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22HYPERLINK\l"_Toc197162603"2.工程概况22HYPERLINK\l"_Toc197162604"3.支撑架体的的设计：2HYPERLINK\l"_Toc197162605"3.1架体的设设计：2HYPERLINK\l"_Toc197162606"3.2剪刀撑的的设计：3HYPERLINK\l"_Toc197162607"3.3横撑的设设计：3HYPERLINK\l"_Toc197162608"3.4梁模板板支架设计：：3HYPERLINK\l"_Toc197162609"4.楼板模板高高支撑架的构构造和施工要要求:4HYPERLINK\l"_Toc197162610"4.1模板支架架的构造要求求：4HYPERLINK\l"_Toc197162611"4.2支撑架搭搭设的要求：：4HYPERLINK\l"_Toc197162612"4.3施工使用用的要求：44HYPERLINK\l"_Toc197162613"5.安全注意事事项5HYPERLINK\l"_Toc197162614"6.楼板模板碗碗扣高支撑架架计算书(高度约7.55m，厚度14ccm)6HYPERLINK\l"_Toc197162615"6.1模板底底梁（楞）以以上荷载7HYPERLINK\l"_Toc197162616"荷载参数7HYPERLINK\l"_Toc197162617"荷载组合7HYPERLINK\l"_Toc197162618"6.2脚手架参参数7HYPERLINK\l"_Toc197162619"6.3依照HH0,N’校核Rd>11.2N7HYPERLINK\l"_Toc197162620"6.4荷载计计算7HYPERLINK\l"_Toc197162621"6.4.1校校核N<RRd7HYPERLINK\l"_Toc197162622"6.4.2校校核Ng11k<Ng11k’7HYPERLINK\l"_Toc197162623"6.4.3校校核Nwk//N<0.117HYPERLINK\l"_Toc197162624"7.楼板模板碗碗扣高支撑架架ansyss有限元分析析7HYPERLINK\l"_Toc197162625"附表：Ansyys部分计算算书111.编制依据序号依据名称称编号备注1混凝土结构工程程施工质量验验收规范GB502044-20022国家标准2建筑施工手册3建筑施工扣件式式钢管脚手架架安全技术规规范JGJ130--20014建筑结构荷载规规范GB500099-20011国家标准5本工程《施工组组织设计》2007.0996铁道部专运处仓仓库及办公用用房工程施工工图2.工程概况本工程地上一层层12-199/a-f轴层净高（未未计梁高）约约7.36m，顶板厚度140mm，框架梁700mmm*400mmm。由于层高>4mm，脚手架按按梁板模板高高支撑架体系系计算。地上一层12--19/a--f梁板平面布布置图如图1所示。图1地上一层层12-199/a-f梁板平面布布置图3.支撑架体的的设计：3.1架体的设设计：架体搭设满堂碗碗扣架支撑系系统，立杆的纵横间间距中间部分分为900mmm*9000mm，临近梁处处改为600mmm*900mmm；小横杆长900mm，600mm；碗扣架每每根规格1800mmm高，步距按600mm间距隔步设设置，（即1200//600，600/11200/6600，600见附图1）。如果碗碗扣架的高度度不凑模数，可以采用1200mm或1500mm高的立杆调节。满堂碗扣架支撑撑系统如图2所示。图2满堂碗扣扣架支撑系统统3.2剪刀撑的的设计：剪刀撑采用Φ448*3.55钢管支撑，用用扣件与碗扣扣架立杆连接接，按碗扣架架外侧满设“X”形剪刀撑，水水平距离间隔隔按5垮设置，即即约4.1m，（南北、东东西向均按此此原则）剪刀刀撑成45~60度角设置，布布置简图，见见附图1。3.3横撑的设设计：横撑在墙体模板板拆除以后设设置，每3步设置一道道，横撑顶部部利用U托加100*1100*500的木方，回回顶在墙体以以达到稳固架架体的效果。具具体见附图1。3.4梁模板板支架设计：：梁底模落在脚手手架的横杆上上,横杆间距为900mmm,梁下加顶撑撑间距900mm与顶板支撑撑架连接加固固。梁下受力力横杆与立柱柱连接必须双双扣件连接。可可参考图2，图3。木龙骨外侧用448钢管固定,高度大于700mm的梁加穿墙墙螺栓,两侧用支顶顶保证梁的垂垂直度及顺直直。详见下图图。图3梁模板支支架详图4.楼板模板高高支撑架的构构造和施工要要求:4.1模板支架架的构造要求求：1.梁板模板高高支撑架可以以根据设计荷荷载采用单立立杆；2.立杆之间必必须按步距设设双向水平杆杆，确保两方方向足够的设设计刚度；3.