教学区教师学生公寓脚手架施工方案

'泰州医药城教育教学区教师、学生公寓脚手架安全专项施工方案编制：审核：审批：北京城建道桥建设集团有限公司2014年4月10日27 目录目录………………………………………………………2第一章编制说明…………………………………………………41、编制依据…………………………………………………42、工程概况…………………………………………………4第二章落地式钢管脚手架施工方案……………………………51、搭设方法…………………………………………………52、脚手架的维修及保养……………………………………73、脚手架的拆除……………………………………………74、安全措施…………………………………………………8第三章悬挑式钢管脚手架计算书………………………………91、大横杆的计算……………………………………………92、小横杆的计算……………………………………………113、扣件抗滑力的计算………………………………………134、脚手架荷载标准值………………………………………145、立杆的稳定性计算………………………………………166、连墙件的计算……………………………………………187、悬挑梁的受力计算………………………………………198、悬挑梁的整体稳定性计算………………………………219、锚固段与楼板连接的计算………………………………2210、悬挑脚手架搭设示意图………………………………2527 11、吊环及连墙件示意图………………………………2627 编制依据1.根据南京市民用建筑设计研究院有限责任公司设计的施工图纸.2.《建筑施工安全检查标准》JGJ59-993.《建筑施工扣件式钢管脚手架安全技术规范》JGJ130-20014.《施工组织设计》工程概况工程名称：泰州医药城教育教学区教师、学生公寓建设单位：泰州华诚医学教育投资发展有限公司设计单位：江苏华电工程设计研究院有限公司解放军理工大学人防工程设计研究院施工单位：北京城建道桥建设集团有限公司建筑面积：48067.63平方米结构类型层次：框剪结构，地下一层，地上十八（十七）层。为满足实际情况需要,根据施工现场的实际情况2层以下采用落地式钢管脚手架,以上分阶段采用悬挑脚手架3-8层悬挑一次.8-13层悬挑一次.13-17层悬挑一次..分阶段.分层塔设.验收.分段时应做好步架封头.在门厅进口处，搭设安全通道防护棚，通道宽度为2米，高度为3米，在顶部3米处钢管按20cm间距水平排放并用扣件固定，满铺竹笆，向上隔60cm处同样用钢管按20cm间距水平排放并用扣件固定，满铺竹笆。并设置安全通道标志。27 落地式钢管脚手架施工方案一.搭设方法：搭设时应严格遵守脚手架搭设顺序:摆放扫地杆-逐根树立杆并与扫地杆扣紧-装笫一步大横杆并与各立杆扣紧-装笫一步小横杆-装笫二步大横杆-加设临时支撑(在装设连墙杆后拆除)-加设剪刀撑-安装连墙杆-铺脚手片-沿防护栏杆拉安全网-基础两步架体验收-上步架体搭设.所有杆件均用扣件连接,每个节点的螺栓帽均须拧紧,脚手架搭设横平竖直;基础在夯实的基土上铺100厚碎石道渣层,上浇100厚C20素砼,考虑到立杆底部传递的荷载对地基有不均匀的受力情况,为使其达到均匀分布,在硬化地坪上铺设通长的10#槽钢作为脚手架立杆的基础,使立杆垂直稳定在实木上,脚手架四周做好排水沟.脚手架基础必须经验收合格后方可搭设;1.开始搭设架体;(1)、立杆纵距为1.5米,(转角处根据实际情况排列,但不得大于1.8米),立杆横距为0.9米.架子底部高度可以根据自然地坪高度在1.8米左右调整,但最大不超过2米;扫地杆离地高度低于20CM.从第二步起每步高度为1.8米,立杆垂直立稳,底部用牵杠,楞楞相互连接.(2)、脚手架的底部立杆接头必须对接,采用不同长度的钢管分搓布置,使相邻两根立杆上部接头相互错开,并布置在不同步距内,其接头距大横杆的距离步大于步距的1/3.(3)、小横杆伸出外立杆连接点15-20CM,离外墙不大于25CM.27 (4)、脚手架纵向两端和转角处起,在脚手架外侧每隔9米(水平距离)用斜杆搭成剪刀撑,自下而上循序连续设置.剪刀撑的钢管接长采用搭接方法,搭接长度不小于100CM,却不得少于三只转向扣件紧固,扣件两头不得小于10CM.并用旋转扣件与立杆和横向水平杆件扣牢,与地面成45-60夹角.(5)、两步起,在外立杆里侧设0.6米、1.2米高两道防护栏杆,外全部设密目安全网封闭,防止人员.