中渝国际外脚手架施工方案(修改)

'中渝·云都国际二标段工程外脚手架施工方案中渝·云都国际二标段建设工程卸料平台施工方案文件编号：YN3TH/B/Q-E-S-(第二直管部)-05受控状态：受控序号：云南省第三建筑工程公司第二直管部2010年10月30日59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案工程名称中渝云都国际施工单位云南省第三建筑工程公司方案名称外脚手架专项施工方案设计单位云南省设计院建设单位云南中渝置地发展有限公司监理单位云南新迪建设咨询监理公司工程概况：中渝、云都国际土建工程位于昆明市高新区西二环路以东，黄土坡公共气车站以南。建筑面积42918.5m2，建筑总高81.95M，地下2层，地上22层，地下室层高3.9m，1-4层层高4.8m，5-22层层高3.0m，一至三层为裙楼，四层以上分为A、B两栋塔楼。框架-剪力墙结构，基础为静压预应力砼管桩；抗震设防烈度8度；抗震设防类别丙类；建筑结构安全等级二级；结构设计使用年限50年。审核会签编制人王天伦邵维福项目技术负责人审核意见：审核人签字：项目经理审核意见：审核人签字：公司技术管理部审核意见：审核人签字：公司质安部门审核意见：审核人签字：工程项目监理审核意见：审核人签字：施工组织设计（或方案）审核会签栏59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案目录一、编制说明：4二、工程概况4三、搭设方案设计5四脚手架的构造措施及技术要求8五、搭设方法10六、脚手架检查验收17七安全防护措施18八、扣件钢管脚手架计算书20（一）、1.3M普通型钢悬挑脚手架计算书201、参数信息202、大横杆的计算223、小横杆的计算234、扣件抗滑力的计算255、脚手架立杆荷载的计算256、立杆的稳定性计算267、连墙件的计算278、悬挑梁的受力计算289、悬挑梁的整体稳定性计算3010、拉绳的受力计算3111、拉绳的强度计算3112、锚固段与楼板连接的计算3213、脚手架配件数量匡算32（二）、1.6M普通型钢悬挑脚手架计算书331、参数信息342、大横杆的计算363、小横杆的计算374、扣件抗滑力的计算385、脚手架立杆荷载的计算3959精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案6、立杆的稳定性计算407、连墙件的计算418、悬挑梁的受力计算429、悬挑梁的整体稳定性计算4410、拉绳的受力计算4411、拉绳的强度计算4512、锚固段与楼板连接的计算4613、脚手架配件数量匡算46九、脚手架的拆除47十、脚手架的安全注意事项48十一、防电避雷措施48十二、脚手架维护与管理49十三、脚手架的安全措施50十四、施工通道51十五、危险源识别与监控51十六、应急预案53十四、卸料平台5659精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案一、编制说明：脚手架搭设根据国家现行工程建设标准、施工规程规范、验收标准、技术规范。序号标准名称标准编号1《建设工程强制性条文标准》建标（2000）85号2《建筑工程施工安全检查标准》JGJ59-993《安全防范工程技术规范》GB50348—20044《施工企事业安全生产评价标准》JGJ/T77—20035《建筑施工扣件式钢管脚手架安全技术规范》JGJ130-20016《建筑施工高处作业安全技术规范》JGJ80-917《钢结构设计规范》GB50017-20038《建设工程安全生产管理条例》9《建筑施工企业安全生产许可证管理规定》10《中华人民共和国安全生产法》11《建筑施工手册》（第四版）12直缝电焊钢管GB/T1379313碳素结构钢GB/T700-200614钢管脚手架扣件GB1583115木结构设计规范GBJ516危险性较大的分部分项工程安全管理办法2009年5月13日文件17《云南建工集团总公司关于施工现场必须遵守安全生产若干规定的通知》18PKPM施工技术脚手架计算软件二、工程概况中渝·云都国际土建工程位于昆明市高新区西二环路以东，黄土坡公共汽车站以南。建筑面积42918.5m2，建筑总高81.95M，地下2层，地上22层，地下室层高3.9m，1-4层层高4.8m，5-22层层高3.0m，一至三层为裙楼，四层以上分为A、B两栋塔楼。本工程建筑物为框架-剪力墙结构，基础为静压预应力砼管桩；抗震设防烈度8度；抗震设防类别丙类；建筑结构安全等级二级；结构设计使用年限50年。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案三、搭设方案设计（一）搭设方案：根据工期要求，结合建筑物结构、特点及施工方法，建筑物脚手架包括：高层（1-5层）及群楼采用落地式双排脚手架；5层以上采用型钢悬挑外脚手架，分三次悬挑，高度按6层（18M）挑一次，即在五层、十一层、十七层各设挑杆。在计算过程时以最大悬挑高度20m考虑。外脚手架随建筑物结构进度搭设，主体结构施工期间，起安全维护作用，主体结构施工完用作装修脚手架。在施工过程中：落地架：内立杆距墙面250mm，立杆纵距1500mm，横距900mm，，步距1700mm；悬挑外挑脚手架：型钢采用16#工字钢，长度4.5m，型钢外挑长度从梁边1.65m，建筑物内锚固段2.5m，型钢外端用钢丝绳与上一层梁连接。伸入建筑物的一端同预埋钢环固定。连墙件采用预埋钢管扣件连接及抱柱连接。内立杆距墙面200mm，立杆纵距1500mm，横距600～1000mm，，步距1700mm；外挑工字钢梁不能直接落在悬挑楼板上，需在主梁下垫一块220×180×10的钢板（或30木板）。脚手架搭设大样见下图：59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案搭设方案高层（1-4层）搭设落地架，搭设高度18.6m；（5-22层）采用悬挑外挑脚手架，分三段搭设，分段搭设高度18m。（二）后浇带与脚手架位置结点处理落地架直接搭设在地下室顶板上，地下室顶板上的后浇带距建筑物较近，落地架与后浇带存在四种位置关系，第一种是落在后浇带外侧；第二种是落在后浇带内侧；第三种是内外排立杆分别落在后浇带两侧；第四种是一根立杆落在顶板上，另一根立杆落在后浇带上。考虑到顶板的受力情况，为有效保护顶板结构，后浇带位置处采用碗扣式脚手架满撑，间距@900×900，步距@1500。对第四种情况，如后浇带双侧有板，采用10槽钢垫在后浇带上，其中一根立杆落在槽钢上；如后浇带单侧有板，其中一根立杆落在底板上，立杆采用斜撑加固，与后浇带处底撑联成一体，以保证立杆稳定性。（三）剪刀撑设置剪刀撑宽度取3～5倍立杆纵距，斜杆与地面夹脚在45~60°，双排脚手架应在外侧立面整个长度和高度上连续设置剪刀撑，剪刀撑斜杆应用旋转固定在与之相交的横向水平杆的59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案出或立杆上，旋转扣件中心线距主节点的距离不应大于150mm，为增强脚手架的纵向稳定和整体性，在脚手架纵向传力结构的外侧隔一定距离沿高度由下而上连续设置纵向剪刀撑。（四）实施方案1、设计方案经过论证并通过后，组织工地项目部的施工人员、安全员、测量人员、操作班组负责人进行方案技术安全交底，进行讨论，使大家对脚手架的搭设方法有明确的了解并能严格按方案组织施工。2、根据脚手架方案进行材料准备并提前进行制作。3、根据脚手架方案在砼浇灌前由施工人员及操作班组负责人进行所需的压环、吊环筋进行埋设，砼浇灌完成后进行工字钢摆放并固定，经技术负责人、安全员检查合格后方进行后续的架体搭设。4、架体搭设前由技术负责人、安全员、施工员、操作班组长共同对操作班组人员进行技术、安全交底，并对操作班组人员进行特种作业证检查，如有人证不符的情况立即清出。5、在架体搭设过程中由施工员、安全员跟踪对架体的节点（如大角顶撑、钢绳倒提、架体拉结、架体堆物）进行检查，并在架体上设置标高进行沉降观测控制。6、每分段落地架和悬挑架体搭设完成后由项目部组织，建设单位、监理单位参与对架体进行分段检查验收，经检查合格后在架体的明显位置挂设外架验收牌。（五）劳动力及材料、机具配备1、劳动力配备：工种人数任务架子工30负责架子搭设及拆除测量放线工1负责脚手架垂直度、沉降观测控制2、机具配备：名称数量备注架子扳手30把架子工搭设和拆除架子用力矩扳手3把检查架子扣件拧紧力度是否达到要求倒链3把调整架子水平、垂直弯曲度59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案四脚手架的构造措施及技术要求（一）脚手架选用材料悬挑型钢采用16号工字钢。脚手架选用Φ48×3.0钢管，材质要符合《普通碳素结构钢》GB/T700中的A3钢的技术条件，钢管必须有出厂合格证。扣件选用直角扣件、旋转扣件、对接扣件。木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，且不得有超过允许的变形和开裂、腐朽等质量缺陷和变形。密目安全网必须达到每100cm2≥2000目，同时应保证阻燃性能达标。