梁和楼板荷荷载相差较大大时，可以采采用不同的立立杆间距，但但只宜在一个个方向变距、而而另一个方向向不变，即在在框架梁下相相应加设一道道支撑，此支支撑要求中间间立杆必须同同步搭设，同同时每步必须须与其它杆件件相连，以减减少受力不均均匀。4.梁下受力力横杆与立柱柱连接必须双双扣件连接（即即搁置在立杆杆的纵横立杆杆上，受力杆杆、纵横杆均均同立杆扣接接）。5.高支撑架步步距以0.91.5m为宜，不宜宜超过1.5m。6.在任何情况况下，高支撑撑架的顶部和和底部（扫地地杆的设置层层）必须设水水平加强层。7.沿支架四周周外立面应满满足立面满设设剪刀撑；8.按4跨33步距设置剪剪刀撑，中间间剪刀撑间隔隔跨度不超过过4.5m。且需与立立横杆连接。9.顶部支撑设设置可调U型顶托,可调支撑点点的自由段出出管口不得超超过200mm。4.2支撑架搭搭设的要求：：1.碗扣架架体体严格按照设设计尺寸搭设设，2.确保碗扣架架立杆的垂直直偏差小于1/5000L；3.确保每个扣扣件和钢管的的质量是满足足要求的，每每个扣件的拧拧紧力矩都要要控制在45-600N.m，钢管不能能选用已经长长期使用发生生变形的；4.地基支座的的设计要满足足承载力的要要求。4.3施工使用用的要求：1.精心设计混混凝土浇筑方方案，确保模模板支架施工工过程中均衡衡受载，最好好采用由中部部向两边扩展展的均匀浇筑筑方式；2.严格控制实实际施工荷载载不超过设计计荷载，对出出现的超过最最大荷载要有有相应的控制制措施，钢筋筋等材料不能能在支架上方方堆放；3.浇筑砼时，不不得布置布料料杆。4.浇筑过程中中，派人检查查支架和支承承情况，发现现下沉、松动动和变形情况况及时解决。5.施工中必须须加强支撑体体系的检查：：安装是否牢牢固，有无松松动现象，接接头是否已经经套牢敲紧，必必须经过专业业质检员检查查合格。6.搭设时必须须注意对材料料的选用，立立杆的上下碗碗扣是否脱焊焊、立杆上限限位销是否脱脱落或脱焊。如如发现此类问问题的材料一一律不允许使使用，安装完完的立杆上限限位销如果发发现脱落，可可在限位销部部位加扣件代代替。7.立杆下面加加垫50*1000的垫木，如如发现基础地地面不平整，必必要时可在底底部加底托。5.安全注意事事项1、施工人员严严禁在未搭设设完的架体上上施工。2、已搭设完的的架体上不许许堆放过多的的材料，以防防坠落伤人。3、脚手架搭设设以3～4人为一小组组为宜，其中中1～2人递料，另另外两人共同同配合搭设，每每人负责一端端。4、所有构件都都应按设计及及脚手架有关关规定设置。5、搭设高度超超过2m时，操作人人员必须戴安安全带，每隔隔3m设一道双跳跳板。6、在墙体模板板支设完毕混混凝土浇筑前前，必须将每每跨的模板空空间用双层安安全平网挂好好，并在每跨跨间适当铺设设跳板。注意意安全平网必必须牵挂牢靠靠，混凝土浇浇筑前，工长长及现场安全全员需对此道道工序进行检检查，合格后后方可进行混混凝土的浇筑筑。7、顶端作业层层下应该满铺铺水平安全网网，距顶层施施工面1m处，及在距距地1.8m处满挂水平平安全网，防防止搭设支架架发生意外坠坠落事故。8、拆除作业高高度在2m以上（含2m）时，必须须按要求系好好安全带。9、高处作业时时，材料必须须码放平稳、整整齐。手用工工具应放入工工具袋内，不不得乱扔乱放放，扳手应用用小绳系在身身上，使用的的铁钉不得含含在嘴中。10、拆除前应应进行检查、加加固松动部位位，清除跳板板上的杂物，清清理时不得随随意抛掷。11、必须按拆拆除方案和专专项技术交底底要求作业，统统一指挥，分分工明确。必必须按程序作作业，确保未未拆部分处于于稳定、牢固固状态。应按按照先支后拆拆、后支先拆拆的循序，先先拆非承重模模板及支撑。12、严禁使用用大面积拉、推推的方法拆模模。拆模板时时，必须按专专项技术交底底要求先拆除除卸荷装置。必必须按规定程程序拆除撑杆杆、模板和支支架。严禁在在模板下方用用撬棍撞、撬撬模板。13、拆除作业业时，必须设设警戒区，严严禁下方有人人进入，拆模模板作业人员员必须站在平平稳可靠的地地方，保持自自身平衡，不不得猛撬，以以防失稳坠落落。6.楼板模板碗碗扣高支撑架架计算书(高度约7.5m，厚度14cm))由于支撑架设计计时只考虑轴轴心受力,不考虑偏心心荷载,碗口架支撑撑计算可以采采用钢管脚手手架计算模型型及软件。高支撑架的计算算参照《建筑筑施工扣件式式钢管脚手架架安全技术规规范》（JGJ1330-20001）。支撑高度在4米米以上的模板板支架被称为为扣件式钢管管高支撑架，对对于高支撑架架的计算规范范存在重要疏疏漏，使计算算极容易出现现不能完全确确保安全的计计算结果。本本计算书还参参照《施工技技术》2002..3.《扣件式钢钢管模板高支支撑架设计和和使用安全》，供供脚手架设计计人员参考。模板支架搭设高高度为7.5米，搭设尺尺寸为：立杆杆的纵距b=0.990米，立杆的的横距l=0.990米，立杆的的步距h=1.220米。梁顶托采用1000×1000mm方木。采用的钢管类型型为48×3..5。