物料从脚手架上坠落,脚手架出入口另设安全防护棚.(6)、脚手架底部起每步设置附墙拉结,水平间距不得小于4.5米,垂直距离为2.8米,拉结采用扁铁预埋与钢管用螺杆固定的硬拉结,拉结固定在立杆上,与脚手架成垂直.(7)、脚手架每隔四步,在里立杆与墙面之间加两根搁栅与挑出横楞扎牢,铺设统长40CM宽的安全平网.(8)、脚手架每步搁栅上应铺满脚手片,脚手片四角用18#铁丝同牵杠扎牢.(9)、扣件同杆件连接时紧固力在40-65NM范围内.(10)、作业层及上人斜道三层以上脚手架四周外立杆内侧设置高度为18CM宽的安全挡板.(11)、在里立杆与墙面之间加两根搁栅与挑出横楞扎牢,铺设统长30cm宽的安全竹笆.27 (12)、材料搬运出入口及开口处两侧,里外立杆用双根钢管,用扣件紧固,出入口及人货电梯进入口处外侧上面,建筑物可能坠落半径内应搭设安全防护棚.(13)、脚手架四角设置接地保护装置,定期测试避雷电阻,电阻不得大于10Ω。(14)、脚手架施工荷载不超过270kg/平方,只允许三步脚手架同时施工;所有杆件均用扣件连接，每个节点的螺栓帽均须拧紧，脚手架搭设横平竖直，稳固。一.脚手架的维修及保养：1、设脚手架专职维护人员一名，加强对脚手架的维护；2、脚手架每月进行一次定期检查.，发现隐患立即采取整改措施；3、雨季、台风、暴雨期间加强安全检查，增设检查次数；4、脚手架在一个楼面施工完成后，必须进行清理一次；5、脚手架防火按照建筑面积每200平方米配备1.只类型合适的灭火机的要求，在脚手架的斜道口及转角等明显处挂好灭火机。6、脚手架搭设必须有工地生产负责人及技术员、安全员等相关共同验收，合格后进行签字，挂牌后方可使用。二.脚手架的拆除：1、拆除脚手架应设置警戒区，并有专人负责警戒。2、拆除脚手架前，应将脚手架上的留存材料、杂物清除干净。3、脚手架拆除顺序一般为脚手片→栏杆→剪刀撑→搁栅→牵杠→27 横楞→立杆，自上而下先装者后拆，后装者先拆逐步拆除，一步一清，不得采用踏步式拆法，不准上下同时作业，剪刀撑应先拆中间扣，再拆两头扣，由中间操作人往下递杆子。4、拆下的杆件与零配件，应按类分堆（零配件装入容器内）用塔吊.配合吊下，严禁高空抛掷。5、拆下的杆件与零配件运至地面时，应随时按品种、分规格堆放整齐，妥善保管。一.安全措施：1、脚手架必须由经过培训并考试合格，持有效证件的架子工搭拆，并经常进行体格检查，凡患有高血压、心脏病等不适应高空作业者，不得上脚手架操作。2、搭拆脚手架时，工人必须戴好安全帽，扣好安全带，工具及零配件要放在工具袋内，穿防滑鞋工作，袖口、裤口要扎紧。3、脚手架登高扶梯斜坡坡度不大于450,，必须在脚手架外侧单独设置，并应与脚手架连接，数量可根据工程而定，但不得使用脚手架内的直爬梯，严禁在脚手架、井架等处攀登高上下。4、在靠近架空输电线路搭设脚手架时，应按供电局规定，确保一定的安全距离，必须时应切断电源或迁移电线。5、施工现场带电线路如无可靠的安全措施一律不准通过脚手架,非电工不得擅自拉接电线电器装置.6、搭设脚手架起步时,应设临时剪刀撑及临时抛撑,搭设中要随时按规定做好脚手架与主体结构的拉撑工作和铺好脚手片,同时应设置一道随脚手架搭设高度提升的安全网.27 7、运脚手片及脚手架钢管等需用专用的保险钩,钢管严禁单点起吊,要堆放平整,并严格控制脚手架上的施工荷载.8、在搭拆脚手架时,如果脚手片、杆件等尚未扣盘绑扎牢,或已拆开绑扣,均不得中途停工.9、遇有恶劣气候(如六级以上大风)影响施工安全时,不得进行高空脚手架搭拆工作.10、严禁在脚手架上拉缆风绳和设置起重把杆或(挂)三角小平台.11、严禁在脚手架上堆放钢筋、模板、木料及施工多余的物料等以确保脚手架畅通和防止超荷载.悬挑式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18.0米,立杆采用单立管.搭设尺寸为:立杆的纵距1.5米,立杆的横距0.9米,立杆的步距1.8米。采用的钢管类型为Φ48×3.5,连墙件采用1步3跨,竖向间距2.8米,水平间距4.5米。施工均布荷载为3KN/m2，同时施工2层,脚手板共铺设4层。悬挑水平钢梁采用20号槽钢其中建筑物外悬挑段长度1.4米,建筑物内锚固段长度2.3米。悬挑水平钢梁采用悬臂式结构,设有钢丝绳或支杆与建筑物拉结。