且必须有出厂合格证，并经检验合格。脚手架用钢管：1、表面应平直光滑，不应有裂纹、分层、压痕、划道和硬弯；2、外径偏差不大于-0.5mm，壁厚偏差不大于-0.3mm；3、端面应平整，偏差不超过1.7mm；4、钢管锈蚀深度应大于0.5mm，不得使用严重锈蚀的钢管；5、钢管长度规格必须按要求统一，不得长短参差不齐；6、扣件：所用铸铁不得有裂纹、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、浇铸口残余、披缝、毛刺、氧化皮等清除干净；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；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；当扣件夹住钢管时，开口处的最小距离应不小于5mm；扣件表面应进行防锈处理。7、钢制脚手板：钢制脚手板必须具备产品质量合格证；脚手板板面挠曲偏差小于12mm；脚手板板面任一角扭曲小于5mm；不得有裂纹、开焊与硬弯。（二）脚手架的搭设顺序1、落地脚手架的搭设顺序在地面基础上垫设木板→逐根树立杆并与第一排大横杆扣紧→安装第一排小横杆并与立杆扣紧→安装第二步大横杆与各立杆扣紧→安第二步小横杆→安装第三步大横杆→安第三步小横杆→安装第四步大横杆和小横杆→安装拉结杆→接立杆→加设剪刀撑→铺脚手板59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案→挂安全网。2、悬挑外脚手架的搭设顺序在预埋楼层预埋Φ14圆钢套环→楼板浇筑完成达到≥70%强度后放置工字钢并进行焊接→逐根树立杆并与第一排大横杆扣紧→安装第一排小横杆并与立杆扣紧→安装第二步大横杆与各立杆扣紧→安第二步小横杆→安第三步大横杆→第三步小横杆→安装第四步大横杆和小横杆→安装拉结杆、安装并拉紧钢丝绳（每5层设一道）→接立杆→加设剪刀撑→铺脚手板→挂安全网→张拉卸荷钢丝绳（三）、搭设要求1、用扣件、钢管搭设的脚手架，是施工临时结构，它要承受施工过程中的各种垂直和水平荷载。因此，必须有足够的承载能力、刚度和稳定性。2、在大横杆与立杆的交点处，必须设置小横杆并与大横杆卡牢。整个架子按不大于二步三跨用钢管将架体与结构拉接，以保证脚手架成为一个稳固的结构。3、外脚手架的搭设：沿建筑物周围连续封闭，如因条件限制不能封闭时，应设置必要的横向支撑，端部设置连墙点。4、装设连墙件或其它撑拉杆件时，应注意掌握撑拉的松紧程度，避免引起杆件和整架的显著变形。5、工人在架上进行搭设作业时，作业面上宜铺设必要数量的脚手板并作临时固定。工人必须戴安全帽并配挂安全带，不得单人进行装设较重杆配件和其它易发生失衡、脱手碰撞、滑跌等不安全作业。6、在搭设中不得随意改变构架设计，减少杆配件设置和对立杆纵距作构架尺寸放大，确有实际情况需要对构架作调整和改变时，应提交技术主管人解决。7、脚手架搭设完毕，应组织现场项目技术负责人进行分段检查验收。8、杆件结点应有可靠连接，扣件的拧紧程序应控制在扭力矩达到40-60N/m。9、脚手架立杆垂直度应≤1/300，且应控制其最大垂直偏差值不大于75mm。10、脚手架纵向平杆的水平偏差≤1/250，且全架长的水平偏差不大于50mm。11、随外架的搭升挂设安全网，安全网用尼龙绳绑扎固定在钢管上，不得随意松脱。尼龙绳必须穿预留孔，不得直接穿过安全网。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案12、悬挑梁应采用型钢，禁止采用Φ48×3.0mm的钢管做悬挑梁；13、搭设落地式外脚手架，立杆地基承载力应按要求进行设计计算，基础应做混凝土硬化处理。禁止立杆基础不进行夯实平整、不设置排水沟的做法；14、搭设外脚手架的同时必须搭设登高措施（斜道），人行斜道宽度不小于1m，坡度不大于1:3；禁止不按要求搭设登高措施（斜道），而采用攀爬结构楼梯模板上下作业层的做法。15、搭设施工悬挑脚手架，必须执行集团总公司《关于规范建筑施工悬挑式脚手架安全技术管理的通知》（云建总发〔2006〕102号）和昆明市建筑安全监督站《关于建筑施工悬挑式脚手架悬挑梁的设计使用规定》（市建安监〔2006〕24号）的规定，悬挑梁应采用型钢或定型桁架，禁止采用Φ48×3.0钢管做悬挑梁。悬挑脚手架搭设主要节点大样如下图：五、搭设方法（一）搭设方法根据施工方案、安全技术交底、脚手架搭设要求，按脚手架的搭设顺序，逐层搭设，每次搭设高度应高于施工楼层一步架，不得超过二步架。1、悬挑工字钢：一端由预埋件固定于楼板上，一端通过钢丝绳拉吊，其间距同立杆间距相对应，通过预埋锚固直径为Φ14的钢筋抱箍与结构楼板固定，锚固段应置于下层板筋位置，59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案纵横向增加板筋2Φ14或与梁主筋连接，做法详附图。每根立杆必须落在型钢面上。型钢上安装立杆的位置焊一根长150mm的短钢筋，焊接前需在工字钢面上引孔，引孔位置应选在工字钢表面居中位置，避免立杆产生倾斜及弯扭作用，再将短筋放在引孔位置满焊，以防止钢管产生滑移。悬挑钢梁其上部脚手架构造同落地式脚手架。预埋件直接关系到脚手架的安全性能，应按照附图大样放线定位预埋，楼板钢筋拉环为A14，预埋深度不低于100mm。悬挑工字钢梁安装的顺序及操作要求如下：安装安全防护、设定起挑梁拱高度：将下一步脚手架搭设升高1.2-1.5m，安装好防护栏杆、防护网，并把外排大横杆水平标高调整到高于该楼面30mm~50mm水平高度，（即预先设定挑梁拱端头高度）。悬挑工字钢梁安装；当建筑外檐为直线时、应先在同一平行面两端量出立杠定位尺寸先安装两端挑梁、在立杠栓钉上拉线依次控制中部每一榀挑梁进出位置。悬挑工字钢梁垫平、锚固；每一榀挑梁工字钢安装于结构预留两排A16mm锚固筋中间、完成上述定位和测量起拱高度后，应将混凝土与型钢下的缝隙、用钢片在结构梁顶部垫实。将预留钢筋套钢管沿工字钢顶部90度打弯、电焊封闭打弯水平面后再于工字钢顶端点焊牢固。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案检验与水平防护：每一榀挑梁工字钢安装完成后、在班组自检合格基础上，专职安质员即使跟踪检验，发现不合格时立即纠正。检验合格后应在型钢挑梁上铺50板钉15mm厚层板完成水平封闭。变形观测点：悬挑工字钢梁如同脚手架“基础”。搭设过程完成一步脚手架搭设后，由工长将该楼层0.5米或1米水平控制线引测到立杠上，施工中每搭四步架子作一次水平观测。观测记录应有项目技术负责人签字认可，发现异常情况立即采取卸荷措施。斜拉钢绳的安装：该挑架的受力是通过斜拉钢丝绳将一部分脚手架的荷栽传递到上部楼层，施工上部楼层时需按图作好钓钩预埋，待上部楼层混凝土强度达到设计所需的强度等级时，即可以安装，用花篮螺栓拉紧钢绳。斜拉钢绳穿过端部节点应焊接防滑钢筋，其作用是防止受拉钢绳受力向内滑移。斜拉钢绳安装时先用三个钢绳卡掐紧挑梁端头，随后再安装上部预流钓钩位置，在拧紧钢绳卡前用紧线钳将钢绳施加预应力、拧紧钢绳卡、涨拉绷紧后用花篮螺栓拉紧钢丝绳。做法详附图。2、立杆设置：（1）每根立杆底部设置底座或垫板；（2）脚手架必须设置纵、横向扫地杆。纵向扫地杆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低处延长两跨与立杆固定，高低差不大于1m。靠边坡上方的立杆轴线到边坡的距离不小于500mm；（3）脚手架底层步距不大于2m；(4)立杆必须用连墙件与建筑物可靠连接，连墙件布置方式为2步3跨（5）立杆接长除顶层顶步可采用搭接外，其余各层各步接头必须采用对接扣件连接。对接，搭接应符合下列规定：1）立杆上的对接扣件应交错布置：两根相邻立杆的接头不应设置在同步内，同步内隔一根立杆的两个相隔接头在高度方向错开的距离不宜小于500mm；各接头中心在主节点的距离不宜大于步距的1/3；2）搭接长度不小于1m59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案，应采用不少于2个旋转扣件固定，端部扣件盖板的边缘距离不小于100mm。（6）立杆顶端高出女儿墙上皮1m，高出檐口上皮1.5m；3、纵向水平杆（1）纵向水平杆设置在立杆内侧，其长度不宜小于3跨；（2）纵向水平杆接长采用对接扣件连接，对接扣件交错布置，两根相邻纵向水平杆的接头不宜设置在同步或同跨内；不同步或不同跨两个相邻接头在水平方向错开的距离不应小于500mm；各接头中心至最近主节点的距离不能大于0.50m；（3）纵向水平杆应作为横向水平杆的支座，用直角扣件固定在立杆上；4、横向水平杆（1）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。主节点处两个直角扣件的中心距不应大于150mm，内排脚手架的外伸长度250mm；（2）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1/2；（3）当使用冲压钢脚手板，木脚手板，竹串片脚手板时，双排脚手架的横向水平杆两端均应采用直角扣件固定在纵向水平杆上；5、纵、横向扫地杠纵向扫地杠采用直角扣件固定在距底座下皮30mm处的立柱上，横向扫地杠则用直角扣件固定在紧靠纵向扫地杠下方的立柱上。