公寓楼脚手架施工方案

'公寓楼脚手架施工方案目录一、编制依据…………………………………………………………2二、工程概况…………………………………………………………2三、脚手架的设计……………………………………………………3四、外架搭设的准备工作……………………………………………6五、脚手架搭设工艺及要求…………………………………………8六、脚手架搭拆技术措施……………………………………………12七、架子的验收、管理及日常维护…………………………………15八、应急预案…………………………………………………………20九、脚手架的设计与验算……………………………………………20脚手架施工方案第-41-页共41页 脚手架施工方案一、编制依据1、xxxxxxx楼施工设计蓝图；2、《建筑施工扣件式钢管脚手架安全技术规范》（JGJ130-2011）；3、《建筑施工安全检查标准》（JGJ59-2011）；4、《建筑结构荷载规范》（GB50009-2001）；5、《高层建筑施工手册》；6、xxxxxxxx楼施工组织设计；7、xxx建设集团有限公司企业标准。二、工程概况1、工程基本概况工程名称建设单位施工单位设计单位监理单位建设性质工程地址结构类型计划开工日期计划竣工日期现场管理按省级文明工地标准进行布置和管理本公寓楼位于xxx中心医院家属院内，西环路西侧，用地呈“长方”脚手架施工方案第-41-页共41页 形。地下一层，地上三十层；为营业用房及住宅用房，建筑高度为95.80m。总建筑面积：33499.49m2；其中地下车库及设备用房2795.38m2；地上1-3层商业用房5272.88m2，高度14.6m,4-30层住宅面积为24095.42m2，高度95.8m。建筑结构形式为钢筋混凝土框架—剪力墙结构，建筑结构的等级为一级，建筑耐火等级；地上地下均为一级。抗震设防烈度为7度；使用年限为50年。2、建筑结构概况本工程一层至三层为框架结构，层高分别为：一层：4.8米；二层：4.5米；三层：5.1米。四层结构为转换层，层高为3.4米；四层以上为标准层：层高3.0米。本工程地下室面积2795.38m2，一层至三层每层面积为1782.06m2，标准层每层面积为892.15m2；商业部分外墙装饰为玻璃幕墙及干挂花岗岩，墙面较平整，住宅部分阳台、飘窗及竖板较多，且造型、装饰线条别致。3、本工程特点本工程周边居民较多且距离较近，必须加强安全文明施工措施，防止高空坠物的隐患防范措施，尽量做到不扰民。施工场地十分狭小，材料堆放场地有限，做好材料分批进场的计划。三、脚手架的设计根据本工程的外立面特征及项目部的总体部署，七层以下采用双排落地式钢管脚手架，七层及以上采用悬挑式钢管脚手架，每四层一挑，需挑6次。1、落地脚手架设计脚手架施工方案第-41-页共41页 地下室外架以基础底板作为基础，搭设高度为9.9米，便于地下室外墙模板加固施工，地下室施工完毕后，做外墙防水层及保护墙，并立即拆除进行回填。因地下室、一至三层商业用房与三层以上住宅用房建筑物平面尺寸（除东立面局部）全部缩进（详见附图）。地下室顶板（±0.000）至四层楼面搭设的脚手架高度为15.9米（包括1.5米的护身栏杆高度），立杆搭设在地下室顶板上。四层楼面至七层楼面搭设的脚手架高度为10.9米（包括1.5米的护身栏杆高度），立杆搭设在转换层裙房屋面现浇板（四层楼面）上。钢管采用Φ48×3.2mm，主杆纵距l=1.5m，立杆横距b=1.05m，立杆的步距为1.8（内侧）m，外侧大横杆步距900㎜。内立杆距墙0.34m。搭设最大高度为15.9米。首层硬防护从地面2.0m开始满铺竹笆片脚手板，随操作面层均设一道满铺竹笆片脚手板。脚手架与建筑物主体结构连接点的位置，其竖向间距H1=2h=2×1.8=3.6m，水平间距L1=3L=3×1.5=4.5m。根据规定，均布荷载Qk=2.0KN/㎡。2、悬挑脚手架设计七层开始采用悬挑型钢脚手架，每四层一挑，高度为12米。2.1悬挑式外脚手架采用16#工字钢做悬臂，间距为1.5米，在楼板上相应位置预埋2φ16钢筋“U”型卡环。预埋“U”型卡环的高度为300㎜，宽度为150㎜，在板内的锚固长度不小于30㎝，安放在楼板筋下面，并在环的两侧各附加2φ14钢筋，同楼板筋用扎丝绑牢。脚手架施工方案第-41-页共41页 2.2第2、3个卡环在工字钢末端200mm、400㎝处，工字钢从外墙皮向外350㎜与1250㎜处各焊10㎝长φ25钢筋，作为插设外架立管的固定端，在工字钢外立杆外边焊φ16吊环，工字钢与墙体相应位置预留200×300洞口。2.3悬挑架每四层一挑，立杆纵距L=1.5m，横距b=0.9m，步距高h=1.80m（内侧），外侧大横杆步距900㎜。2.4脚手架材料：φ48×3.2㎜钢架管，架板采用竹笆片脚手板，作业层满铺，脚手架外满挂安全密目网全封闭围护。0.3米高挡脚板钢管采用Φ48×3.2mm，主杆纵距l=1.5m，立杆横距b=1.05m，立杆的步距为1.8（内侧）m，外侧大横杆步距900㎜。内立杆距墙0.34m。搭设最大高度为15.9米。底层硬防护满铺竹笆片脚手板，并封堵严密。每步架高（1.800米）均设一道满铺竹笆片脚手板。脚手架与建筑物主体结构连接点的位置最大尺寸，其竖向间距H1=2h=2×1.8=3.6m，水平间距L1=3L=3×1.5=4.5m。根据规定，均布荷载Qk=2.0KN/㎡。3、临边防护设计“五临边”防护采用钢管搭设护身栏杆，立杆间距1.5米，高度1.2米，设置两道水平杆，宽度超出洞口两边各150mm按均分设置，栏杆设置在外墙内皮（包括阳台）。4、洞口防护设计“四口”防护：进行洞口作业以及在因工程和工序需要而生产的使人与物有坠落危险或危及人身安全的其他洞口进行作业时，必须设置防护设施：楼层上边长小于50cm脚手架施工方案第-41-页共41页 的洞口，必须架设盖板。