横）向水平杆或剪刀撑的扣件；接长立杆、纵向水平杆或剪刀撑的扣件50-9091-150151-280281-500501-12001201-320058132032500112352连接横向水平杆与纵向水平杆的扣件（非主节点处）5119、-9091-150151-280281-500501-12001201-3200581320325012357109钢管涂刷的油漆颜色均匀、美观。水平杆、立杆刷黄漆，剪刀撑刷兰漆。六安全防护1脚手板要铺满、铺平，探头板长度不得超过200mm，且用12短钢筋压盖用16#铁丝与小横杆绑扎牢固。2作业层的挡板、防护栏杆或安全网不得缺失，严格控制施工荷载，确保较大的安全储备。3须有良好的防雷措施，下端用扁钢与塔机相连。4外架搭设与拆除必须用安全网围挡，划分开安全区域，有专人指挥，并挂牌标识。5人行通道用钢管脚手架搭设，宽度不小雨2.5米，高度不小于3米，随时保持安全通道畅通，通道内除放消防器材外不得堆20、放物品。通道两侧用安全绿网防护。通道顶部满铺两层50厚脚手板，两层间间隔150-300mm高。6高空作业不得往下扔东西。施工操作层必须满铺脚手板，并固定，设防护架。做法如下：七结构承载计算（一）荷载1恒荷：落叶松脚手板0.4KN/m2、挡脚板0.36 KN/m、护栏0. 0376KN/m、安全网0. 049KN/m。2施工结构荷载标准值3KN/m2。（二）主要计算参数1钢管截面抵抗矩：WX=5.00103mm 3；2钢管截面惯性矩：IX=12.19104mm 4；3抗拉、抗压和抗弯容许应力：=0.205KN/m2；4抗剪容许应力：= 0.098KN/m2；5回转半径：r=15.8mm。（三）计21、算允许高度1采用公式HmaxH/（1+H/100）其中H=KAAf-1.3（1.2NG2+1.4NQ）h/1.2NG1；Hmax：脚手架最大允许搭设高度。A：脚手架内外排立杆的毛截面积之和。：格钩式压杆整体稳定系数。f：钢材抗压、抗弯强度设计值，为205KNmKA：与立杆截面有关的调整系数，内外立杆均为双立杆时为0.7。h：脚手架的步距：NG1：脚手架自重产生的轴力。NG2：脚手架板、栏杆、安全网等产生的轴力。NG：一个纵距内脚手板上堆放材料及操作人员等标准荷截所产生的轴力。2由h：=1.5，H=2h=3m，b=1.2m，查表取Af=100KN3由b=1.2m，I=1.2m，脚手板铺设3层，根22、据脚手板0.40 KN/m2、挡脚板0.036 KN/m、护栏0.376KN/m、安全网0.049KN/m，计算：NG2=（0.401.2+0.036+0.037+0.049）1.23=1.99KN4NQ=31.21.2=3.32KN（结构施工荷载标准值：3 KN/m2）5由h=1.5m，I=1.2m，查表NG1=0.38 KN（单立杆）双立杆：NG1= NG1+21.20.376+0.0144 =0.38+0.09+0.056=0.526KN6将以上数据代入计算公式：H=KAAf-1.3（1.2+ NG2+1.4NG）h/1.2NG1=0.7202-1.3（1.21.95+1.44.32） 23、1.5/1.20.526=100mHmax=H/（1+H/100）=100/（1+100/100）=50m本工程结构施工脚手架搭设最大高度约33m，由以上计算，双排双立杆脚手架最大搭设高度为50m，为确保施工安全，本工程结构施工脚手架3层以下为双排双立杆，3层以上为双排单立杆。（四）脚手架整体稳定1脚手架上部单位立杆部分高度为29m，折合步数19步，下部双立杆高度4m，折合步数3步。2按公式N/AKAKHKf进行计算：a求N值：最底部压杆轴力最大，为最不利。N=1.2（n1NG1+n1NG1+NG2）+1.4NQ=12（120.38+340.526+1.95）+1.44.32=35.32KNb24、计算值：由b=1.2m，H=3.0m，计算长细比：xx=H/（b/2） =3/（1.2/2） =5由b=1.2m，H=3.0m，查表=25yQX=YX=255=125由yQX=125查表得0.423c验算整体稳定性立杆采用双立杆，KA=0.7计算整体稳定性KH，KH=1/（1+H/100）=1/（1+50/100）=0.67N/A=27470/（0.4234489.3）=33.18N/mm2KAKFf=0.70.67205=96.145N/mm 233.18N/mm 2所以验算结果为安全；（五）验算单根钢管立杆的局部稳定1单根钢管最不利步距位置在30m以上的第一个步距（单根立杆的第一步）最不利25、的立杆为内立杆。本工程30m以上只有两步架。2验算公式：N1/A+KAKHf公式中N1为最不利位置的立杆所受的轴向压力，假设活荷载在操作层上均匀分布，N1计算如下：N1=0.51.2n1NG1+0.51.2（1.2n1NG2+1.4NG）/1.40 =0.51.2100.38+0.6（1.21.95+1.44.32）/1.4=5.87KNy1=h/i=1500/15.78=95.7，查表得0.489：操作处水平杆对立杆偏心传力生产的附加应力，取55N/mm 2单根钢管截面面积A1=489mm 2，由于计算部分为单管做立杆，KA=0.85KHKH =0.57所以N1/1A1+5870/（0.5726、489）+55=76.06 N/mm 2KAKHf=0.850.57205=99.3276.06 mm 2所以验算结果为安全；（六）脚手架抗风压强度验算及整体稳定验算本地区的基本风压值0=0.5KN/m2，脚手架高全封闭防护，连接点采用钢管扣件与混凝土外墙拉结。