6、剪刀撑设置：在架子的外侧立面沿整个长度和高度上连续设置剪刀撑。剪刀撑斜杆的接长采用搭接（搭接要求同立杆）。剪刀撑斜杆应用旋转扣件固定在与之相交的横向水平杆的伸出端或立杆上，旋转扣件中心线至主节点的距离≤150mm。剪刀撑除在外侧立面设置外，正立面、背立面在建筑物转角处起每隔12-15m设置一道，剪刀撑沿架高连续布置。在相邻两排剪刀撑之间，每隔10-15m高加设一组长剪刀撑，剪刀撑的斜杆除两端用旋转扣件与脚手架的立杆或大横杆扣紧外，在其中间应增加2-4个结点，剪刀撑斜杆与地面夹角为45-60度。7、脚手板铺设规定（1）作业层脚手板应铺满，铺稳，离开墙面120～150mm，挡脚板高度为180mm，每隔2层挡脚板设置一道；59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案（2）木脚手板，应设置在三根横向水平杆上。当脚手板长度小于2m时，可采用两根横向水平杆支承，但应将脚手板两端与其可靠固定，严防倾翻。脚手板采用对接平铺，接头处必须设两根横向水平杆，脚手板外伸长应取130～150mm,两块脚手板外伸长度的和不应大于300mm；3）作业层端部脚手板探头长度应取150mm,其板长两端均应与支承杆可靠地固定；（4）铺设的脚手板应铺平铺稳，必要时应予绑扎牢固。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案8、连墙件为了增强脚手架的侧向刚度及稳定性，在外脚手架于建筑物之间设置连接杆，设置说明如下：（1）连墙件的连墙杆采用Φ48×3.5钢管，连墙杆与脚手架、连墙杆与建筑物的连接采用双扣件连接，连墙杆与建筑物连接如下图：（2）连墙件均匀布置，呈梅花形；连墙件靠近主节点设置，偏离主节点的距离小于300mm。（3）连墙件必须从底步第一根纵向水平杆处开始设置。连墙件中的连墙杆要求水平并垂直于墙面设置，当不能水平设置时，与脚手架连接的一端下斜连接，不能采用上斜连接。（4）连接杆尽可能设置在立杆与大、小横杆的连接处，与脚手架架体垂直，如在规定的位置上设置有困难，应在邻近点补足。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案9、斜道的构造要求（1）斜道附着在建筑外脚手架上，斜道的杆件独立设置。（2）斜道的宽度不宜小于1.0m，坡度采用1：3（高：长），拐弯处设置不小于1.2m宽的休息平台。（3）斜道两侧及平台外围均必须设置栏杆及挡脚板。栏杆高度为1.2米，挡脚板高度为180mm。（4）脚手板采用顺铺，接头采用搭接，下面的板头应压住上面的板头，板头的凸棱处应用三角木填顺。（5）斜道脚手板应每隔250～300mm设一根防滑木条，木条厚度采用20～30mm。10、安全设施脚手架的外侧要满挂安全立网，立网的下口与立杆或建筑物要牢固的扎结，固定点的间距应不大于50cm，下边沿设挡脚板，上下两网之间的拼接要严密。立网平网与施工作业面边沿的最大间缝不得大于lOcm，落地架与悬挑架距墙250mm大于100mm，应采用水平兜网，防治高处坠落。（二）脚手架使用规定1、作业层每1m2架面上使用的施工荷载（人员、材料和机具）不得超过3KN/m2。2、架板上堆放的砂浆和容器总重不得大于1.5KN。3、在架面上设置的材料应堆放整齐、稳固，不影响施工操作和人员通行。4、在作业中，禁止随意拆除脚手架的基本构架杆的整体性杆件，连接紧固件和连墙件，确因操作要求需要临时拆除时，必须经主管人员同意，采取相应弥补措施，并在作业完毕后，及时予以复原。5、工人在架上作业时，应注意自我安全保护和他人的安全，避免发生碰撞、闪失和落物，严禁在架上戏闹和坐在栏杆上等不安全处休息。6、施工人员上下脚手架请走安全防护的出入通道，严禁攀爬脚手架上下。7、在每步的作业完成之后，必须将架上剩余材料移至室内，在作业期间，应及时清理落入安全网内的材料和物品，在任何情况下，严禁自架上向下抛掷材料物品和倾倒垃圾。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案（三）脚手架搭设的允许偏差序号项目允许偏差（mm）1立杆垂直度：HMAN=30M±1002间距步距偏差±20柱距偏差±50排距偏差±203大横杆高差杆两端±20搭设注意事项：序号搭设注意事项1在外脚手架搭设过程中，必须严格按规定的构造方案和尺寸进行搭设，并及时与结构拉结或采用临时支顶，确保搭设过程的安全。2脚手架里、外两排立杆搭设均要竖直，相邻两立杆的接头上下应错开500，并不得在同一步距内，搭设第一节立杆时应选用长短不一的钢管。3搭设过程中应随时校正杆件垂直度和水平偏差，避免偏差过大。4剪刀撑从底到顶沿外架连续布置5加强对使用材料的检查、检查钢丝绳规格是否符合要求、是否断丝、磨损，检查钢管是否合格，是否变形，检查扣件是否松动，螺栓螺纹是否有损，检查钢管型号、质量等，变形和不合格的扣件、钢管和钢丝绳等材料一律不准在本工程中使用。6大横杆的对接扣件，开口应朝架子内侧，螺栓向上，螺栓应适度拧紧六、脚手架检查验收脚手架未经验收不得投入使用，脚手架检查与验收标准见下表:序号项目容许偏差检查方法1立杆垂直度≤H/200≤100吊线2间距步距偏差±20钢卷尺柱距偏差±50排距偏差±203大横杆高差一根杆两端±20水平仪水平尺同跨内、外大横杆高差±104扣件螺栓拧紧扭力距40-60Nm扭力扳手5剪刀撑与地面倾角45°-60°角尺6脚手板外伸长度对接100≤a≤150卷尺搭接a≥10059精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案1、脚手架搭设过程中由专业工长、质安员组织分楼层对砼浇灌前型钢压环、吊环预埋、焊接及浇灌后型钢摆放进行检查、验收，验收合格、经安全负责人核定后方能使用。2、脚手架落地脚手架和悬挑脚手架分段搭设完毕后，由项目经理组织，项目安全负责人主持，建设单位、监理公司、专业工长、质安员、操作班组负责人参加，对分段脚手架进行检查验收，落地脚手架和悬挑脚手架全体搭设完毕后，由项目经理组织，项目安全负责人主持，对整体脚手架进行检查验收。3、脚手架使用过程中，由专业工长、质安员随时进行检查，项目安全负责人定期进行检查。主要检查：杆件的连接是否稳定，底座是否松动，扣件是否松动，架体是否变形，沉降，架体堆物、安全防护是否符合要求等。4、脚手架的检查与验收应严格按照《建筑施工扣件式钢管脚手架安全技术规范》（JGJ130-2001）第8条检查与验收相关条款及《建筑施工安全检查标准》（JGJ59-99）表悬挑式脚手架检查评分表中所列项目和施工方案要求的内容进行检查。七安全防护措施（一）、结构临边与施工洞口防护措施1、临边防护：在结构四周边线内50mm处设置全封闭式护身栏，使用材料均采用Ф48X3.0钢管。其高度不低于1.2m，立杆间距不大于2.5m，竖向每隔0.6m设一道通长大横杠，每隔一根立杆设一道三脚架。沿钢管长度方向挂醒目标志牌；护身栏杆四周满挂米目安全网、白天警示牌、夜间设红色标志灯；临边四周1.0m范围内不准堆放堆料、停放机具。2、施工洞口防护施工洞口边长大于1.5m采用钢管搭设，边长0.25~1.5米洞口采用结构预留钢筋网点焊牢固、上铺15mm厚层板防护，详见附图。(二)、楼梯间与电梯井道、门洞防护措施1、楼梯间防护59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案楼梯的侧边利用脚手架做安全防护，架子立管从梯井内搭设，侧边沿楼梯坡度做一道1.2m高的护身栏杠，侧边底部设18cm高的挡脚板。2、电梯井道、门洞防护结构施工期间，电梯井道采用四根立杆、每步1.7m井字形排列水平杆件、随结构施工向上搭设，操作层搭高一步防护。井道内脚手架每隔10层即30m左右隔断。分段处设置在楼层，采用两根16号工字钢支撑梁，工字钢顶面焊接Φ25、高150mm栓钉定位立杆。井道内每隔3层设置水平钢筋网片，上铺层板，钢筋网片在砼楼板浇灌时采用楼板钢筋网双倍间距拉通布置，详见附图。没一井道门洞，应按附图加工，安装1.2m防护门。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案八、扣件钢管脚手架计算书（一）、1.3m普通型钢悬挑脚手架计算书中渝云都国际工程；工程建设地点:中渝·云都国际土建工程位于昆明市高新区西二环路以东，黄土坡公共汽车站以南；框剪结构；地上22层；地下2层；建筑高度：81.95m；地下室层高3.9m，1-4层层高4.8m，5-22层层高3.0m。本工程由云南中渝置地发展有限公司投资建设，云南省设计院设计，云南省第三建筑工程公司组织施工；由陈云周担任项目经理，陈林丽担任技术负责人。型钢悬挑扣件式钢管脚手架的计算依据《建筑施工扣件式钢管脚手架安全技术规范》(JGJ130-2001)、《建筑结构荷载规范》(GB50009-2001)、《钢结构设计规范》(GB50017-2003)、《建筑施工安全检查评分标准》(JGJ59-99)、《建筑施工高处作业安全技术规范》(JGJ80-91)以及本工程的施工图纸。