一、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，大横杆在小横27 杆的上面。按照大横杆上面的脚手板和活荷载作为均布荷载计算大横杆的最大弯矩和变形。1、均布荷载值计算：大横杆的自重标准值：P1=0.038KN/m2脚手板的荷载标准值：P2=0.150×0.9/3=0.045KN/m2活荷载标准值：Q=3.000×0.9/3=0.9KN/m静荷载的计算值：q1=1.2×0.038+1.2×0.045=0.0996KN/m活荷载的计算值：q2=1.4×0.9=1.26KN/m2、强度计算：最大弯矩考虑为三跨连续梁均布荷载作用下的弯矩跨中最大弯矩计算公式如下：M1max=0.08q1l2+0.10q2l2跨中最大弯矩为M1=(0.08×0.0996+0.10×1.26)×1.52=0.3.KN.m座最大弯矩计算公式如下：M2max=-0.10q1l2-0.117q2l2支座最大弯矩为M2=-(0.10×0.0996+0.117×1.26)×1.52=-0.354KN.m我们选择支座弯矩和跨中弯矩的最大值进行强度验算:ó=0.354×106/5080.0=69.69N/mm2大横杆的计算强度小于205.0N/mm2,满足要求。3.挠度计算:27 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：Vmax=0.677.q1l4/100EI+0.990.q2l4/100EI静荷载标准值q1=0.038+0.045=0.083KN/m活荷载标准值q2=0.9KN/m三跨连续梁均布荷载作用下的最丈挠度V=（0.677×0.083+0.990×0.9）×1500.04/(100×2.06×105×)=1.91mm大横杆的最大挠度小于1500/150与10mm,满足要求二、小横杆的计算: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。用大横杆支座的最丈反力计算值,在最不利荷栽布置下计算小横杆的最丈弯矩和变形。1、荷载值计算大横杆的自重标准值p1=0.038×1.500=0.057KN脚手板的荷载标准值P2=0.150×0.9×1.500/3=0.068KN活荷载标准值Q=3.000×0.9×1.500/3=1.35KN荷载的计算值P=1.2×0.057+1.2×0.068+1.4×1.35=2.04KN27 1、强度计算:最大弯矩考虑为小横杆自重均布荷载与菏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:Mqmax=ql2/8集中荷载最大弯矩计算公式如下：Mpmax=pl/3M=(1.2×0.038)×0.92/8+2.04×0.9/3=0.62kN.mó=0.62×106/5080.0=122.05N/mm2小横杆的计算强度小与205.0N/mm2，满足要求！2、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均布荷载最大挠度计算公式如下：Vqmax=5ql4/384EI集中荷载最大挠度计算公式如下：Vpmax=pl(3l2-4l2/9)/72EI小横杆自重均布荷载引起的挠度：27 V1=5.0×0.038×900.004/(384×2.060×105×.00)=0.02mm集中荷载标准值P=0.057+0.068+1.350=1.475kN集中荷载标准值最不利引起的最大挠度：V2=1475×900×(3×9002-4×9002/9)/(72×2.06×105×.00)=1.52mm最大挠度和：V=V1+V2=1.533mm小横杆的最大挠度小于900/150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）：其中Rc—扣件抗滑承载力设计值，取8.0KNR—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=0.038×0.9=0.034kN脚手板的荷载标准值P2=0.150×0.9×1.500/2=0.1.KN27 活荷载标准值Q=3.000×0.9×1.500/2=2.025KN荷载的计算值R=1.2×0.034+1.2×0.1.