盖板须能保持四周均衡，并有固定其位置的措施，边长为50—150cm的洞口，必须用木方作为龙骨用多层板或竹胶板作硬防护。大于150cm的洞口，四周除设防护栏杆外，洞口下面设一道水平安全网。5、安全通道的防护设计在楼的东北侧、和东南侧各设置一个安全通道，安全通道道长为6000mm，宽度为3000mm。护头棚高为3800mm(净高3000mm)，护头棚双层设置，两层之间距离为800mm，上下两层满铺不小于50mm厚的木脚手板，并在入口处明显位置挂安全标志牌，护头棚两侧用安全网封闭并挂设安全宣传标语。安全通道立杆采用双立杆，纵距1.5m,横距1.2m,大横杆间距1m，用直角扣件与立杆紧固。四、外架搭设的准备工作1、脚手架材质要求1.1钢管要求：采用国家标准《直缝电焊钢管》或《低压流体输送用焊接钢管》；钢管钢材牌号采用力学性能适中的Q235A，质量性能指标应符合现行国家标准《碳素结构钢》中Q235A的规定；钢管规格为Φ48×3.2mm，刷黄色油漆；钢管外径与壁厚偏差应在0.5mm以内。主杆弯曲对于4至6m的钢管应在20mm以内，对于3m~4m的钢管弯曲应在12mm以内，6m以内水平杆弯曲应在30mm以内。新旧钢管的尺寸、表面质量和外形必须符合有关规范规定。钢管上严禁打孔。1.2扣件要求：采用可锻铸铁扣件；脚手架施工方案第-41-页共41页 扣件不得有裂纹、气孔和和其他影响使用的铸铁缺陷；扣件上的螺栓必须为标准件，不得有滑丝、疏松现象。锈蚀严重的禁止使用。扣件与钢管的贴合面必须严格整形，保证与钢管扣紧时接触良好。扣件活动部位应灵活转动，旋转扣件的两旋转面间隙应小于1mm。扣件螺栓拧紧力矩为40~65N.M时扣件不得破坏。1.3脚手板要求：脚手板采用竹笆片脚手板，竹脚手板采用毛竹或楠竹制作。不得用腐朽的竹脚手板用于防护。1.4密目式安全网要求：购置的安全网必须有合格证及国家安检部门的生产许可证，不得使用腐蚀及损坏的安全网。1.5悬挑外架使用的16#工字钢的材质必须应符合现行国家标准《碳素结构钢》GB/T700或《低合金高强度结构钢》GB/T1591的规定。用于固定型钢悬挑梁的U型钢筋拉环或锚固螺栓材质应符合现行国家标准《钢筋混凝土用钢第1部分：热轧光圆钢筋》GB1499.1中HPB235级钢筋的规定。1.6其他材料：油漆、绑扎丝必须用名牌的，且有合格证。2、机具、工具准备钢管矫正设备一台砂轮切割机一台力矩扳手、安全带、安全网、防滑鞋等提前准备进场入库。3、人员劳动力安排固定6人常驻现场，根据现场需要增减劳动力，确保其他工序不受影响。架子工为特殊工种，必须要持证上岗，且在有效期内脚手架施工方案第-41-页共41页 4、搭设的施工准备工作4.1依据外架搭设的材料计划单,钢管、扣件提前进场。4.2所有的钢管都已除过锈并刷好油漆。4.3钢管、扣件有损伤的已挑选完毕。4.4对架子工人已进行三级安全教育，进行外架搭设安全技术交底。五、脚手架搭设工艺及要求1、脚手架搭设的工艺流程1.1落地脚手架搭设的工艺流程在牢固的地基弹线、立杆定位→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，绑扎防护及档脚板、立挂安全网。1.2悬挑外架搭设的工艺流程预埋钢筋套环→砼浇筑及养护→安装工字钢→搭第一排横杆→搭外架→加固→铺脚手板→挂安全网→本层主体结构施工→预埋钢丝绳拉环→浇筑上一层砼及养护→安装工字钢斜拉钢丝绳→往上搭设外架。2、架体基础要求2.1根据本工程实际情况，脚手架搭设主要坐落在地下室顶板上，且立杆下面采用14#槽钢作为支承点。2.2立杆基础的排水措施必须到位，使场地不得积水。脚手架施工方案第-41-页共41页 2.3型钢悬挑梁悬挑端设置能使脚手架立杆与钢梁可靠固定的定位点，定位点离悬挑梁端部不应小于100mm，定位点采用Φ20的钢筋头，长度100cm，确保立杆的间距。3、搭设的构造要求脚手架的搭设必须根据设计方案执行，脚手架搭设的横距、纵距、布距，连墙件的竖向间距及水平间距必须符合设计，不得随意改动，特殊情况必须经技术负责人同意后再做调整。3.1大横杆的要求：大横杆应设在立杆的内侧，其长度不得小于3跨。大横杆的接长采用对接扣连接，特殊情况采用搭接。大横杆的对接扣件应交错布置：两根相邻纵向水平杆的接头不宜设置在同步或同跨内，且在水平方向的距离不应小于500mm；各接头中心至最近主节点的距离不宜大于大横杆的1/3；采用搭接时，搭接长度不应小于1米，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纵向水平杆杆端的距离不应小于100mm；采用竹笆片脚手板，纵向水平杆应采用直角扣件固定在横向水平杆上，应等间距设置，间距不应大于400mm。3.2小横杆的要求：主节点处必须设置一根小横杆，用直角扣件且严禁拆除。此条为强制性条文，必须严格执行。作业层上非主节点处的小横杆，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。脚手板采用竹笆片脚手板，小横杆两端均应采用直角扣件固定在立杆上。脚手架施工方案第-41-页共41页 3.3脚手板的要求;每层脚手板均应满铺、铺稳，离开墙面120~150mm。竹笆片脚手板按其主竹筋垂直于纵向水平杆方向铺设，且采用对接平铺，四个角应用直径1.2mm的镀锌钢丝固定在大横杆上。立杆：每根立杆底部应设置底座和垫板脚手架必须设置纵横向扫地杆。纵向扫地杆应用直角扣件固定在底座上皮不大于200mm处的立杆上。横向扫地杆采用直角扣件固定在紧靠纵向扫地杆下方的立杆上。当基础不在同一高度时，必须将高处的总向扫地杆向地处延长两跨与立杆固定，高低差不应大于1米。靠边坡上方的立杆轴线到边坡的距离不应小于500mm。