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案1、参数信息1．1.脚手架参数双排脚手架搭设高度为20m，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0.6m，立杆的步距为1.7m；内排架距离墙长度为0.60m；大横杆在上，搭接在小横杆上的大横杆根数为2根；脚手架沿墙纵向长度为27.00m；采用的钢管类型为Φ48×3.0；横杆与立杆连接方式为单扣件；连墙件布置取两步三跨，竖向间距3.4m，水平间距4.5m，采用扣件连接；连墙件连接方式为双扣件；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:2层；1.3.风荷载参数本工程地处云南昆明市，基本风压0.3kN/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；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):0.350；栏杆挡脚板自重标准值(kN/m):0.140；安全设施与安全网自重标准值(kN/m2):0.005；脚手板铺设层数:11层；脚手板类别:木脚手板；栏杆挡板类别:木脚手板挡板；1.5.水平悬挑支撑梁悬挑水平钢梁采用14号工字钢，其中建筑物外悬挑段长度1.3m，建筑物内锚固段长度2m。锚固压点压环钢筋直径(mm):14.00；楼板混凝土标号:C35；1.6.拉绳与支杆参数59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案钢丝绳安全系数为:7.000；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。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案2、大横杆的计算按照《扣件式钢管脚手架安全技术规范》(JGJ130-2001)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。2.1.均布荷载值计算大横杆的自重标准值:P1=0.033kN/m；脚手板的自重标准值:P2=0.35×0.6/(2+1)=0.07kN/m；活荷载标准值:Q=3×0.6/(2+1)=0.6kN/m；静荷载的设计值:q1=1.2×0.033+1.2×0.07=0.124kN/m；活荷载的设计值:q2=1.4×0.6=0.84kN/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)图2大横杆设计荷载组合简图(支座最大弯矩)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=0.08×0.124×1.52+0.10×0.84×1.52=0.211kN·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=-0.10×0.124×1.52-0.117×0.84×1.52=-0.249kN·m；选择支座弯矩和跨中弯矩的最大值进行强度验算：σ=Max(0.211×106,0.249×106)/4490=55.457N/mm2；大横杆的最大弯曲应力为σ=55.457N/mm2小于大横杆的抗弯强度设计值[f]=20559精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案N/mm2，满足要求！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=0.033+0.07=0.103kN/m；活荷载标准值:q2=Q=0.6kN/m；最大挠度计算值为：ν=0.677×0.103×15004/(100×2.06×105×107800)+0.990×0.6×15004/(100×2.06×105×107800)=1.514mm；大横杆的最大挠度1.514mm小于大横杆的最大容许挠度1500/150mm与10mm，满足要求！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。3.1.荷载值计算大横杆的自重标准值：p1=0.033×1.5=0.05kN；脚手板的自重标准值：P2=0.35×0.6×1.5/(2+1)=0.105kN；活荷载标准值：Q=3×0.6×1.5/(2+1)=0.900kN；集中荷载的设计值:P=1.2×(0.05+0.105)+1.4×0.9=1.446kN；小横杆计算简图59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案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=1.2×0.033×0.62/8=0.002kN·m；集中荷载最大弯矩计算公式如下:Mpmax=Pl/3Mpmax=1.446×0.6/3=0.289kN·m；最大弯矩M=Mqmax+Mpmax=0.291kN·m；最大应力计算值σ=M/W=0.291×106/4490=64.808N/mm2；小横杆的最大弯曲应力σ=64.808N/mm2小于小横杆的抗弯强度设计值205N/mm2，满足要求！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=5×0.033×6004/(384×2.06×105×107800)=0.003mm；大横杆传递荷载P=p1+p2+Q=0.05+0.105+0.9=1.055kN；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=1054.95×600×(3×6002-4×6002/9)/(72×2.06×105×107800)=0.364mm；最大挠度和ν=νqmax+νpmax=0.003+0.364=0.367mm；小横杆的最大挠度为0.367mm小于小横杆的最大容许挠度600/150=4与10mm,满足要求！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):59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案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=0.033×1.5×2/2=0.05kN；小横杆的自重标准值:P2=0.033×0.6/2=0.01kN；脚手板的自重标准值:P3=0.35×0.6×1.5/2=0.158kN；活荷载标准值:Q=3×0.6×1.5/2=1.35kN；荷载的设计值:R=1.2×(0.05+0.01+0.158)+1.4×1.35=2.151kN；R<8.00kN，单扣件抗滑承载力的设计计算满足要求!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：(1)每米立杆承受的结构自重标准值，为0.1297kN/mNG1=[0.1297+(1.50×2/2)×0.033/1.70]×20.00=3.182kN；(2)脚手板的自重标准值；采用木脚手板，标准值为0.35kN/m2NG2=0.35×11×1.5×(0.6+0.6)/2=3.465kN；(3)栏杆与挡脚手板自重标准值；采用木脚手板挡板，标准值为0.14kN/mNG3=0.14×11×1.5/2=1.155kN；(4)吊挂的安全设施荷载，包括安全网:0.005kN/m2NG4=0.005×1.5×20=0.15kN；经计算得到，静荷载标准值NG=NG1+NG2+NG3+NG4=7.952kN；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=3×0.6×1.5×2/2=2.7kN；考虑风荷载时,立杆的轴向压力设计值为N=1.2NG+0.85×1.4NQ=1.2×7.952+0.85×1.4×2.7=12.755kN；不考虑风荷载时,立杆的轴向压力设计值为N"=1.2NG+1.4NQ=1.2×7.952+1.4×2.7=13.322kN；59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案6、立杆的稳定性计算风荷载标准值按照以下公式计算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=0.3kN/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=0.7×0.3×0.74×0.214=0.033kN/m2；风荷载设计值产生的立杆段弯矩MW为:Mw=0.85×1.