+1.4×2.025=3..KN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0.1248NG1=0.125×18.000=2.246KN(2)脚手板的自重标准值（KN/m2）；本例采用竹笆片脚手板，标准值为0.15NG2=0.150×4×1.500×(0.9+0.800)/2=0.765KN(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=0.050×1.500×4/2=0.15KN27 (4)吊挂的安全设施荷载，包括安全网（KN/m2）；0。010NG4=0.010×1.500×0.9/2=0.007KN经计算得到，静荷载标准值NG=NG1+NG2+NG3+NG4=3.168KN。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=3.000×2×1.500×0.9/2=4.05KN风荷载标准值应按照以下公式计算：Wk=0.7UzUsW0其中W0——基本风压（KN/m2），按照《建筑结构荷载规范》（GBJ9）的规定采用：W0=0.550Uz—风荷载高度变化系数，按照《建筑结构荷载规范》（GBJ9）的规定采用：Uz=1.000Us—风荷载体型系数：Us=0.490经计算得到，风荷载标准值Wk=0.7×0.550×1.000×0.490=0.189KN/m2。27 考虑风荷载时，立杆的轴向风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/l0其中Wk——风荷载基本风压值（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：不考虑风荷载时，立杆的饿稳定性计算公式：ó=N/Ø≤[f]其中N—立杆的轴心压力设计值，N=11.40KN；—轴心受压杆的饿问动系数，由长系比l0/i的结果查表得到0.19;i—计算立杆的截面回转半径，i=1.58cm;l0—计算长度（m），由公式l0=kuh确定，l0=3.12m;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=1.50;27 A—立杆净截面面积，A=4.89cm2;W—立杆净截面模量（抵抗矩），W=5.08cm3;ó—钢管立杆受压强度计算值（N/mm2）;经计算得到ó=125.53[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ó<[f],满足要求!考虑风荷载时，立杆的稳定性计算公式：ó=N/ØA+Mw/W≤[f]其中N—立杆的饿轴心压力设计值，N=10.35KN;Ø—轴心受压立杆的稳定系数，由长系比l0/i的结果查表得到0.19;i—计算立杆的截面回转半径，i=1.58cm;l0—计算长度（m），由公式l0=kuh确定，l0=3.12m;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=1.50;A—立杆净截面面积，A=4.89cm2;W—立杆净截面模量（抵抗矩），W=5.08cm3;27 Mw—计算立杆段由风荷载设计值产生的弯矩，Mw=0.116KN.m；ó—钢管立杆受压强度计算值（N/mm2）;经计算得到ó=136.78;[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ó<[f],满足要求！六、连墙件的计算：连墙件的饿轴向力计算值应按照下式计算：N1=N1w+No其中N1w—风荷载产生的连墙件轴向力设计值（KN），应按照下式计算：N1w=1.4×wk×Awwk—风荷载基本风压值，wk=0.189KN/m2;Aw—每个连墙件的饿覆盖面积内脚手架外侧的迎风面积，Aw=3.60×3.20=11.520m2;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N1w=3.043KN,连墙件轴向力计算值N1=8.043KN连续件轴向力设计值Nf=ØA[f]27 其中Ø—轴心受压立杆的稳定系数，由长系比l/i=80.00/1.58的结果查表得到Ø=0.85；A=4.89cm2;[f]=205.00N/m2。