立杆必须用连墙件与建筑物可靠连接。立杆接头除顶层顶步外，其余各层各步接头必须采用对接扣件连接。3.4连墙件的要求：连墙件设置的数量除应满足立杆稳定性要求、连墙件的受力要求外，还应满足后面的要求，竖向间距最大2h，水平间距3h，每根连墙件覆盖面积不大于40平方米。连墙件应均布设置且靠近主节点，偏离主节点的距离不应大于300mm；连墙的设置优先采用菱形布置，无法采用菱形的采用方形、巨型布置。连墙件必须刚性连墙件与建筑物可靠连接。且能承受拉力和压力的构造。连墙杆或拉筋呈水平设置，特殊情况时，与脚手架连接的一端下斜连接，不应采用上斜连接方式。当脚手架下部暂不能设连墙时可搭设抛撑。脚手架施工方案第-41-页共41页 3.5剪刀撑的要求：每道剪刀撑跨越立杆的根数按下表规定确定。每道剪刀撑宽度不应小于4跨，且不应小于6米，斜杆与地面的倾角宜在45~60度之间。剪刀撑斜杆与地面的倾角α450500600剪刀撑跨越立杆的最多根数n765高度大于24m以上的双排脚手架在外立面整个长度和高度上连续设置剪刀撑。高度在24m以下的单、双排脚手架，均必须在外侧两端、转角及中间间隔不超过15m的立面上，各设置一道剪刀撑，并由底至顶连续设置。剪刀撑斜杆的接长采用搭接，搭接要求同大横杆。剪刀撑应用旋转扣件固定在与之相交的小横杆的伸出端或立杆上，转扣件中心线至主节点的距离不宜大于150mm。横向斜撑应在同一节间，有底至顶层呈之字型能连续布置；3.6过门洞要求：双排脚手架可挑空1.2根立杆，即在第一步大横杆处断开。悬空的立杆处用斜杆撑顶，逐根连接三步以上的大横杆，以使荷载分布在两侧立杆上，斜杆下端与地面的夹角要成60°左右，凡斜杆与立杆、大横杆相交处均应扣接。3.7斜道：为方便施工南、北侧各设置一个斜道，宽度同外架宽度同立杆横距（1.05米），坡度采用1：3。脚手板横铺时，应在横向水平杆下增设纵向支托杆，纵向支托杆间距不大于500mm。脚手架施工方案第-41-页共41页 脚手板顺铺时，接头采用搭接，下面的板头应压住上面的板头，板头的凸棱处采用三角木填顺。3.9安全网挂设要求：立网与架体连接应使用绑绳逐点绑扎，不得漏绑。立网网体不得作平网网体使用。六、脚手架搭拆技术措施1、脚手架的搭设技术措施1.1外脚手架不得搭设在距离外架空线路的安全距离内，并做好可靠的安全接地处理。1.2定期检查脚手架，发现问题和隐患，在施工作业前及时维修加固，以达到坚固稳定，确保施工安全。1.3外脚手架严禁钢竹、钢木混搭，禁止扣件、绳索、铁丝、竹篾、塑料篾混用。1.4外脚手架搭设人员必须持证上岗，并正确使用安全帽、安全带、穿防滑鞋。1.5严禁脚手板存在探头板，铺设脚手板以及多层作业时，应尽量使施工荷载内、外传递平衡。1.6保证脚手架体的整体性，不得与井架、升降机一并拉结，不得截断架体。1.7结构外脚手架每支搭一层，支搭完毕后，经项目部安全员验收合格后方可使用。任何班组长和个人，未经同意不得任意拆除脚手架部件。1.8严格控制施工荷载，脚手板不得集中堆料施荷，施工荷载不得大于3kN/m2，确保较大安全储备。1.9结构施工时不允许多层同时作业。脚手架施工方案第-41-页共41页 1.10当作业层高出其下连墙件3.6m以上、且其上尚无连墙件时，应采取适当的临时撑拉措施。1.11各作业层之间设置可靠的防护栅栏，防止坠落物体伤人。2、脚手架拆除技术措施2.1拆架前:2.1.1应全面检查脚手架的扣件连接、连墙件、支撑体系等是否符合构造要求；2.1.2应根据检查结果补充完善施工组织设计中的拆除顺序和措施，经主管部门批准后方可实施；2.1.3应由单位工程负责人进行拆除安全技术交底；2.1.4应清除脚手架上杂物及地面障碍物。2.2拆架时应划分作业区，周围设绳绑围栏或竖立警戒标志，地面应设专人指挥，禁止非作业人员进入。当脚手架采取分段、分立面拆除时，对不拆除的脚手架两端，应先按《建筑施工扣件式钢管脚手架安全技术规范》第7.4.3条、第6.4.4条、第6.6.4条、第6.6.5条设置连墙件和横向斜撑加固。2.3拆架的高处作业人员应戴安全帽、系安全带、扎裹腿、穿软底防滑鞋。2.4拆架程序应遵守“由上而下，先搭后拆”的原则，即先拆拉杆、脚手板、剪刀撑、斜撑，而后拆小横杆、大横杆、立杆等，并按“一步一清”原则依次进行。严禁上下同时进行拆架作业。2.5脚手架施工方案第-41-页共41页 拆立杆时，要先抱住立杆再拆开最后两个扣件，拆除大横杆、斜撑、剪刀撑时，应先拆除中间扣件，然后托住中间，再解端头扣件。2.6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2步，如高差大于2步，应增设连墙件加固；当脚手架拆至下部最后一根长立杆的高度（约6.5m）时，应先在适当位置搭设临时抛撑加固后，再拆除连墙件。2.7拆除时要统一指挥，上下呼应，动作协调，当解开与另一人有关的结扣时，应先通知对方，以防坠落。2.8拆架时严禁碰撞脚手架附近电源线，以防触电事故。2.9在拆架时，不得中途换人，如必须换人时，应将拆除情况交代清楚后方可离开。2.10拆下的材料要徐徐下运，严禁抛掷。运至地面的材料应按指定地点随拆随运，分类堆放，“当天拆当天清”，拆下的扣件和铁丝要集中回收处理。2.11高层建筑脚手架拆除，应配备良好的通讯装置。2.12输送至地面的杆件，应及时按类堆放，整理保养。2.13当天离岗时，应及时加固尚未拆除部分，防止存留隐患造成复岗后的人为事故。2.14如遇强风、大雨、雪等特殊气候，不应进行脚手架的拆除，严禁夜间拆除。2.15翻掀垫铺竹笆应注意站立位置，并应自外向里翻起竖立，防止外翻将竹笆内未清除的残留物从高处坠落伤人。3.脚手架的防电避雷措施脚手架施工方案第-41-页共41页 3.1防电措施脚手架在搭设和使用期间，要严防与带电体接触。