4WkLah2/10=0.85×1.4×0.033×1.5×1.72/10=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=12.755kN；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"=13.322kN；计算立杆的截面回转半径：i=1.59cm；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》(JGJ130-2001)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》(JGJ130-2001)表5.3.3得：μ=1.5；计算长度,由公式l0=kuh确定：l0=2.945m；长细比:L0/i=185；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=0.209立杆净截面面积：A=4.24cm2；立杆净截面模量(抵抗矩)：W=4.49cm3；钢管立杆抗压强度设计值：[f]=205N/mm2；考虑风荷载时59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案σ=12754.976/(0.209×424)+17155.4/4490=147.756N/mm2；立杆稳定性计算σ=147.756N/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=13321.976/(0.209×424)=150.334N/mm2；立杆稳定性计算σ=150.334N/mm2小于立杆的抗压强度设计值[f]=205N/mm2，满足要求！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＝0.3，Wk=0.7μz·μs·ω0=0.7×0.92×0.214×0.3=0.041kN/m2；每个连墙件的覆盖面积内脚手架外侧的迎风面积Aw=15.3m2；按《建筑施工扣件式钢管脚手架安全技术规范》(JGJ130-2001)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=0.886kN；连墙件的轴向力设计值Nl=Nlw+N0=5.886kN；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=600/15.9的结果查表得到φ=0.893，l为内排架距离墙的长度；A=4.24cm2；[f]=205N/mm2；连墙件轴向承载力设计值为Nf=0.893×4.24×10-4×205×103=77.62kN；Nl=5.886Ru＝20.598KN。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=20.598kN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=(20598×4/(3.142×50×2))1/2=16.2mm；实际拉环选用直径D=18mm的HPB235的钢筋制作即可。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案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，拉环强度计算如下水平钢梁与楼板压点的拉环受力R=0.398kN；压环钢筋的设计直径D=14mm；水平钢梁与楼板压点的拉环强度计算公式为:σ=N/2A≤[f]其中[f]为拉环钢筋抗拉强度，按照《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；A=πD2/4=3.142×142/4=153.938mm2σ=N/2A=397.509/153.938×2=1.291N/mm2；水平钢梁与楼板压点的拉环一定要压在楼板下层钢筋下面，并要保证两侧30cm以上搭接长度。拉环所受应力小于50N/mm2，满足要求！13、脚手架配件数量匡算扣件式钢管脚手架的杆件配备数量需要一定的富余量，以适应构架时变化需要，因此按匡算方式来计算；根据脚手架立杆数量按以下公式进行计算：L=1.1·H·(n·(1+Hs/H)+la/h·n-2·la/h)+[(H/h)-1]取整·(m+2)·cN1=1.1·(H/2h+1)·nN2=2.2·(H/h+1)·n·(1+Hs/H)+(c/la+1)·(m+2)·K·2.2N3=L/liN4=0.3·L/liS=1.1·(n-2)·la·lbL--长杆总长度(m)；N1--小横杆数(根)；N2--直角扣件数(个)；N3--对接扣件数(个)；N4--旋转扣件数(个)；S--脚手板面积(m2)；n--立杆总数(根)n=38；H--搭设高度(m)H=20；h--步距(m)h=1.7；la--立杆纵距(m)la=1.5；59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案li--长杆平均长度；m--大/小横杆搭设根数；K--脚手板铺设层数；c--脚手架搭设总长度；lb--立杆横距(m)lb=0.6；Hs--双立杆计算高度；长杆总长度(m)L=1.1×20.00×(38×(1+0.00/20.00)+1.50×38/1.70-2×1.50/1.70)+(20.00/1.70-1)×(2+2)×27.00=2614.82；小横杆数(根)N1=1.1×(20.00/1.70×1/2+1)×38=288；直角扣件数(个)N2=2.2×(20.00/1.70+1)×38×(1+0.00/20.00)+(27.00/1.50+1)×(2+2)×11×2.2=2907；对接扣件数(个)N3=2614.82/6.00=436；旋转扣件数(个)N4=0.3×2614.82/6.00=131；脚手板面积(m2)S=1.1×(38-2)×1.50×0.60=35.64。根据以上公式计算得长杆总长2614.824m；小横杆288根；直角扣件2907个；对接扣件436个；旋转扣件131个；脚手板35.64m2。（二）、1.6m普通型钢悬挑脚手架计算书中渝云都国际工程；工程建设地点:中渝·云都国际土建工程位于昆明市高新区西二环路以东，黄土坡公共汽车站以南；框剪结构；地上22层；地下2层；建筑高度：81.95m；地下室层高3.9m，1-4层层高4.8m，5-22层层高3.0m。本工程由云南中渝置地发展有限公司投资建设，云南省设计院设计，云南省第三建筑工程施工；由陈云周担任项目经理，陈林丽担任技术负责人。型钢悬挑扣件式钢管脚手架的计算依据《建筑施工扣件式钢管脚手架安全技术规范》(JGJ130-2001)、《建筑结构荷载规范》(GB50009-2001)、《钢结构设计规范》(GB50017-2003)、《建筑施工安全检查评分标准》(JGJ59-99)、《建筑施工高处作业安全技术规范》(JGJ80-91)以及本工程的施工图纸。1、参数信息1.1.脚手架参数双排脚手架搭设高度为20m，立杆采用单立杆；59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案搭设尺寸为：立杆的纵距为1.5m，立杆的横距为0.6m，立杆的步距为1.7m；内排架距离墙长度为0.85m；大横杆在上，搭接在小横杆上的大横杆根数为2根；脚手架沿墙纵向长度为27.00m；采用的钢管类型为Φ48×3.0；横杆与立杆连接方式为单扣件；连墙件布置取两步三跨，竖向间距3.4m，水平间距4.5m，采用扣件连接；连墙件连接方式为双扣件；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:2层；1.3.风荷载参数本工程地处云南昆明市，基本风压0.3kN/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；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):0.350；栏杆挡脚板自重标准值(kN/m):0.140；安全设施与安全网自重标准值(kN/m2):0.005；脚手板铺设层数:11层；脚手板类别:木脚手板；栏杆挡板类别:木脚手板挡板；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1.6m，建筑物内锚固段长度2.3m。锚固压点压环钢筋直径(mm):14.00；楼板混凝土标号:C35；1.6.拉绳与支杆参数59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案钢丝绳安全系数为:7.000；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，最里面钢丝绳距离建筑物1.45m。