某工程满堂碗扣架支撑施工方案

TOC\h\z\t"1,1,1.1,2,1.1.1,3"HYPERLINK\l"_Toc197162601"目录HYPERLINK\l"_Toc197162602"1.编制依据2HYPERLINK\l"_Toc197162603"2.工程概况2HYPERLINK\l"_Toc197162604"3.支撑架体的设计：2HYPERLINK\l"_Toc197162605"3.1架体的设计：2HYPERLINK\l"_Toc197162606"3.2剪刀撑的设计：3HYPERLINK\l"_Toc197162607"3.3横撑的设计：3HYPERLINK\l"_Toc197162608"3.4梁模板支架设计：3HYPERLINK\l"_Toc197162609"4.楼板模板高支撑架的构造和施工要求:4HYPERLINK\l"_Toc197162610"4.1模板支架的构造要求：4HYPERLINK\l"_Toc197162611"4.2支撑架搭设的要求：4HYPERLINK\l"_Toc197162612"4.3施工使用的要求：4HYPERLINK\l"_Toc197162613"5.安全注意事项5HYPERLINK\l"_Toc197162614"6.楼板模板碗扣高支撑架计算书(高度约7.5m，厚度14cm)6HYPERLINK\l"_Toc197162615"6.1模板底梁（楞）以上荷载7HYPERLINK\l"_Toc197162616"荷载参数7HYPERLINK\l"_Toc197162617"荷载组合7HYPERLINK\l"_Toc197162618"6.2脚手架参数7HYPERLINK\l"_Toc197162619"6.3依照H0,N’校核Rd>1.2N7HYPERLINK\l"_Toc197162620"6.4荷载计算7HYPERLINK\l"_Toc197162621"6.4.1校核N<Rd7HYPERLINK\l"_Toc197162622"6.4.2校核Ng1k<Ng1k’7HYPERLINK\l"_Toc197162623"6.4.3校核Nwk/N<0.17HYPERLINK\l"_Toc197162624"7.楼板模板碗扣高支撑架ansys有限元分析7HYPERLINK\l"_Toc197162625"附表：Ansys部分计算书111.编制依据序号依据名称编号备注1混凝土结构工程施施工质量验收收规范GB50204--2002国家标准2建筑施工手册3建筑施工扣件式钢钢管脚手架安安全技术规范范JGJ130-220014建筑结构荷载规范范GB50009--2001国家标准5本工程《施工组织织设计》2007.096铁道部专运处仓库库及办公用房房工程施工图图2.工程概况本工程地上一层12-19/a-f轴层净高（未计梁高）约7.36m，顶板厚度140mm，框架梁700mm*400mm。由于层高>4m，脚手架按梁板模板高支撑架体系计算。地上一层12-19/a-f梁板平面布置图如图1所示。图1地上一层12-19/a-f梁板平面布置图3.支撑架体的设计：3.1架体的设计：架体搭设满堂碗扣架支撑系统，立杆的纵横间距中间部分为900mm*900mm，临近梁处改为600mm*900mm；小横杆长900mm，600mm；碗扣架每根规格1800mm高，步距按600mm间距隔步设置，（即1200/600，600/1200/600，600见附图1）。如果碗扣架的高度不凑模数，可以采用1200mm或1500mm高的立杆调节。满堂碗扣架支撑系统如图2所示。图2满堂碗扣架支撑系统3.2剪刀撑的设计：剪刀撑采用Φ48*3.5钢管支撑，用扣件与碗扣架立杆连接，按碗扣架外侧满设“X”形剪刀撑，水平距离间隔按5垮设置，即约4.1m，（南北、东西向均按此原则）剪刀撑成45~60度角设置，布置简图，见附图1。3.3横撑的设计：横撑在墙体模板拆除以后设置，每3步设置一道，横撑顶部利用U托加100*100*50的木方，回顶在墙体以达到稳固架体的效果。