钢脚手架需要穿过或靠近380V以内的电力线路，距离在2m以内时，应采取可靠的绝缘措施。对电线和钢脚手架等进行包扎隔绝。1.1.1钢脚手架采取接地处理。1.1.2在钢脚手架上施工的电焊机和混凝土振动器等，要放在干燥木板上。操作者要戴绝缘手套，经过钢脚手架的电线要严格检查并采取安全措施。3.2避雷措施3.2.1设置避雷针，采用直径30mm，壁厚3mm的镀锌钢管。3.2.2接地极：采用直径为25mm的圆钢。按照脚手架每40m设置一根。3.2.3接地线:采用截面为16mm2铜导线。接地线的连接保证接触可靠。七、架子的验收、管理及日常维护1、架子的验收、使用及管理1.1脚手架搭设完毕或分段搭设完毕，按规定对脚手架工程的质量进行检查，经检查合格后方可交付使用。1.2高度在20m及20m以下的脚手架，由单位工程负责人组织技术安全人员进行检查验收。高度大于20m的脚手架，由上一级技术负责人随工程进行分阶段组织单位工程负责人及有关的技术人员进行检查验收。脚手架施工方案第-41-页共41页 1.3架子未经检查、验收，除架子工外，严禁其他人员攀登。验收合格的架子任何人不得擅自拆改，需局部拆改时，要经设计负责人同意，由架子工操作。1.4工程的施工负责人，必须按架子方案的要求，拟定书面操作要求，向班组进行安全技术交底，班组必须严格按操作要求和安全技术交底施工。1.5脚手架的搭设和拆除严格执行该《专项施工方案》1.6验收时应具备下列文件1.6.1根据编制依据相关文件法规要求所形成的施工组织设计文件。1.6.2脚手架构配件的出厂合格证或质量分类合格标志。1.6.3脚手架工程的施工记录及质量检查记录。1.6.4脚手架搭设过程中出现的重要问题及处理记录。1.6.5脚手架工程的施工验收报告。1.7使用按3kN／m2考虑，因此架子上不准堆放成批材料，零星材料可适当堆放。1.8架子搭好后要派专人管理，未经安全科同意，不得改动，不得任意解掉架子与柱连接的拉杆和扣件。1.9架子上不准有任何活动材料，如扣件、活动钢管、钢筋，一旦发现应及时清除。1.10在六级以上大风、大雾和大雨天气下不得进行脚手架作业，雨后上架前要防滑措施。脚手架施工方案第-41-页共41页 1.11外架实行外挂立网全封闭。外挂安全网要与架子拉平，网边系牢，两网接头严密，不准随风飘。1.12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、泵送混凝土输送管等支撑固定在脚手架上，严禁任意悬挂起重设备。2、人员素质要求2.1高处作业人员必须年满18岁，两眼视力均不低于1.0，无色盲，无听觉障碍，无高血压、心脏病、癫痫、眩晕和突发性昏厥等疾病，无妨害登高架设作业的其他疾病和生理缺陷。2.2责任心强，工作认真负责，熟悉本作业的安全技术操作规程。严禁酒后作业和作业中玩笑戏闹。2.3明确使用个人防护用品和采取安全防护措施。进入施工现场，必须戴好安全帽，在无可靠防护2m以上处作业必须系好安全带，使用工具要放在工具套内。2.4操作工必须经过培训教育，考试、体检合格，持证上岗，任何人不得安排未经培训的无证人员上岗作业。2.5作业人员应定期进行体检(每年体检一次)。2.6作业所用材料要堆放平稳，高处作业地面环境要整洁，不能杂乱无章，乱摆乱放，所用工具要全部清点回收，防止遗留在作业现场掉落伤人。3、劳保用品(三宝)要求3.1安全帽脚手架施工方案第-41-页共41页 3.1.1安全帽必须使用建设部认证的厂家供货，无合格证的安全帽禁止使用。工程使用的安全帽一律由分公司统一提供，各分包外联单位不准私购安全帽。3.1.2安全帽必须具有抗冲击、抗侧压力、绝缘、耐穿刺等性能，使用中必须正确佩戴，安全帽使用期为2.5年。3.2安全带3.2.1采购安全带必须要有劳动保护研究所认可合格的产品。3.2.2安全带使用2年后，根据使用情况，必须通过抽验合格方可使用。3.2.3安全带应高挂低用(架子工除外)，注意防止摆动碰撞，不准将绳打结使用，也不准将钩直接挂在安全绳上使用，应挂在连接环上用，要选择在牢固构件上悬挂。3.2.4安全带上的各种部件不得任意拆掉，更新绳时要注意加绳套。3.3安全网 3.3.1安全网的技术要求必须符合国家标准，方准进场使用。 3.3.2安全网在存放使用中，不得受有机化学物质污染或与其他可能引起磨损的物品相混，当发现污染应进行冲洗，洗后自然干燥，使用中要防止电焊火花掉在网上。安全网拆除后要洗净捆好，放在通风、遮光、隔热的地方，禁止使用钩子搬运。3.4外架的安全管理3.4.1搭设好的脚手架需定期检查，是否有松动、变形的情况；3.4.2脚手架施工方案第-41-页共41页 检查是否有影响其他班组作业的部位，施工后未恢复的架体，定期清理外架上的物品及垃圾。3.4.3检查安全网是否有松动和被破坏的现象并及时更换。3.4.4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；3.4.5工地临时用电线路的架设及脚手架接地、避雷措施等。应按现行行业标准《施工现场临时用电安全技术规范》JGJ46-2005的有关规定执行；3.5日常维护管理要求3.5.1使用完毕的脚手架架料和构件、零件要及时回收、分类整理，分类存放。堆放地点要场地平坦，排水良好，下设支垫，钢管、角钢、钢桁架和其他钢构件最好放在室内，如果放在露天，应用毡、席加盖、扣件、螺栓及其他小零件，应用木箱。钢筋笼或麻袋、草包等容器分类贮存，放在室内；3.5.2弯曲的钢管杆件要调直，损坏的构件要修复，损坏的扣件、零件要更换；3.5.3做好防锈处理，钢管外壁在湿度较大地区（相对湿度大于75%），应每年涂刷防锈漆一次；其他地区可两年涂刷一次。涂刷时涂层不宜过厚。经彻底除锈后，涂一度红丹即可。3.5.4搬运长钢管时，应采取措施防止弯曲。