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案2、大横杆的计算按照《扣件式钢管脚手架安全技术规范》(JGJ130-2001)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。2.1.均布荷载值计算大横杆的自重标准值:P1=0.033kN/m；脚手板的自重标准值:P2=0.35×0.6/(2+1)=0.07kN/m；活荷载标准值:Q=3×0.6/(2+1)=0.6kN/m；静荷载的设计值:q1=1.2×0.033+1.2×0.07=0.124kN/m；活荷载的设计值:q2=1.4×0.6=0.84kN/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)图2大横杆设计荷载组合简图(支座最大弯矩)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=0.08×0.124×1.52+0.10×0.84×1.52=0.211kN·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=-0.10×0.124×1.52-0.117×0.84×1.52=-0.249kN·m；选择支座弯矩和跨中弯矩的最大值进行强度验算：σ=Max(0.211×106,0.249×106)/4490=55.457N/mm2；大横杆的最大弯曲应力为σ=55.457N/mm2小于大横杆的抗弯强度设计值[f]=20559精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案N/mm2，满足要求！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=0.033+0.07=0.103kN/m；活荷载标准值:q2=Q=0.6kN/m；最大挠度计算值为：ν=0.677×0.103×15004/(100×2.06×105×107800)+0.990×0.6×15004/(100×2.06×105×107800)=1.514mm；大横杆的最大挠度1.514mm小于大横杆的最大容许挠度1500/150mm与10mm，满足要求！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。3.1.荷载值计算大横杆的自重标准值：p1=0.033×1.5=0.05kN；脚手板的自重标准值：P2=0.35×0.6×1.5/(2+1)=0.105kN；活荷载标准值：Q=3×0.6×1.5/(2+1)=0.900kN；集中荷载的设计值:P=1.2×(0.05+0.105)+1.4×0.9=1.446kN；小横杆计算简图59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案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=1.2×0.033×0.62/8=0.002kN·m；集中荷载最大弯矩计算公式如下:Mpmax=Pl/3Mpmax=1.446×0.6/3=0.289kN·m；最大弯矩M=Mqmax+Mpmax=0.291kN·m；最大应力计算值σ=M/W=0.291×106/4490=64.808N/mm2；小横杆的最大弯曲应力σ=64.808N/mm2小于小横杆的抗弯强度设计值205N/mm2，满足要求！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=5×0.033×6004/(384×2.06×105×107800)=0.003mm；大横杆传递荷载P=p1+p2+Q=0.05+0.105+0.9=1.055kN；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=1054.95×600×(3×6002-4×6002/9)/(72×2.06×105×107800)=0.364mm；最大挠度和ν=νqmax+νpmax=0.003+0.364=0.367mm；小横杆的最大挠度为0.367mm小于小横杆的最大容许挠度600/150=4与10mm,满足要求！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):59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案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=0.033×1.5×2/2=0.05kN；小横杆的自重标准值:P2=0.033×0.6/2=0.01kN；脚手板的自重标准值:P3=0.35×0.6×1.5/2=0.158kN；活荷载标准值:Q=3×0.6×1.5/2=1.35kN；荷载的设计值:R=1.2×(0.05+0.01+0.158)+1.4×1.35=2.151kN；R<8.00kN，单扣件抗滑承载力的设计计算满足要求!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：(1)每米立杆承受的结构自重标准值，为0.1297kN/mNG1=[0.1297+(1.50×2/2)×0.033/1.70]×20.00=3.182kN；(2)脚手板的自重标准值；采用木脚手板，标准值为0.35kN/m2NG2=0.35×11×1.5×(0.6+0.8)/2=4.187kN；(3)栏杆与挡脚手板自重标准值；采用木脚手板挡板，标准值为0.14kN/mNG3=0.14×11×1.5/2=1.155kN；(4)吊挂的安全设施荷载，包括安全网:0.005kN/m2NG4=0.005×1.5×20=0.15kN；经计算得到，静荷载标准值NG=NG1+NG2+NG3+NG4=8.674kN；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=3×0.6×1.5×2/2=2.7kN；考虑风荷载时,立杆的轴向压力设计值为N=1.2NG+0.85×1.4NQ=1.2×8.674+0.85×1.4×2.7=13.621kN；不考虑风荷载时,立杆的轴向压力设计值为N"=1.2NG+1.4NQ=1.2×8.674+1.4×2.7=14.188kN；59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案6、立杆的稳定性计算风荷载标准值按照以下公式计算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=0.3kN/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=0.7×0.3×0.74×0.214=0.033kN/m2；风荷载设计值产生的立杆段弯矩MW为:Mw=0.85×1.4WkLah2/10=0.85×1.4×0.033×1.5×1.72/10=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=13.621kN；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"=14.188kN；计算立杆的截面回转半径：i=1.59cm；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》(JGJ130-2001)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》(JGJ130-2001)表5.3.3得：μ=1.5；计算长度,由公式l0=kuh确定：l0=2.945m；长细比:L0/i=185；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=0.209立杆净截面面积：A=4.24cm2；立杆净截面模量(抵抗矩)：W=4.49cm3；钢管立杆抗压强度设计值：[f]=205N/mm2；考虑风荷载时59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案σ=13621.226/(0.209×424)+17155.4/4490=157.531N/mm2；立杆稳定性计算σ=157.531N/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=14188.226/(0.209×424)=160.109N/mm2；立杆稳定性计算σ=160.109N/mm2小于立杆的抗压强度设计值[f]=205N/mm2，满足要求！