具体见附图1。3.4梁模板支架设计：梁底模落在脚手架的横杆上,横杆间距为900mm,梁下加顶撑间距900mm与顶板支撑架连接加固。梁下受力横杆与立柱连接必须双扣件连接。可参考图2，图3。木龙骨外侧用48钢管固定,高度大于700mm的梁加穿墙螺栓,两侧用支顶保证梁的垂直度及顺直。详见下图。图3梁模板支架详图4.楼板模板高支撑架的构造和施工要求:4.1模板支架的构造要求：1.梁板模板高支撑架可以根据设计荷载采用单立杆；2.立杆之间必须按步距设双向水平杆，确保两方向足够的设计刚度；3.梁和楼板荷载相差较大时，可以采用不同的立杆间距，但只宜在一个方向变距、而另一个方向不变，即在框架梁下相应加设一道支撑，此支撑要求中间立杆必须同步搭设，同时每步必须与其它杆件相连，以减少受力不均匀。4.梁下受力横杆与立柱连接必须双扣件连接（即搁置在立杆的纵横立杆上，受力杆、纵横杆均同立杆扣接）。5.高支撑架步距以0.9--1.5m为宜，不宜超过1.5m。6.在任何情况下，高支撑架的顶部和底部（扫地杆的设置层）必须设水平加强层。7.沿支架四周外立面应满足立面满设剪刀撑；8.按4跨3步距设置剪刀撑，中间剪刀撑间隔跨度不超过4.5m。且需与立横杆连接。9.顶部支撑设置可调U型顶托,可调支撑点的自由段出管口不得超过200mm。4.2支撑架搭设的要求：1.碗扣架架体严格按照设计尺寸搭设，2.确保碗扣架立杆的垂直偏差小于1/500L；3.确保每个扣件和钢管的质量是满足要求的，每个扣件的拧紧力矩都要控制在45-60N.m，钢管不能选用已经长期使用发生变形的；4.地基支座的设计要满足承载力的要求。4.3施工使用的要求：1.精心设计混凝土浇筑方案，确保模板支架施工过程中均衡受载，最好采用由中部向两边扩展的均匀浇筑方式；2.严格控制实际施工荷载不超过设计荷载，对出现的超过最大荷载要有相应的控制措施，钢筋等材料不能在支架上方堆放；3.浇筑砼时，不得布置布料杆。4.浇筑过程中，派人检查支架和支承情况，发现下沉、松动和变形情况及时解决。5.施工中必须加强支撑体系的检查：安装是否牢固，有无松动现象，接头是否已经套牢敲紧，必须经过专业质检员检查合格。6.搭设时必须注意对材料的选用，立杆的上下碗扣是否脱焊、立杆上限位销是否脱落或脱焊。如发现此类问题的材料一律不允许使用，安装完的立杆上限位销如果发现脱落，可在限位销部位加扣件代替。7.立杆下面加垫50*100的垫木，如发现基础地面不平整，必要时可在底部加底托。5.安全注意事项1、施工人员严禁在未搭设完的架体上施工。2、已搭设完的架体上不许堆放过多的材料，以防坠落伤人。3、脚手架搭设以3～4人为一小组为宜，其中1～2人递料，另外两人共同配合搭设，每人负责一端。4、所有构件都应按设计及脚手架有关规定设置。5、搭设高度超过2m时，操作人员必须戴安全带，每隔3m设一道双跳板。6、在墙体模板支设完毕混凝土浇筑前，必须将每跨的模板空间用双层安全平网挂好，并在每跨间适当铺设跳板。注意安全平网必须牵挂牢靠，混凝土浇筑前，工长及现场安全员需对此道工序进行检查，合格后方可进行混凝土的浇筑。7、顶端作业层下应该满铺水平安全网，距顶层施工面1m处，及在距地1.8m处满挂水平安全网，防止搭设支架发生意外坠落事故。8、拆除作业高度在2m以上（含2m）时，必须按要求系好安全带。9、高处作业时，材料必须码放平稳、整齐。手用工具应放入工具袋内，不得乱扔乱放，扳手应用小绳系在身上，使用的铁钉不得含在嘴中。10、拆除前应进行检查、加固松动部位，清除跳板上的杂物，清理时不得随意抛掷。11、必须按拆除方案和专项技术交底要求作业，统一指挥，分工明确。必须按程序作业，确保未拆部分处于稳定、牢固状态。应按照先支后拆、后支先拆的循序，先拆非承重模板及支撑。12、严禁使用大面积拉、推的方法拆模。拆模板时，必须按专项技术交底要求先拆除卸荷装置。必须按规定程序拆除撑杆、模板和支架。严禁在模板下方用撬棍撞、撬模板。