拆架应拆成单片装运，装卸时不得抛丢，防止损坏；3.5.5脚手架使用的扣件、螺栓、螺母、垫板、连接棒、插销等小配件极易丢失。在安装脚手架时，多余的小配件应及时收回存放，在拆卸脚手架时，散落在地面上的小配件要及时收捡起来；脚手架施工方案第-41-页共41页 3.5.6健全制度，加强管理，减少损耗和提高效益是脚手架管理的中心环节。由架子工班（组）管理，采用谁使用、谁维护、谁管理的原则，并建立积极地奖罚制度、做到确保施工需要，用毕及时归库、及时清理和及时维修保养，减少丢失和损耗；八、应急预案针对外架搭拆及使用过程中易发生安全事故的危险源进行重点控制，检查，排查隐患，将安全隐患排除在萌芽状态。一旦险情发生，立即启动项目部成立的应急小组系统，按提前制定好的预案措施，迅速控制事故发展并快速、有效展开应急救援工作，达到降低事故损失的目的。九、脚手架的设计与验算1、落地脚手架验算说明：落地脚手架实际搭设最大高度为15.9米进行安全验算，并且按此计算方案进行搭设施工。1.1、脚手架参数脚手架搭设方式双排脚手架脚手架钢管类型Ф48×3.2脚手架搭设高度H(m)15.9脚手架沿纵向搭设长度L(m)40立杆步距h(m)1.8立杆纵距或跨距la(m)1.5立杆横距lb(m)1.05内立杆离建筑物距离a(m)0.341.2、荷载设计脚手板类型竹笆片脚手板脚手板自重标准值Gkjb(kN/m2)0.35脚手板铺设方式1步1设密目式安全立网自重0.01脚手架施工方案第-41-页共41页 标准值Gkmw(kN/m2)挡脚板类型18厚胶合板挡脚板栏杆与挡脚板自重标准值Gkdb(kN/m)0.14挡脚板铺设方式2步1设每米立杆承受结构自重标准值gk(kN/m)0.129横向斜撑布置方式6跨1设结构脚手架作业层数njj1结构脚手架荷载标准值Gkjj(kN/m2)3装修脚手架作业层数nzj1装修脚手架荷载标准值Gkzj(kN/m2)2地区陕西汉中安全网设置半封闭基本风压ω0(kN/m2)0.3风荷载体型系数μs1.25风压高度变化系数μz(连墙件、单立杆稳定性)1.2，0.9风荷载标准值ωk(kN/m2)(连墙件、单立杆稳定性)0.45，0.34计算简图：立面图脚手架施工方案第-41-页共41页 侧面图1.3、纵向水平杆验算纵、横向水平杆布置方式纵向水平杆在上横向水平杆上纵向水平杆根数n2横杆抗弯强度设计值[f](N/mm2)205横杆截面惯性矩I(mm4)横杆弹性模量E(N/mm2)横杆截面抵抗矩W(mm3)5080脚手架施工方案第-41-页共41页 纵、横向水平杆布置承载能力极限状态q=1.2×(0.038+Gkjb×lb/(n+1))+1.4×Gk×lb/(n+1)=1.2×(0.038+0.35×1.05/(2+1))+1.4×3×1.05/(2+1)=1.66kN/m正常使用极限状态q"=(0.038+Gkjb×lb/(n+1))+Gk×lb/(n+1)=(0.038+0.35×1.05/(2+1))+3×1.05/(2+1)=1.21kN/m计算简图如下：1.3.1抗弯验算Mmax=0.1qla2=0.1×1.66×1.52=0.37kN·mσ=Mmax/W=0.37×106/5080=73.66N/mm2≤[f]=205N/mm2满足要求！1.3.2挠度验算νmax=0.677q"la4/(100EI)=0.677×1.21×15004/(100××)=1.653mmνmax＝1.653mm≤[ν]＝min[la/150，10]＝min[1500/150，10]＝10mm满足要求！1.3.3支座反力计算承载能力极限状态Rmax=1.1qla=1.1×1.66×1.5=2.74kN正常使用极限状态Rmax"=1.1q"la=1.1×1.21×1.5=2kN脚手架施工方案第-41-页共41页 1.4、横向水平杆验算承载能力极限状态由上节可知F1=Rmax=2.74kNq=1.2×0.038=0.046kN/m正常使用极限状态由上节可知F1"=Rmax"=2kNq"=0.038kN/m1.4.1抗弯验算计算简图如下：弯矩图(kN·m)σ=Mmax/W=0.96×106/5080=188.25N/mm2≤[f]=205N/mm2满足要求！1.4.2挠度验算计算简图如下：脚手架施工方案第-41-页共41页 变形图(mm)νmax＝3.276mm≤[ν]＝min[lb/150，10]＝min[1050/150，10]＝7mm满足要求！1.4.3支座反力计算承载能力极限状态Rmax=2.77kN1.5、扣件抗滑承载力验算横杆与立杆连接方式单扣件扣件抗滑移折减系数0.85扣件抗滑承载力验算：纵向水平杆：Rmax=2.74/2=1.37kN≤Rc=0.85×8=6.8kN横向水平杆：Rmax=2.77kN≤Rc=0.85×8=6.8kN满足要求！1.6荷载计算脚手架搭设高度H15.9脚手架钢管类型Ф48×3.2每米立杆承受结构自重标准值0.129gk(kN/m)立杆静荷载计算1.6.1立杆承受的结构自重标准值NG1k单外立杆：NG1k=(gk+la×n/2×0.038/h)×H=(0.129+1.5×2/2×0.038/1.8)×15.9=2.56kN单内立杆：NG1k=2.56kN1.6.2脚手板的自重标准值NG2k1单外立杆：NG2k1=(H/h+1)×la×lb×Gkjb×1/2/2=(15.9/1.8+1)×1.5×1.05×0.35×1/2/2=1.36kN脚手架施工方案第-41-页共41页 