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＝0.3，Wk=0.7μz·μs·ω0=0.7×0.92×0.214×0.3=0.041kN/m2；每个连墙件的覆盖面积内脚手架外侧的迎风面积Aw=15.3m2；按《建筑施工扣件式钢管脚手架安全技术规范》(JGJ130-2001)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=0.886kN；连墙件的轴向力设计值Nl=Nlw+N0=5.886kN；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=850/15.9的结果查表得到φ=0.843，l为内排架距离墙的长度；A=4.24cm2；[f]=205N/mm2；连墙件轴向承载力设计值为Nf=0.843×4.24×10-4×205×103=73.274kN；Nl=5.886Ru＝24.093KN。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=24.093kN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=(24093×4/(3.142×50×2))1/2=17.5mm；实际拉环选用直径D=18mm的HPB235的钢筋制作即可。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案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，拉环强度计算如下水平钢梁与楼板压点的拉环受力R=0.364kN；压环钢筋的设计直径D=14mm；水平钢梁与楼板压点的拉环强度计算公式为:σ=N/2A≤[f]其中[f]为拉环钢筋抗拉强度，按照《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；A=πD2/4=3.142×142/4=153.938mm2σ=N/2A=364.346/153.938×2=1.183N/mm2；水平钢梁与楼板压点的拉环一定要压在楼板下层钢筋下面，并要保证两侧30cm以上搭接长度。拉环所受应力小于50N/mm2，满足要求！13、脚手架配件数量匡算扣件式钢管脚手架的杆件配备数量需要一定的富余量，以适应构架时变化需要，因此按匡算方式来计算；根据脚手架立杆数量按以下公式进行计算：L=1.1·H·(n·(1+Hs/H)+la/h·n-2·la/h)+[(H/h)-1]取整·(m+2)·cN1=1.1·(H/2h+1)·nN2=2.2·(H/h+1)·n·(1+Hs/H)+(c/la+1)·(m+2)·K·2.2N3=L/liN4=0.3·L/liS=1.1·(n-2)·la·lbL--长杆总长度(m)；N1--小横杆数(根)；N2--直角扣件数(个)；N3--对接扣件数(个)；N4--旋转扣件数(个)；S--脚手板面积(m2)；n--立杆总数(根)n=38；H--搭设高度(m)H=20；h--步距(m)h=1.7；la--立杆纵距(m)la=1.5；59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案li--长杆平均长度；m--大/小横杆搭设根数；K--脚手板铺设层数；c--脚手架搭设总长度；lb--立杆横距(m)lb=0.6；Hs--双立杆计算高度；长杆总长度(m)L=1.1×20.00×(38×(1+0.00/20.00)+1.50×38/1.70-2×1.50/1.70)+(20.00/1.70-1)×(2+2)×27.00=2614.82；小横杆数(根)N1=1.1×(20.00/1.70×1/2+1)×38=288；直角扣件数(个)N2=2.2×(20.00/1.70+1)×38×(1+0.00/20.00)+(27.00/1.50+1)×(2+2)×11×2.2=2907；对接扣件数(个)N3=2614.82/6.00=436；旋转扣件数(个)N4=0.3×2614.82/6.00=131；脚手板面积(m2)S=1.1×(38-2)×1.50×0.60=35.64。根据以上公式计算得长杆总长2614.824m；小横杆288根；直角扣件2907个；对接扣件436个；旋转扣件131个；脚手板35.64m2。九、脚手架的拆除1、外架拆除前由项目经理召集有关人员对工程进行全面检查，确认已不需要脚手架时，方可进行拆除。2、拆除外脚手架前应进行安全技术交底。3、拆除脚手架，应设置警戒区，并应专人负责警戒。4、拆除脚手架前，就将脚手架上的遗留材料、杂物等清除干净。按自上而下，先装者后拆，后装者先拆的顺序进行。一般的拆除顺序为安全网→栏杆→脚手板→剪刀撑→大横杆→小横杆→立杆。5、不准分立面拆架或在上下两步同时进行拆架。做到一步一清，一杆一清。剪刀撑应先拆除中间后再拆两头扣。拆立杆时应先抱住立杆再拆开最后两个扣。所有连墙杆等必须随脚手架拆除同步下降。所有杆件和扣件在拆除时应分离，不准在杆件上附着扣件或两杆连着送到地面。6、所有的脚手板，应自外向里竖立搬运，以防脚手板和垃圾物从高处坠落伤人。7、在拆除过程中，凡已松开连接的杆配件应及时拆除运走，避免误扶和误靠已松脱连接的杆件。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案8、在拆除过程中，作好配合、协调工作，禁止单人进行拆除较重杆件的危险作业。9、拆下的杆件与零件配件运到地面后，应随时整理、检查，按品种、分规格堆放整齐，妥善保管。10、拆除脚手架时，要加强对成品的保护，以防损坏门窗玻璃及外墙饰面。11、每天拆架下班时，不应留下隐患部位。十、脚手架的安全注意事项1、施工中对使用的材料必须进行严格筛选，锈蚀变形严重的材料严禁使用；2、架子搭设作业时，必须按规定戴安全帽，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，上下传递物体不得抛扔；3、支搭脚手架必须选用符合规定的架设料具，在架子上作业不得走单杆，必须将安全带系在高处大横杆上；4、相邻立杆接头应错开500mm以上，大横杆也须将接头错开，必须有足够数量的小横杆；5、接杆位置超过600mm时，应翻搭上步架后再接杆；6、绑“十”字斜撑必须从端头第一根立杆开始，单杆斜撑搭接，双杆斜撑对接；7、附柱杆、连墙杆必须与内外排立杆或大横杆连接；8、操作层必须满铺钢制脚手板，脚手板必须在钢管上铺平、铺稳，并且绑扎；9、大风、大雨之后，必须对架子进行检查；10、脚手架搭完后，应进行检查验收，合格后才能使用；11、安全网与钢管必须绑牢。12、安全设施安全网按悬挂方式分为垂直与水平设置两种。垂直安全网设于脚手架的外侧，一般用密封安全网，四周满挂围护，安全网封闭严密，与脚手架固定牢固。由建筑物的起挑层起，设水平安全网，往上每隔一层设置一道。十一、防电避雷措施（1）在高、低压线路下方均不得搭设脚手架。脚手架的外侧边缘与外电架空线路的边线之间必须保持安全操作距离。最小安全操作距离应不小于下59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案列数值。当条件限制达不到下面规定的最小距离时，必须采取防护措施，增设屏障、防护架并悬挂醒目警告标志牌，如果上述防护措施也无法实现，则必须与有关部门协商采取迁移外电线路，甚至改变工程位置。外电线路电压等级（KV）小于11-1035-110220330-500最小安全操作距离（m）4.06.08.010（2）脚手架若在相邻建筑物、构筑物防雷保护范围之外，则应安装防雷装置，防雷装置的冲击接电电阻值不得大于30Ω。1）避雷针可用直径25～32mm，壁厚不小于3mm的镀锌钢管或直径不小于12mm的镀锌钢筋制作，与设在四角柱钢筋焊接在房屋四角脚手架的立杆上，高度不小于1m，并将所有最上层的大横杆全部接通，形成避雷网络，每5层封闭一次。2）接地板可利用在施工过程中的垂直接地板，也可用直径不小于20mm的圆钢。水平接地板可用厚度不小于4mm、宽25～40mm的角钢制作。接地板的设置，可按脚手架的长度不超过50m设置一个，接地板埋入地下的最高点，应在地面下深度不浅于500mm。埋设接地板时，应将新填土夯实。接地板不得设置在有蒸气管道或烟囱风道附近经常受热的土层内；位于地下水以上的砖石、焦碴或砂子内，均不得埋设接地板。3）接地线可采用直径不小于8mm的圆钢或厚度不小于4mm的扁钢。接地线的连接应保证接触可靠。在脚手架的下部连接时，应用两道螺栓卡箍，并加设弹簧垫圈，以防松动，保证接触面不小于10cm。连接时将接触表面的油漆及氧化层清除，使其有金属光泽，并涂以中性凡士林。接地线与接地板的连接应采用焊接，焊缝长度应大于接地线直径的6倍或扁钢宽度的2倍。4）接地装置完成后，要用电阻表测定电阻是否符合要求。接地板的位置，应选择人们不易走到的地方，以避免和减少跨步电压的危害和防止接地线遭机械损伤。同时应注意与其它金属物或电缆之间保持一定距离（一股不小于3m），以免发生击穿危害。在有强烈腐蚀性的土中，应使用镀铜或镀锌的接地板。5）在施工期间遇有雷雨时，钢脚手架上的操作人员应立即离开。十二、脚手架维护与管理1、建立健全脚手架材料、构配件的领发、回收、检查、维修制度。按照谁使用，谁维修，谁管理的原则，实行限额领用及退回，以减小丢失和损耗。