6.1模板底底梁（楞）以以上荷载荷载参数板处每平方米立立杆承受的结结构自重标准准值(kN/m2):3.36；梁处每平方米立立杆承受的结结构自重标准准值(kN/m2):8.7336；脚手架用途：结结构施工荷载：1kkN/m2荷载组合板处：NN1=4kkN/m2梁处：NN2=10kN/m226.2脚手架参参数满堂红脚手架搭搭设高度为77.5m，立杆采用用单立管；板处搭设尺寸为为：立杆的纵纵距为0.99m，立杆的横横距为0.99m，步距为1..2m；梁处搭设尺寸为为：立杆的纵纵距为0.6m，立杆的横横距为0.45m，步距为1.2m；内排架距离墙长长度为0.330m；采用的钢管类型型为Φ48×3..5；6.3依照HH0,N’校核Rd>1..2N查普通钢管支架架立杆的稳定定承载能力，H0=1..2m，非几何不不可变干系结结构支架的稳稳定承载能力力Rd=366.3kNN/m2Rd>1.2NN6.4荷载计计算校核N<RRd对于梁N=1..2*10<<Rd=366.3对于板N=1..2*4<RRd=36..3轴向立杆承载力力符合要求校核Ng11k<Ng11k’Ng1k=0..1842<<Ng1k’’=0.0338*n*HH0=0.8855单杆稳定符合要要求校核Nwk//N<0.11Nwk=Amwwk/w为抗风侧力力，Nwk=00抗侧力符合要求求7.楼板模板碗碗扣高支撑架架ansys有限元分析析依照设计内容，对对碗扣脚手架架架杆采用beam1188模拟；对楼楼板单元采用用shelll62模拟。荷载取值参照设设计书。单元整体建模如如下图（图6）所示：图6单元整体体建模结构变形图如图图7所示：依图可见，当梁梁、板产生自自重作用下变变形后，脚手手架体系依然然稳定（产生生较小变形），变变形值参照附附表。图7脚手架变变形图结构节点应力图图如图8所示。图8脚手架节节点应力分布布图图9脚手架荷荷载分布图依图可见，脚手手架充分发挥挥拉压杆的作作用，结构稳稳定可靠。图10为单元杆杆件元素内力力分析。图10元素内内力分布图图10说明杆件件有足够的安安全度承受梁梁板荷载。综上，本碗扣脚脚手架设计方方案合理，可可以实施。附表：Ansyys部分计算书书PRINTSNODALLSOLUUTIONPERNNODE******POSTT1NODDALSTTRESSLISTIING******PowerrGraphhicsIIsCurrrentllyEnaabledLOADSTEP==1SUUBSTEPP=1TIMEE=1.00000LOAADCASSE=0SHELLLNODAALRESSULTSAREAATTOPP/BOTTTOMFOORMATTERIALL1THEFFOLLOWWINGXX,Y,ZVALUEESAREEINGGLOBALLCOORRDINATTESNODDESXSYSSZSXYSYYZSXZ1-108804.-0..149488E-26-108004.-0.112206EE-10-00.122006E-100-0.188854E++061110804..-40000.0100804.00.124551E-1000.122451E--100..188544E+062-773612..--0.122246E-226-0.335317EE+06-00.144115E-1110.577754E--11669656..2773612..-20000.00.335317EE+0600.156440E-111-0.566530E--11-669656..3880261..0.249996E-2270.223537EE+06-00.270775E-1110.677897E--11-0..124488E+063-802261.-44000.00--0.235537E+0060.229524EE-11-00.654448E-1110.122448E++064711150.0..112033E-260.301199E+0060.220808EE-1100.162115E-100-371166.4-711150.-44000.00--0.301199E+006-0.118359EE-11-00.159770E-100371166.5656633.0..162177E-260.267792E+0060.770496EE-1100.194336E-100494499.5-656633.-44000.00--0.267792E+006-0.668047EE-11-00.191991E-100-494499.6449988.0..155199E-260.121112E+0060.110341EE-1000.150003E-1000.122391E++066-449988.