单内立杆：NG2k1=1.36kN1.6.3栏杆与挡脚板自重标准值NG2k2单外立杆：NG2k2=(H/h+1)×la×Gkdb×1/2=(15.9/1.8+1)×1.5×0.14×1/2=1.03kN1.6.4围护材料的自重标准值NG2k3单外立杆：NG2k3=Gkmw×la×H=0.01×1.5×15.9=0.24kN构配件自重标准值NG2k总计单外立杆：NG2k=NG2k1+NG2k2+NG2k3=1.36+1.03+0.24=2.63kN单内立杆：NG2k=NG2k1=1.36kN立杆施工活荷载计算外立杆：NQ1k=la×lb×(njj×Gkjj+nzj×Gkzj)/2=1.5×1.05×(1×3+1×2)/2=3.94kN内立杆：NQ1k=3.94kN组合风荷载作用下单立杆轴向力：单外立杆：N=1.2×(NG1k+NG2k)+0.9×1.4×NQ1k=1.2×(2.56+2.63)+0.9×1.4×3.94=11.18kN单内立杆：N=1.2×(NG1k+NG2k)+0.9×1.4×NQ1k=1.2×(2.56+1.36)+0.9×1.4×3.94=9.66kN1.7、立杆稳定性验算脚手架搭设高度H15.9立杆截面抵抗矩W(mm3)5080立杆截面回转半径i(mm)15.8立杆抗压强度设计值[f](N/mm2)205立杆截面面积A(mm2)489连墙件布置方式两步两跨1.7.1立杆长细比验算立杆计算长度l0=Kμh=1×1.5×1.8=2.7m长细比λ=l0/i=2.7×103/15.8=170.89≤210轴心受压构件的稳定系数计算：脚手架施工方案第-41-页共41页 立杆计算长度l0=kμh=1.155×1.5×1.8=3.12m长细比λ=l0/i=3.12×103/15.8=197.37查《规范》表A得，φ=0.186满足要求！1.7.2立杆稳定性验算不组合风荷载作用单立杆的轴心压力设计值N=1.2(NG1k+NG2k)+1.4NQ1k=1.2×(2.56+2.63)+1.4×3.94=11.74kNσ=N/(φA)=11735.77/(0.186×489)=129.03N/mm2≤[f]=205N/mm2满足要求！组合风荷载作用单立杆的轴心压力设计值N=1.2(NG1k+NG2k)+0.9×1.4NQ1k=1.2×(2.56+2.63)+0.9×1.4×3.94=11.18kNMw=0.9×1.4×Mwk=0.9×1.4×ωklah2/10=0.9×1.4×0.34×1.5×1.82/10=0.21kN·mσ=N/(φA)+Mw/W=11184.52/(0.186×489)+.33/5080=163.96N/mm2≤[f]=205N/mm2满足要求！1.8脚手架搭设高度验算不组合风荷载作用Hs1=(φAf-(1.2NG2k+1.4NQ1k))×H/(1.2NG1k)=(0.186×489×205×10-3-(1.2×2.63+1.4×3.94))×15.9/(1.2×2.56)=51.67m组合风荷载作用Hs2=(φAf-(1.2NG2k+0.9×1.4×(NQ1k+MwkφA/W)))×H/(1.2NG1k)=(φAf-(1.2NG2k+0.9×1.4×NQ1k+MwφA/W))×H/(1.2NG1k)=(0.186×489×205×10-3-(1.2×2.63+0.9×1.4×3.94+0.21×1000×0.186×489/5080))×15.9/(1.2×2.56)=35.22mHs=35.22m>H=15.9m脚手架施工方案第-41-页共41页 满足要求！1.9连墙件承载力验算连墙件布置方式两步两跨连墙件连接方式(mm)扣件连接连墙件约束脚手架平面外变形轴向力N0(kN)3连墙件计算长度l0600连墙件截面面积Ac(mm2)489连墙件截面回转半径i158连墙件抗压强度设计值[f](N/mm2)205连墙件与扣件连接方式双扣件扣件抗滑移折减系数0.85Nlw=1.4×ωk×2×h×2×la=1.4×0.45×2×1.8×2×1.5=6.84kN长细比λ=l0/i=600/158=3.8，查《规范》表A.0.6得，φ=0.99(Nlw+N0)/(φAc)=(6.84+3)×103/(0.99×489)=20.28N/mm2≤0.85×[f]=0.85×205N/mm2=174.25N/mm2满足要求！扣件抗滑承载力验算：Nlw+N0=6.84+3=9.84kN≤0.85×12=10.2kN满足要求！2、悬挑外架验算说明：悬挑外架实际搭设最大高度为13.5米（包括1.5米的护身栏杆）进行安全验算，并且按此计算方案进行搭设施工。2.1参数信息2.1.1脚手架参数双排脚手架搭设高度为15m，立杆采用单立杆；搭设尺寸为：立杆的纵距为1.5m，立杆的横距为1.05m，立杆的步距为1.8m；内排架距离墙长度为0.34m；大横杆在上，搭接在小横杆上的大横杆根数为2根；采用的钢管类型为Φ48×3.2；横杆与立杆连接方式为单扣件；连墙件布置取两步两跨，竖向间距3.6m，水平间距3m，采用扣件连接；连墙件连接方式为双扣件；2.1.2活荷载参数施工均布荷载(kN/m2):3.000；脚手架用途:结构脚手架；同时施工层数:1层；2.1.3风荷载参数脚手架施工方案第-41-页共41页 本工程地处陕西汉中市，基本风压0.27kN/m2；风荷载高度变化系数μz，计算连墙件强度时取0.92，计算立杆稳定性时取0.74，风荷载体型系数μs为0.214；2.1.4静荷载参数每米立杆承受的结构自重荷载标准值(kN/m):0.1248；脚手板自重标准值(kN/m2):0.300；栏杆挡脚板自重标准值(kN/m):0.150；安全设施与安全网自重标准值(kN/m2):0.005；脚手板铺设层数:4层；脚手板类别:竹笆片脚手板；栏杆挡板类别:竹笆片脚手板挡板；2.1.5水平悬挑支撑梁悬挑水平钢梁采用16号工字钢，其中建筑物外悬挑段长度1.5m，建筑物内锚固段长度2.3m。锚固压点压环钢筋直径(mm):16.00；楼板混凝土标号:C30；2.1.6拉绳与支杆参数脚手架施工方案第-41-页共41页 钢丝绳安全系数为:6.000；钢丝绳与墙距离为(m):3.000；悬挑水平钢梁采用钢丝绳与建筑物拉结，最里面面钢丝绳距离建筑物1.2m。