大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案修订版

'大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案编制人：审核人:审批人：中建三局第二建设工程有限责任公司2013年5月15日1中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案目录1编制说明及依据21.1编制说明21.2编制依据22工程概况23脚手架搭设23.1外脚手架搭设参数23.2脚手架材料选择33.2.1钢管33.2.2扣件33.2.3脚手板43.2.4安全网43.2.5型钢43.3脚手架搭设流程43.3.1落地脚手架的搭设43.3.2悬挑脚手架的搭设43.4外脚手架搭设要求53.4.1立杆53.4.2横杆73.4.3剪刀撑83.4.4连墙件103.4.5护栏和挡脚板113.4.6扫地杆123.4.7搭设注意事项124脚手架拆除124.1脚手架拆除前准备工作124.2脚手架拆除注意事项135安全措施及要求145.1安全管理措施145.2安全保证措施155.3使用阶段的监测监控措施156计算书166.1落地式脚手架计算166.2悬挑式脚手架计算2444中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案编制说明及依据1.1编制说明本方案为本工程的外脚手架施工方案，主要包括地下室外墙落地架及各栋1-5层落地架。其中东面位置因场地限制，从基坑底部搭设至基坑顶部搭设了通道平台，该部分架体作为地下室外墙施工阶段的架体使用；3#楼西侧由于进度原因，需要从二层结构面搭设悬挑脚手架，搭设至6层结构面。本工程主体阶段拟采用爬架施工，具体开始安装部位为各栋的4层，考虑爬架安装的工作面各栋主体落地架搭设至5层。1.2编制依据（1）《华润大冲旧村改造项目施工图纸》（2）《华润大冲旧村改造项目总承包工程施工组织设计》（3）《建筑施工安全检查标准》（JGJ59-2011）（4）《建筑施工扣件式钢管脚手架安全技术规范》（JGJ130－2011）（5）《危险性较大的分部分项工程安全管理办法》建质[2009]87号（6）《建筑施工手册》(第四版)（7）国家及广东省、深圳市相关法律法规2工程概况本项目基坑开挖深度13.5m，地下室外脚手架搭设采用扣件式钢管脚手架型式，搭设高度14.7m。各栋主体阶段的搭设高度见下表：栋号楼号搭设高度2栋3号楼24.15m（5层）3号楼西侧悬挑19m（6层）4号楼24.15m（5层）3脚手架搭设3.1外脚手架搭设参数本工程外架高度地下室阶段为14.7m,主体阶段搭设高度为24.15m，悬挑外架高度为19m。为综合考虑结构外形、结构与装修施工、安全防护等多方面因素,外架全部采用扣件式双排钢管(φ48*3.5外脚手架,具体搭设参数见下表技术参数地下室主体3#楼西侧悬挑44中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案立杆间距1500mm1500mm1500mm立杆排拒500mm900mm900mm离建筑物距离300mm250mm250mm步距1500mm1800mm1800mm连墙件--每层设置，首层每跨设置，以上每两跨设置每层每两跨设置1.1脚手架材料选择1.1.1钢管脚手架钢管应采用国家现行标准《直缝电焊钢管》（GB/T　13793）或《低压流体输送用焊接钢管》（GB/T3092）中规定的3号普通钢管，其质量应符合现行国家标准《碳素结构钢》（GB/T700）中Q23F-A级钢管的规定。弯曲变形及锈蚀的钢管不得使用。脚手架钢管采用外径为48mm，壁厚3.5mm的钢管，其横向水平杆最大长度不应大于1.5m，其它杆最大长度不应超出6m，且每根钢管的最大质量控制在25kg。脚手架钢管的表面质量及外形应符合下列要求：（1）新钢管应有产品质量合格证及质量检验报告，钢管表面应平直光滑，不应有裂缝、结疤、分层、错位、硬弯、毛刺、压痕和深的划痕。钢管壁厚及外径偏差不应大于-0.5mm，端面偏差不应大于1.7mm。（2）旧钢管表面锈蚀深度应小于0.5mm，弯曲变形各种杆件钢管的端部弯曲l≤1.5m时，不应大于5mm。立杆钢管弯曲当3mH=25m满足要求！九、连墙件承载力验算连墙件布置方式每层设置，二层跨布置，以上每两跨布置连墙件连接方式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l0(mm)300连墙件截面面积Ac(mm2)450连墙件截面回转半径i(mm)15.9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1Nlw=1.4×ωk×2×h×3×la=1.4×0.38×2×1.8×3×1.5=8.0997kN长细比λ=l0/i=300/15.9=18.87，查《规范》表A.0.6得，φ=0.96(Nlw+N0)/(φAc)=(8.0997+3)×103/(0.96×450)=25.69N/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=8.0997+3=11.0997kN≤1×12=12kN满足要求！6.2悬挑式脚手架计算悬挑主梁采用16号工字钢作悬挑梁，悬挑工字钢后端用20mm压环钢筋，固定在混凝土板上，工字钢穿过压环钢筋并用木楔塞牢。悬挑层底部用木板封实。工字钢在二层的布置图见下图：2层3#楼西侧工字钢布置图。44中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案44中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案2层3#楼西侧工字钢布置图悬挑式脚手架计算书如下：一、参数信息1.脚手架参数双排脚手架搭设高度为19m，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0.9m，立杆的步距为1.8m；内排架距离墙长度为0.25m；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Φ48×3.5；横杆与立杆连接方式为双扣件；取双扣件抗滑承载力调整系数0.75；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.