1计算风压标准值：荷载计算依据GBJ987，并根据脚手架计算有关规定乘以0.75调整系数：=0.75ZZstw。据脚手架计算有关规定Z=1Z：风压高度系数，据脚手架脚手架高度33m及城市市区地面粗糙程度，查GBJ987表6.2.1得Z=1.67stw：脚手架的风压体型系数，查GBJ987表6.3.1第32项得公式：stw=Z（1n）/（27、1）由于本工程外架采用双排架，n=2所以验算结果为安全；stw=s（1）为档风系数，可参考表3-182取值，=1.111据GBJ987表6.3.1第36项，由0d2=0.50.0482=0.0011522.53KN可满足安全要求。3验算架子整体稳定：按N/A+M/bA1KAKHf验算。计算格构式压杆的风载q：q=1.41=1.41.20.167=0.28KNmM=qh2/8=0.2832/8=0.315KNmM/bA1=0.315106/（12004892）=0.268N/mm 2N/a=76.06N/mm 2M/bA1+N/A=76.06+0.268=71.33N/mm 2KAKHf=0.728、0.67205=96.145N/mm 271.33N/mm 2所以验算结果说明安全。（七）验算大小横杆的强度与变形1小横杆计算：a强度验算：小横杆的间距C=0.6m，因为横载所占的比重比较小，因此计算偏于安全考虑可按下式计算小横杆所受的最大弯矩：Mmax=（q活+q恒）b2/8QI2/8q为组合后荷载q=1.2（GKC+Ggk）+1.4KQQKCGk：脚手板重量，为0.40KN/m2gk：钢管单位长度重量，gk =38.4N/mKQ：施工荷载标准值，取3000N/mm 2所以q=1.2（4000.6+38.4）+1.41.230000.6=3358.08N/mm 2Mmax=3358.081.29、22/8=604.45Nm= Mmax/W604.45/5.087=118.82=205 N/mm 2所以验算结果说明安全。b变形计算：偏于安全可近似进行如下计算：=5qb3/384EI =53322.112003/（3842.06105121900） =0.002971/150=0.0067满足要求。2大横杆强度验算：F1为大、小横杆相交部位支座反力的最大值F1=bq+aq=0.63322.1+0.53322.1=3654.3N因为活荷载约占90%，因此可近似按全活荷载考虑：Mmax=0.213F1=0.2133654.3=778.37N.M= Mmax/W=778.37/5078=153.30、29205 N/mm 2故大横杆强度满足要求。（八）影响脚手架承载力的因素主要影响脚手架承载能力的因素有以下几项：1脚手架主要失稳表现在整体失稳，一般情况局部稳定大于整体稳定；2脚手架的纵向刚度远大于横向刚度，故脚手架失稳主要发生在横向。施工中除应按规定设置小横杆外，高度超过24m的脚手架增设横向斜撑；横向斜撑应沿脚手架高度呈之字形设置；3设置连墙杆是脚手架稳定的关键，应使连墙杆强度可靠，同时还应尽量缩小连墙杆的竖向间距。4必须保证脚手架立杆基础的可靠性，否则将造成脚手架整失稳。八安全文明施工1外架搭设与拆除必须用安全网围挡，划分开安全区域，有专人指挥，并挂牌标识。2人行通道用钢管脚手架搭设，31、宽度不小雨2.5米，高度不小于3米，随时保持安全通道畅通，通道内除放消防器材外不得堆放物品。通道两侧用安全绿网防护。通道顶部满铺两层50厚脚手板，两层间间隔150-200mm高。3施工中必须支搭安全网和防护网。防护网要随墙逐层上升，并高出作业面1米以上，安全网和防护网要支搭牢固，拼接严密，连成整体，并经常清除网内杂物。4在主体结构施工中，及时将外墙外门及阳台外侧搭设临时防护栏，并每间隔300 mm用黑黄油漆涂刷。5大模板安装就位后，为便于浇捣混凝土，两道墙模搭设临时走道，严禁人员从外墙板上通过。6挑架提升时，挂钩人员必须带好安全带，起钩提升动作要协调一致，安装吊钩盒必须落实，钩头螺栓必须拧紧。32、7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。上岗人员定期体检，合格者方可持证上岗。8搭设脚手架人员必须戴安全帽、系安全带、穿防滑鞋。9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、泵送混凝土和砂浆的输送管的固定在脚手架上；严禁悬挂起重设备。10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。11在脚手架使用期间，严禁拆除下列杆件：主要节点处的纵横向水平杆，纵横向扫地杆，连墙件。12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。13.15搭设脚手架时，33、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。13钢筋对焊连接技术结构及外檐装修施工搭设钢管双排外脚手架，排距1m，柱距1.2m，每步架高度1.5m，全高全部搭设剪刀撑，每层与结构楼板用预埋铁焊接工具钢与架子拉结，预埋铁水平间距3.6m。架子外侧满挂绿色密眼安全网。隔层铺脚手板，脚手板为5cm厚木板。门口处减掉门中间的立杆、两侧使用双立杆，并加绑人字戗卸力。 精品文档 精品文档 精品资料 精品文档- 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