2.2、大横杆的计算按照《扣件式钢管脚手架安全技术规范》(JGJ130-2011)第5.2.4条规定，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。将大横杆上面的脚手板自重和施工活荷载作为均布荷载计算大横杆的最大弯矩和变形。2.2.1均布荷载值计算大横杆的自重标准值:P1=0.038kN/m；脚手板的自重标准值:P2=0.3×1.05/(2+1)=0.105kN/m；活荷载标准值:Q=3×1.05/(2+1)=1.05kN/m；静荷载的设计值:q1=1.2×0.038+1.2×0.105=0.172kN/m；活荷载的设计值:q2=1.4×1.05=1.47kN/m；图1大横杆设计荷载组合简图(跨中最大弯矩和跨中最大挠度)脚手架施工方案第-41-页共41页 图2大横杆设计荷载组合简图(支座最大弯矩)2.2.2强度验算跨中和支座最大弯距分别按图1、图2组合。跨中最大弯距计算公式如下:M1max=0.08q1l2+0.10q2l2跨中最大弯距为M1max=0.08×0.172×1.52+0.10×1.47×1.52=0.362kN·m；支座最大弯距计算公式如下:M2max=-0.10q1l2-0.117q2l2支座最大弯距为M2max=-0.10×0.172×1.52-0.117×1.47×1.52=-0.426kN·m；选择支座弯矩和跨中弯矩的最大值进行强度验算：σ=Max(0.362×106,0.426×106)/5080=83.858N/mm2；大横杆的最大弯曲应力为σ=83.858N/mm2小于大横杆的抗弯强度设计值[f]=205N/mm2，满足要求！2.2.3挠度验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：νmax=(0.677q1l4+0.990q2l4)/100EI其中：静荷载标准值:q1=P1+P2=0.038+0.105=0.143kN/m；活荷载标准值:q2=Q=1.05kN/m；最大挠度计算值为：ν=0.677×0.143×15004/(100×2.06×105×)+0.990×1.05×15004/(100×2.06×105×)=2.291mm；大横杆的最大挠度2.291mm小于大横杆的最大容许挠度1500/150mm与10mm，满足要求！2.3小横杆的计算根据JGJ130-2001第5.2.4条规定，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作为小横杆集中荷载，在最不利荷载布置下计算小横杆的最大弯矩和变形。2.3.1荷载值计算大横杆的自重标准值：p1=0.038×1.5=0.058kN；脚手架施工方案第-41-页共41页 脚手板的自重标准值：P2=0.3×1.05×1.5/(2+1)=0.158kN；活荷载标准值：Q=3×1.05×1.5/(2+1)=1.575kN；集中荷载的设计值:P=1.2×(0.058+0.158)+1.4×1.575=2.463kN；小横杆计算简图2.3.2强度验算最大弯矩考虑为小横杆自重均布荷载与大横杆传递荷载的标准值最不利分配的弯矩和；均布荷载最大弯矩计算公式如下:Mqmax=ql2/8Mqmax=1.2×0.038×1.052/8=0.006kN·m；集中荷载最大弯矩计算公式如下:Mpmax=Pl/3Mpmax=2.463×1.05/3=0.862kN·m；最大弯矩M=Mqmax+Mpmax=0.868kN·m；最大应力计算值σ=M/W=0.868×106/5080=170.953N/mm2；小横杆的最大弯曲应力σ=170.953N/mm2小于小横杆的抗弯强度设计值205N/mm2，满足要求！2.3.3挠度验算最大挠度考虑为小横杆自重均布荷载与大横杆传递荷载的设计值最不利分配的挠度和；小横杆自重均布荷载引起的最大挠度计算公式如下:νqmax=5ql4/384EIνqmax=5×0.038×10504/(384×2.06×105×)=0.024mm；大横杆传递荷载P=p1+p2+Q=0.058+0.158+1.575=1.79kN；集中荷载标准值最不利分配引起的最大挠度计算公式如下:νpmax=Pl(3l2-4l2/9)/72EIνpmax=1790.1×1050×(3×10502-4×10502/9)/(72×2.06×105×)=2.929mm；最大挠度和ν=νqmax+νpmax=0.024+2.929=2.953mm；小横杆的最大挠度为2.953mm小于小横杆的最大容许挠度1050/150=7与10mm,满足要求！脚手架施工方案第-41-页共41页 2.4扣件抗滑力的计算按规范表5.1.7,直角、旋转单扣件承载力取值为8.00kN，该工程实际的旋转单扣件承载力取值为8.00kN。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(《建筑施工扣件式钢管脚手架安全技术规范》5.2.5):R≤Rc其中Rc--扣件抗滑承载力设计值,取8.00kN；R--纵向或横向水平杆传给立杆的竖向作用力设计值；大横杆的自重标准值:P1=0.038×1.5×2/2=0.058kN；小横杆的自重标准值:P2=0.038×1.05/2=0.02kN；脚手板的自重标准值:P3=0.3×1.05×1.5/2=0.236kN；活荷载标准值:Q=3×1.05×1.5/2=2.362kN；荷载的设计值:R=1.2×(0.058+0.02+0.236)+1.4×2.362=3.684kN；R<8.00kN，单扣件抗滑承载力的设计计算满足要求！