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；3.风荷载参数本工程地处广东深圳市，基本风压0.75kN/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；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:10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；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1.3m，建筑物内锚固段长度1.7m。锚固压点压环钢筋直径(mm):20.00；楼板混凝土标号:C35；44中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案6.拉绳与支杆参数悬挑脚手架立面图悬挑脚手架平面图44中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案钢丝绳安全系数为:6.000；钢丝绳与墙距离为(m):3.800；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0.25m。二、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。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=0.3×0.9/(2+1)=0.09kN/m；活荷载标准值:Q=3×0.9/(2+1)=0.9kN/m；静荷载的设计值:q1=1.2×0.038+1.2×0.09=0.154kN/m；活荷载的设计值:q2=1.4×0.9=1.26kN/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.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=0.08×0.154×1.52+0.10×1.26×1.52=0.311kN·m；支座最大弯距计算公式如下:44中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案M2max=-0.10q1l2-0.117q2l2支座最大弯距为M2max=-0.10×0.154×1.52-0.117×1.26×1.52=-0.366kN·m；选择支座弯矩和跨中弯矩的最大值进行强度验算：σ=Max(0.311×106,0.366×106)/5080=72.047N/mm2；大横杆的最大弯曲应力为σ=72.047N/mm2小于大横杆的抗弯强度设计值[f]=205N/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=0.038+0.09=0.128kN/m；活荷载标准值:q2=Q=0.9kN/m；最大挠度计算值为：ν=0.677×0.128×15004/(100×2.06×105×121900)+0.990×0.9×15004/(100×2.06×105×121900)=1.972mm；大横杆的最大挠度1.972mm小于大横杆的最大容许挠度1500/150mm与10mm，满足要求！三、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。1.荷载值计算大横杆的自重标准值：p1=0.038×1.5=0.058kN；脚手板的自重标准值：P2=0.3×0.9×1.5/(2+1)=0.135kN；活荷载标准值：Q=3×0.9×1.5/(2+1)=1.350kN；集中荷载的设计值:P=1.2×(0.058+0.135)+1.4×1.35=2.121kN；44中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案小横杆计算简图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=1.2×0.038×0.92/8=0.005kN·m；集中荷载最大弯矩计算公式如下:Mpmax=Pl/3Mpmax=2.121×0.9/3=0.636kN·m；最大弯矩M=Mqmax+Mpmax=0.641kN·m；最大应力计算值σ=M/W=0.641×106/5080=126.181N/mm2；小横杆的最大弯曲应力σ=126.181N/mm2小于小横杆的抗弯强度设计值205N/mm2，满足要求！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=5×0.038×9004/(384×2.06×105×121900)=0.013mm；大横杆传递荷载P=p1+p2+Q=0.058+0.135+1.35=1.543kN；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)/72EI44中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案νpmax=1542.6×900×(3×9002-4×9002/9)/(72×2.06×105×121900)=1.59mm；最大挠度和ν=νqmax+νpmax=0.013+1.59=1.603mm；小横杆的最大挠度为1.603mm小于小横杆的最大容许挠度900/150=6与10mm,满足要求！四、扣件抗滑力的计算按照《建筑施工扣件式钢管脚手架安全技术规范培训讲座》刘群主编，P96页，双扣件承载力设计值取16.00kN，按照扣件抗滑承载力系数0.75，该工程实际的旋转双扣件承载力取值为12.00kN。