13、拆除作业时，必须设警戒区，严禁下方有人进入，拆模板作业人员必须站在平稳可靠的地方，保持自身平衡，不得猛撬，以防失稳坠落。6.楼板模板碗扣高支撑架计算书(高度约7.5m，厚度14cm)由于支撑架设计时只考虑轴心受力,不考虑偏心荷载,碗口架支撑计算可以采用钢管脚手架计算模型及软件。高支撑架的计算参照《建筑施工扣件式钢管脚手架安全技术规范》（JGJ130-2001）。支撑高度在4米以上的模板支架被称为扣件式钢管高支撑架，对于高支撑架的计算规范存在重要疏漏，使计算极容易出现不能完全确保安全的计算结果。本计算书还参照《施工技术》2002.3.《扣件式钢管模板高支撑架设计和使用安全》，供脚手架设计人员参考。模板支架搭设高度为7.5米，搭设尺寸为：立杆的纵距b=0.90米，立杆的横距l=0.90米，立杆的步距h=1.20米。梁顶托采用100×100mm方木。采用的钢管类型为48×3.5。6.1模板底梁（楞）以上荷载荷载参数板处每平方米立杆承受的结构自重标准值(kN/m2):3.36；梁处每平方米立杆承受的结构自重标准值(kN/m2):8.736；脚手架用途：结构施工荷载：1kN/m2荷载组合板处：N1=4kN/m2梁处：N2=10kN/m26.2脚手架参数满堂红脚手架搭设高度为7.5m，立杆采用单立管；板处搭设尺寸为：立杆的纵距为0.9m，立杆的横距为0.9m，步距为1.2m；梁处搭设尺寸为：立杆的纵距为0.6m，立杆的横距为0.45m，步距为1.2m；内排架距离墙长度为0.30m；采用的钢管类型为Φ48×3.5；6.3依照H0,N’校核Rd>1.2N查普通钢管支架立杆的稳定承载能力，H0=1.2m，非几何不可变干系结构支架的稳定承载能力Rd=36.3kN/m2Rd>1.2N6.4荷载计算校核N<Rd对于梁N=1.2*10<Rd=36.3对于板N=1.2*4<Rd=36.3轴向立杆承载力符合要求校核Ng1k<Ng1k’Ng1k=0.1842<Ng1k’=0.038*n*H0=0.855单杆稳定符合要求校核Nwk/N<0.1Nwk=Amwk/w为抗风侧力，Nwk=0抗侧力符合要求7.楼板模板碗扣高支撑架ansys有限元分析依照设计内容，对碗扣脚手架架杆采用beam188模拟；对楼板单元采用shell62模拟。荷载取值参照设计书。单元整体建模如下图（图6）所示：图6单元整体建模结构变形图如图7所示：依图可见，当梁、板产生自重作用下变形后，脚手架体系依然稳定（产生较小变形），变形值参照附表。图7脚手架变形图结构节点应力图如图8所示。图8脚手架节点应力分布图图9脚手架荷载分布图依图可见，脚手架充分发挥拉压杆的作用，结构稳定可靠。图10为单元杆件元素内力分析。图10元素内力分布图图10说明杆件有足够的安全度承受梁板荷载。综上，本碗扣脚手架设计方案合理，可以实施。附表：Ansys部分计算书PRINTSNODALSOLUTIONPERNODE*****POST1NODALSTRESSLISTING*****PowerGraphicsIsCurrentlyEnabledLOADSTEP=1SUBSTEP=1TIME=1.0000LOADCASE=0SHELLNODALRESULTSAREATTOP/BOTTOMFORMATERIAL1THEFOLLOWINGX,Y,ZVALUESAREINGLOBALCOORDINATESNODESXSYSZSXYSYZSXZ1-10804.-0.14948E-26-10804.-0.12206E-10-0.12206E-10-0.18854E+06110804.-4000.010804.0.12451E-100.12451E-100.18854E+062-73612.-0.12246E-26-0.35317E+06-0.14415E-110.57754E-1169656.273612.-2000.00.35317E+060.15640E-1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