2.5脚手架立杆荷载的计算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：2.5.1每米立杆承受的结构自重标准值，为0.1248kN/mNG1=[0.1248+(1.50×2/2)×0.038/1.80]×15.00=2.352kN；2.5.2脚手板的自重标准值；采用竹笆片脚手板，标准值为0.3kN/m2NG2=0.3×4×1.5×(1.05+0.34)/2=1.251kN；2.5.3栏杆与挡脚手板自重标准值；采用竹笆片脚手板挡板，标准值为0.15kN/mNG3=0.15×4×1.5/2=0.45kN；2.5.4吊挂的安全设施荷载，包括安全网:0.005kN/m2NG4=0.005×1.5×15=0.112kN；经计算得到，静荷载标准值NG=NG1+NG2+NG3+NG4=4.166kN；活荷载为施工荷载标准值产生的轴向力总和，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=3×1.05×1.5×1/2=2.362kN；考虑风荷载时,立杆的轴向压力设计值为N=1.2NG+0.85×1.4NQ=1.2×4.166+0.85×1.4×2.362=7.81kN；不考虑风荷载时,立杆的轴向压力设计值为N"=1.2NG+1.4NQ=1.2×4.166+1.4×2.362=8.306kN；2.6立杆的稳定性计算风荷载标准值按照以下公式计算脚手架施工方案第-41-页共41页 Wk=0.7μz·μs·ω0其中ω0--基本风压(kN/m2)，按照《建筑结构荷载规范》(GB50009-2001)的规定采用：ω0=0.27kN/m2；μz--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：μz=0.74；μs--风荷载体型系数：取值为0.214；经计算得到，风荷载标准值为:Wk=0.7×0.27×0.74×0.214=0.03kN/m2；风荷载设计值产生的立杆段弯矩MW为:Mw=0.85×1.4WkLah2/10=0.85×1.4×0.03×1.5×1.82/10=0.017kN·m；考虑风荷载时,立杆的稳定性计算公式σ=N/(φA)+MW/W≤[f]立杆的轴心压力设计值：N=7.810kN；不考虑风荷载时,立杆的稳定性计算公式σ=N/(φA)≤[f]立杆的轴心压力设计值：N=N"=8.306kN；计算立杆的截面回转半径：i=1.58cm；计算长度附加系数参照《建筑施工扣件式钢管脚手架安全技术规范》(JGJ130-2011)表5.3.3得：k=1.155；计算长度系数参照《建筑施工扣件式钢管脚手架安全技术规范》(JGJ130-2011)表5.3.3得：μ=1.5；计算长度,由公式l0=kuh确定：l0=3.118m；长细比:L0/i=197；轴心受压立杆的稳定系数φ,由长细比lo/i的结果查表得到：φ=0.186立杆净截面面积：A=4.89cm2；立杆净截面模量(抵抗矩)：W=5.08cm3；钢管立杆抗压强度设计值：[f]=205N/mm2；考虑风荷载时σ=7809.975/(0.186×489)+17309.739/5080=89.275N/mm2；立杆稳定性计算σ=89.275N/mm2小于立杆的抗压强度设计值[f]=205N/mm2，满足要求！不考虑风荷载时σ=8306.1/(0.186×489)=91.322N/mm2；立杆稳定性计算σ=91.322N/mm2小于立杆的抗压强度设计值[f]=205N/mm2，满足要求！脚手架施工方案第-41-页共41页 2.7连墙件的计算连墙件的轴向力设计值应按照下式计算：Nl=Nlw+N0连墙件风荷载标准值按脚手架顶部高度计算μz＝0.92，μs＝0.214，ω0＝0.27，Wk=0.7μz·μs·ω0=0.7×0.92×0.214×0.27=0.037kN/m2；每个连墙件的覆盖面积内脚手架外侧的迎风面积Aw=10.8m2；按《建筑施工扣件式钢管脚手架安全技术规范》(JGJ130-2011)5.4.1条连墙件约束脚手架平面外变形所产生的轴向力(kN),N0=5.000kN；风荷载产生的连墙件轴向力设计值(kN)，按照下式计算：Nlw=1.4×Wk×Aw=0.563kN；连墙件的轴向力设计值Nl=Nlw+N0=5.563kN；连墙件承载力设计值按下式计算：Nf=φ·A·[f]其中φ--轴心受压立杆的稳定系数；由长细比l/i=340/15.8的结果查表得到φ=0.941，l为内排架距离墙的长度；A=4.89cm2；[f]=205N/mm2；连墙件轴向承载力设计值为Nf=0.941×4.89×10-4×205×103=94.331kN；Nl=5.563Ru＝12.742kN。经计算，选此型号钢丝绳能够满足要求。钢丝拉绳(斜拉杆)的拉环强度计算钢丝拉绳(斜拉杆)的轴力RU的最大值进行计算作为拉环的拉力N，为N=RU=12.742kN钢丝拉绳(斜拉杆)的拉环的强度计算公式为σ=N/A≤[f]其中[f]为拉环钢筋抗拉强度，按《混凝土结构设计规范》10.9.8每个拉环按2个截面计算的吊环应力不应大于50N/mm2；所需要的钢丝拉绳(斜拉杆)的拉环最小直径D=(12742×4/(3.142×50×2))1/2=12.7mm；实际拉环选用直径D=14mm的HPB235的钢筋制作即可。2.12锚固段与楼板连接的计算水平钢梁与楼板压点如果采用压环，拉环强度计算如下拉环未受拉力，无需计算，节点按构造做法即可。脚手架施工方案第-41-页共41页 附图1：附图2：脚手架施工方案第-41-页共41页 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