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12.00kN；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=0.038×0.9/2=0.017kN；脚手板的自重标准值:P3=0.3×0.9×1.5/2=0.202kN；活荷载标准值:Q=3×0.9×1.5/2=2.025kN；荷载的设计值:R=1.2×(0.058+0.017+0.202)+1.4×2.025=3.168kN；R<12.00kN,所以双扣件抗滑承载力的设计计算满足要求!五、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0.1248kN/mNG1=[0.1248+(1.50×2/2)×0.038/1.80]×19.00=2.979kN；(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=0.3×10×1.5×(0.9+0.2)/2=2.588kN；(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=0.15×10×1.5/2=1.125kN；44中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案(4)吊挂的安全设施荷载，包括安全网:0.005kN/m2NG4=0.005×1.5×19=0.142kN；经计算得到，静荷载标准值NG=NG1+NG2+NG3+NG4=6.834kN；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=3×0.9×1.5×2/2=4.05kN；考虑风荷载时,立杆的轴向压力设计值为N=1.2NG+0.85×1.4NQ=1.2×6.834+0.85×1.4×4.05=13.021kN；不考虑风荷载时,立杆的轴向压力设计值为N"=1.2NG+1.4NQ=1.2×6.834+1.4×4.05=13.871kN；六、钢丝绳卸荷计算（因此内容在规范以外，故仅供参考）钢丝绳卸荷按照完全卸荷计算方法。在脚手架全高范围内卸荷2次；吊点选择在立杆、小横杆、大横杆的交点位置；以卸荷吊点分段计算。第1次卸荷净高度为6m;第2次卸荷净高度为6m;经过计算得到a1=arctg[3.800/(0.900+0.250)]=73.163度a2=arctg[3.800/0.250]=86.236度44中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案第1次卸荷处立杆轴向力为：P1=P2=1.5×13.021×6/19=6.168kN；kx为不均匀系数，取1.5各吊点位置处内力计算为(kN)：T1=P1/sina1=6.168/0.957=6.444kNT2=P2/sina2=6.168/0.998=6.181kNG1=P1/tana1=6.168/3.304=1.867kNG2=P2/tana2=6.168/15.200=0.406kN其中T钢丝绳轴向拉力，G钢丝绳水平分力。卸荷钢丝绳的最大轴向拉力为[Fg]=T1=6.444kN。钢丝绳的容许拉力按照下式计算：[Fg]=aFg/K其中[Fg]--钢丝绳的容许拉力(kN)；Fg--钢丝绳的钢丝破断拉力总和(kN)，计算中可以近似计算Fg=0.5d2，d为钢丝绳直径(mm)；α--钢丝绳之间的荷载不均匀系数，取0.82；K--钢丝绳使用安全系数。计算中[Fg]取6.444kN，α=0.82，K=10，得到：选择卸荷钢丝绳的最小直径为：d=(2×6.444×10.000/0.820)0.5=12.5mm。吊环强度计算公式为：σ=N/A≤[f]其中[f]--吊环钢筋抗拉强度，《混凝土结构设计规范》规定[f]=50N/mm2；N--吊环上承受的荷载等于[Fg]；A--吊环截面积，每个吊环按照两个截面计算,A=0.5πd2；选择吊环的最小直径要为：d=(2×[Fg]/[f]/π)0.5=（2×6.444×103/50/3.142）0.5=9.1mm。第1次卸荷钢丝绳最小直径为12.5mm，必须拉紧至6.444kN，吊环直径为10.0mm。44中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案根据各次卸荷高度得：第2次卸荷钢丝绳最小直径为12.5mm，必须拉紧至6.444kN，吊环直径为10.0mm。七、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=0.75kN/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=0.7×0.75×0.74×0.214=0.083kN/m2；风荷载设计值产生的立杆段弯矩MW为:Mw=0.85×1.4WkLah2/10=0.85×1.4×0.083×1.5×1.82/10=0.048kN·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=13.021×7/19=4.797kN；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=13.871×7/19=5.11kN；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》(JGJ130-2001)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=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=0.18644中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案立杆净截面面积：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=4797.041/(0.186×489)+48082.609/5080=62.206N/mm2；立杆稳定性计算σ=62.206N/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=5110.383/(0.186×489)=56.186N/mm2；立杆稳定性计算σ=56.186N/mm2小于立杆的抗压强度设计值[f]=205N/mm2，满足要求！