经过计算得到Nf=85.409KNNf>N1，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N1=8.043KN大于扣件的抗滑力8.0Kn，不满足要求！七、悬挑梁的受力计算：悬挑脚手架按照带悬臂的单跨梁计算悬出端C受脚手架荷载N的作用，里端B为与搂板的锚固点，A为4墙支点。27 悬臂单跨梁计算简图支座反力计算公式RA=N（2+k+k1）+ql/2（1+k2）RB=-N（k+k1）+ql/2（1-k2）支座弯距计算公式MA=-N（m+m1）-qm2/2C点最大挠度计算公式Vmax=Nm2l/3EI(1+k)+Nm12l/3EI（1+k1）+ml/3EI·ql2/8（-1+4k2+3k3）其中k=m/l，k1=m1/1。本工程算例中，m=1850mm，l=2000mm，ml=800mm；水平支撑梁的截面惯性距I=2370.00cm4，截面摸量（抵抗距）W=237.00cm3。受脚手架作用集中强度计算荷载N=1.2×3.62+1.4×5.04=11.40kN水平钢梁自重强度计算荷载q=1.2×35.50×0.0001×7.85×10=0.33kN/m27 k=.85/2.00=0.93kl=0.80/2.00=0.40代入公式，经过计算得到支座反力RA=38.537kN支座反力RB=-15.061kN最大弯距Ma=29.647kN.m截面应力ó=29.647×106/（1.05×.0）=119.135N/mm2水平支撑梁的计算强度小于205.0N/mm2，满足要求！受脚手架作用集中计算荷载N=3.62+5.04=8.66kN水平钢梁自重计算荷载q=35.50×0.0001×7.85×10=0.28kN/m最大挠度Vmax=9.022mm按照《钢结构设计规范》（GB50017-2003）附录A结构变形规定，受弯构件的跨度对悬臂梁为悬伸长度的两倍，即3700.0mm水平支撑梁的最大挠度小于3700.0/400，满足要求！八、悬挑梁的整体稳定性计算：水平钢梁采用20号槽钢，计算公式如下ó=M/øbWx≤[f]27 其中øb—均匀弯曲的受弯构件整体稳定系数，查表《钢结构设计规范》（GB50017-2003）附录B得到：Øb=1.08由于øb大于0.6，按照《钢结构设计规范》（GB50017-2003）附录B其值用øbˊ查表得到其值为0.793经过计算得到强度ó=29.65×106/（0.793×.00）=157.78N/mm2；水平钢梁的稳定性计算ó<[f]，满足要求！九、锚固段与楼板连接的计算：1.水平钢梁与楼板压点如果采用钢筋拉环，拉环强度计算如下：水平钢梁与楼板压点的拉环受力R=15.061kN水平钢梁与楼板压点拉环强度计算公式为σ=N/A≤[f]其中[f]为拉环钢筋抗拉强度，取[f]=205N/mm2；所需要的水平钢梁与楼板压点的拉环最小直径D=[15061×4/（3.1416×205×2）]1/2=7mm按照《混凝土结构设计规范》取4倍的安全系数D=14mm27 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。2.水平钢梁与楼板压点如果采用螺栓，螺栓粘结力锚固强度计算如下：锚固深度计算公式H≥N/лd[fb]其中N—锚固力，即作用于楼板螺栓的轴向拉力，N=15.06kN；d—楼板螺栓的直径，d=20mm；[fb]—楼板螺栓与混凝土的容许粘接强度，计算中取1.5N/mm2；H—楼板螺栓在混凝土楼板内的锚固深度，经过计算得到h要大于15061.17/（3.1416×20×1.5）=159.8mm。3.水平钢梁与楼板压点如果采用螺栓，混凝土局部承压计算如下：混凝土局部承压的螺栓拉力要满足公式N≤（b2-лb2/4）fcc其中N—锚固力，即作用于楼板螺栓的轴向拉力，N=15.06kN；d—楼板螺栓的直径，d=20mm；b—楼板内的螺栓锚板边长，b=5d=100mm；27 fcc—混凝土的局部挤压强度设计值，计算中取0.95fc=13.59N/mm2；经过计算得到公式右边等于131.6kN楼板混凝土局部承压计算满足要求！附简图:1、悬挑脚手架搭设示意图(一)2、吊环及连墙件示意图（二）27 27 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内部资料仅供参考图2－3：地块位置图27'