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案2、脚手架使用的扣件、螺母、垫板、插销等小配件极易丢失，每次搭设完，应将多余配件及时回收存放。3、脚手架拆除后，多余材料应及时退还出场，暂时不用的材料应分类存放，钢管、脚手板露天堆放，堆放场地应平整，排水良好，下设支垫，脚手板用塑料彩条布覆盖防雨。扣件存放在室内，专人保管。安全网折叠好，集中存放在室内备用。4、凡弯曲变形钢管派专人调直，损坏的扣件清洗修复，破损不能用的安全网集中处理。十三、脚手架的安全措施1、安全管理（1）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。（2）搭设脚手架时，操作人员必须戴安全帽、系安全带、穿防滑鞋。严禁酒后操作。（3）大风、雨、雪天气必须停止脚手架的搭设与拆除作业。（4）不得将模板支架、缆风绳、泵送砼输送管等固定在脚手架上。（5）脚手架使用期间，严禁拆除下列杆件：1）主节点处的纵、横向水平杆，纵、横向扫地杆。2）连墙杆件：连接杆两步三跨（两跨）布置，上下错开，成菱形布置。连接杆尽量设置在立杆与大、小横杆的连接处，与脚手架架体垂直，如在规定的位置上设置有困难，应在邻近点补足。2、安全设施（1）安全网是建筑施工安全防护的重要设施之一，本工程脚手架立面采用密面安全网垂直设置。水平兜网除在操作层下、脚手架底部设置外，还应每隔三层至四层设一道，施工期间保持安全无破损，水平兜网内无杂物。（2）安全网挂设要求生根牢固、绷紧、圈牢、拼接严密，每块挂好的安全网应能承受不小于1600N的冲击荷载。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案十四、施工通道　施工通道采取封闭式满铺，外挑平面挡板，以免上部坠物砸伤人员，从而形成安全通道，并且在二层处设水平安全网，以上部分每隔三层设一道水平安全网，外架立面挂设密目安全网，绷紧、圈牢，拼接严密。采取以上措施既为工程的安全施工作了基础，又能起美化施工场地的作用，保证了施工安全、减小噪声影响、降低粉尘污染。施工通道一定要搭设安全牢固，保证进出人员的安全。十五、危险源识别与监控1、危险源识别59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案（1）脚手架工程事故的类型分析1）整架倾倒或局部垮架2）整架失稳、垂直坍塌3）人员从脚手架上高处坠落4）落物伤人（物体打击）5）不当操作事故（闪失，碰撞等）（2）引发事故的主要原因分析1）整架倾倒、垂直坍塌或局部垮架①构架缺陷：构架缺少必须的结构杆件，未按规定数量和要求搭设连墙件等；②在使用过程中任意拆除必不可少的杆件和连墙件等；③构架尺寸过大、承载能力不足或设计安全不够与严重超载；④地基出现过大的不均匀沉降。2）人员从脚手架上高处坠落①作业层未按规定设置围挡防护②作业层未满铺脚手板或架面与墙之间的间隙过大；③脚手板和杆件因搁置不稳、扎结不牢或发生断裂而坠落；④不当操作产生的碰撞和闪失等；不当操作大致有以下情形:A．用力过猛，致使身体失稳；B．在架面上拉车退着行走；C．拥挤碰撞；D．集中多人搬运或安装较重构件；E．架面上的冰雪未清除，造成滑落。3）落物伤人（物体打击)①在搭设或拆除时，高空抛掷构配件，砸伤工人或路过行人；②架体上物体堆放不牢或意外碰落，砸伤工人或路过行人；59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案③整架倾倒、垂直坍塌或局部垮架，砸伤工人或路过行人等；4）其他伤害①在不安全的天气条件（六级以上大风、雷雨和雪天）下继续施工；②在长期搁置以后未作检查的情况下重新投入使用；③脚手架的外侧边缘与外电架空线路的边线之间没有保持安全操作距离等?2、危险源的监控（1）对脚手架的构配件材料的材质，使用的机械、工具、用具进行监控；（2）对脚手架的构架和防护设施承载可靠和使用安全进行监控；（3）对脚手架的搭设、使用和拆除进行监控，坚决制止乱搭、乱改和乱用情况。十六、应急预案在落地架、悬挑架施工期间及可能发生高空坠落、物体打击等重大伤亡事故。本预案针对落地、悬挑架搭拆施工过程中可能发生的高空坠落、物体打击等紧急情况的应急准备和响应。报警电话：急救：120火警：119治安：1101、应急领导小组为对可能发生的事故能够快速反应、救援，项目部成立应急救援领导小组。组长陈云周13808737953副组长陈国荣13577141431小组成员：祁杰13759455695唐安云13888213106刘子钰13888724405丁光明13888034880章定华138888237632、应急领导小组职责（1）领导各单位应急小组的培训和演习工作，提高其应变能力。（259精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案）当施工现场发生突发事件时，负责救险的人员、器材、车辆、通讯联络和组织指挥协调。（3）负责配备好各种应急物资和消防器材、救生设备和其他应急设备。（4）发生事故要及时赶到现场组织指挥，控制事故的扩大和连续发生次生事故，并迅速向上级机构报告。（5）负责组织抢险、疏散、救助及通信联络。（6）组织应急检查，保证现场道路畅通，对危险性大的施工项目应与当地医院取得联系，做好救护准备。3、事故报告程序事故发生后，作业人员、班组长、现场负责人、项目部安全主管领导应逐级上报，并联络报警，组织急救。4、事故报告事故发生后应逐级上报：一般为现场事故知情人员、作业队、班组安全员、施工单位专职安全员。发生重大事故（包括人员死亡、重伤及财产损失等严重事故）时，应立即向上级领导汇报，并在一小时内向上级主管部门作出书面报告.5、现场事故应急处理危险性较大的脚手架工程施工过程中可能发生的事故主要有：机具伤人、雷击触电事故、高空坠落、落物伤人等事故。（1）火灾事故应急处理1）及时报警，组织扑救。当火灾发生时，当事人或周围发现者应立即拨打119，并说明火灾位置和简要情况。同时报告给值班人员和义务消防队进行扑救。2）集中力量控制火势。根据工地情况，利用周围消防设施对可燃物的性质、数量、火势、燃烧速度及范围作出正确判断，迅速进行灭火。3）消灭飞火。组织人力密切监视未燃尽飞火，防止造成新的火源。4）疏散物资。安排人力、物力对没有被损坏的物品进行疏散，减少损失，防止火势蔓延。5）注意人身安全。在扑救过程中，防止自身及周围人员的重新伤害。59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案6）积极抢救被困人员。由熟悉情况的人员做向导，积极寻找失落遇难的人员。7）配合好消防人员，最终将火扑灭。（1）触电事故应急处理1）立即切断电源。用干燥的木棒、竹竿等绝缘工具将电线挑开，放置适当位置，以防再次触电，2）伤员被救后应迅速观察其呼吸、心跳情况。必要时可采取人工呼吸、心脏术。3）在处理电击时，还应注意有无其他损伤而作相应的处理。4）局部电击时，应对伤员进行早期清创处理，创面易暴露，不易包扎。由电击而发生内部组织坏死时，必须注射破伤风抗菌素。（2）其他人身伤害事故处理当发生如高空坠落、被高空坠物击中、机具伤人等造成人身伤害时：1）向项目部汇报。2）应立即排除其他隐患，防止救援人员遭到伤害。3）积极进行伤员抢救。4）做好死亡者的善后工作，对其家属进行抚恤。6、应急培训和演练应急反应组织和预案确定后，施工单位应急组长组织所有应急人员进行应急培训。组长按照有关预案进行分项演练，对演练效果进行评价，根据评价结果进行完善。在确认险情和事故处置妥当后，应急反应小组应进行现场拍照、绘图，收集证据，保证物证。经业主、监理单位同意后，清理现场恢复生产。单位领导将应急情况向现场项目部报告组织事故的调查处理。在事故处理后，将所有调查资料分别报送业主、监理单位和有关安全管理部门。7、救援器材设备清单1）车辆：12吨吊车、货车、小客车、轿车59精心筑楼●诚信交友 中渝·云都国际二标段工程外脚手架施工方案2）器材设备：千斤顶、撬杠、急救药箱、担架、干粉式灭火器及其它临时需要器材。3）器材设备置放于工地库房，由现场材料员保管。十四、卸料平台（一）卸料平台的搭设详见公司卸料平台工法（二）卸料平台的安全要求1、卸料平台的上部拉结点必须位于建筑物上，不得设置在脚手架等施工设备上；2、斜拉钢丝绳，构造上宜两边设置前后两道，并进行相应的受力计算。3、卸料平台安装时，钢丝绳应采用专用的挂钩挂牢，建筑物锐角口围系钢丝绳补软垫物，平台外口应略高于内口；4、卸料平台左右两侧必须装置固定的防护栏；5、卸料平台吊装，需要横梁支撑点电焊固定，接好钢丝绳，经过检验才能松卸起重吊钩；6、钢丝绳与水平钢梁的夹角宜为60度，且不得小于45度；7、卸料平台使用时，应有专人负责检查，发现钢丝绳有锈蚀损害应及时调换，焊缝脱焊应及时修复；8、操作平台上应标明容许荷载，人员和物料总重量严禁超过设计容许荷载，配专人监督。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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