八、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＝0.75，Wk=0.7μz·μs·ω0=0.7×0.92×0.214×0.75=0.103kN/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》(JGJ130-2001)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=1.563kN；连墙件的轴向力设计值Nl=Nlw+N0=6.563kN；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=250/15.8的结果查表得到φ=0.958，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=0.958×4.89×10-4×205×103=96.035kN；Nl=6.5630，与实际不符。a为钢丝绳竖向距离，b为外侧钢丝绳水平距离。下面将通过叠代循环求出钢丝绳的实际受力与实际变形。通过反复循环，直到型钢的变形αi与细分力Ti作用下产生的变形相同βi，则此时的力Ti即为钢丝绳实际作用在型钢上的力。令反向力T1=Tmax×0.5，求出型钢变形α1＝0.401mm，钢丝绳使型钢变形β1＝T144中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案×(a2+b2)1/2/E×A＝0.252mm，α1>β1，继续循环。令反向力T8=Tmax×0.613，求出型钢变形α8＝0.31mm，钢丝绳使型钢变形β8＝T8×(a2+b2)1/2/E×A＝0.309mm，α8＝β8。此时的力与变形平衡，T8＝2.768kN即为钢丝绳实际作用在型钢上的支座反力。将T8带入连续梁求出型钢实际受力。如图所示：悬挑脚手架计算简图经过连续梁的计算得到悬挑脚手架支撑梁剪力图(kN)44中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案悬挑脚手架支撑梁弯矩图(kN·m)悬挑脚手架支撑梁变形图(mm)各支座对支撑梁的支撑反力由左至右分别为：R[1]=15.801kN；R[2]=-7.848kN；R[3]=0.238kN。最大弯矩Mmax=1.967kN·m；最大应力σ=M/1.05W+N/A=1.967×106/(1.05×141000)+6.837×103/2610=15.903N/mm2；水平支撑梁的最大应力计算值15.903N/mm2小于水平支撑梁的抗压强度设计值215N/mm2,满足要求！十、悬挑梁的整体稳定性计算水平钢梁采用16号工字钢,计算公式如下σ=M/φbWx≤[f]44中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案其中φb--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)得，φb=2由于φb大于0.6，根据《钢结构设计规范》(GB50017-2003)附表B，得到φb值为0.93。经过计算得到最大应力σ=1.967×106/(0.93×141000)=15.014N/mm2；水平钢梁的稳定性计算σ=15.014小于[f]=215N/mm2,满足要求!十一、拉绳的受力计算水平钢梁的轴力RAH和拉钢绳的轴力RUi按照下面计算RAH=ΣRUicosθi其中RUicosθi为钢绳的拉力对水平杆产生的轴压力。各支点的支撑力RCi=RUisinθi按照以上公式计算得到由左至右各钢绳拉力分别为：RU1=2.774kN；RU2=16.634kN；十二、拉绳的强度计算钢丝拉绳(支杆)的内力计算钢丝拉绳(斜拉杆)的轴力RU均取最大值进行计算，为RU=16.634kN选择6×37钢丝绳,钢丝绳公称抗拉强度1700MPa，直径19.5mm。[Fg]=aFg/K其中[Fg]--钢丝绳的容许拉力(kN)；Fg--钢丝绳的钢丝破断拉力总和(kN)，查表得Fg＝239.5KN；α--钢丝绳之间的荷载不均匀系数，对6×19、6×37、6×61钢丝绳分别取0.85、0.82和0.8。α＝0.82；K--钢丝绳使用安全系数。K＝6。得到：[Fg]=32.732KN>Ru＝16.634KN。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44中建三局第二建设工程有限责任公司 大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案钢丝拉绳(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=16.634kN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=(16634×4/(3.142×50×2))1/2=14.6mm；实际拉环选用直径D=16mm的HPB235的钢筋制作即可。十三、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=7.848kN；压环钢筋的设计直径D=20mm；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=3.142×202/4=314.159mm2σ=N/2A=7848.178/314.159×2=12.491N/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！44中建三局第二建设工程有限责任公司 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大涌商务中心2#栋商住楼（一期）总承包工程外脚手架施工方案44中建三局第二建设工程有限责任公司'