-44000.00--0.121112E+006-0.110097EE-10-00.147558E-100-0.122391E++067-0.355527E++06-0..213055E-26--0.355527E+006-0.113668EE-10-00.459332E-111-954409.70.355527E++06-11333.330.355527E+0060.113750EE-1000.467449E-111954409.80.177798E++060..500755E-27-707668.0.111705EE-1000.415887E-111371137.8-0.177798E++06-22000.00707668.-0.111582EE-10-00.403662E-111-371137.90.211446E++060..691522E-27-304992.0.113146EE-1000.243776E-111134475.9-0.211446E++06-22000.00304992.-0.113024EE-10-00.231552E-111-134475.1100..190800E+060.547756E-227-377077.00.114448E-1000.100575E--11-110318..110-0..190800E+06-20000.0377077.-00.113225E-100-0.933506E--12110318..1110..102155E+06--0.180067E-227-0.110730EE+0600.493667E-111-0.833574E--12-445197..111-0..102155E+06-20000.00.110730EE+06-00.481443E-1110.955820E--12445197..112-0..353177E+06--0.442291E-227-733612.-00.579220E-111-0.844188E--12669656..1120..353177E+06-20000.0733612.00.591445E-1110.966434E--12-669656..113-0..107300E+06--0.916681E-2290.110215EE+06-00.508665E-1110.422119E--11-445197..1130..107300E+06-20000.0-0.110215EE+0600.520889E-111-0.400894E--11445197..114-337077..0.644448E-2270.119080EE+06-00.922224E-1220.111249E--10-110318..114337077..-20000.0-0.119080EE+0600.104447E-111-0.111127E--10110318..115-330492..0.847768E-2270.221446EE+0600.697885E-1220.133551E--10113475..115330492..-20000.0-0.221446EE+06-00.575338E-122-0.133429E--10-113475..116-770768..0.780095E-2270.117798EE+0600.104997E-1110.122438E--10337137..116770768..-20000.0-0.117798EE+06-00.927227E-122-0.122316E--10-337137..1170..121122E+060.155519E-226444988.00.150003E-1000.100341E--100..123911E+06117-0..121122E+06-40000.0-444988.-00.147558E-100-0.100097E--10-0..123911E+061180..267922E+060.162217E-226655633.00.194336E-1000.700496E--11449499..******POSTT1NODDALSTTRESSLISTIING******PowerGrraphiccsIsCurreentlyEnablledLOADSTEP==1SUUBSTEPP=1TIMEE=1.00000LOAADCASSE=0SHELLLNODAALRESSULTSAREAATTOPP/BOTTTOMFOORMATTERIALL1THEFFOLLOWWINGXX,Y,ZVALUEESAREEINGGLOBALLCOORRDINATTESNODDESXSYSSZSXYSYYZSXZ18-0.226792EE+06--4000..0-656633.-0..191911E-10--0.680047E-111-499499.1190..301999E+060.112203E-226711150.00.162115E-1000.200808E--11-337166..119-0..301999E+06-40000.0-711150.-00.159770E-100-0.188359E--11337166..2200..235377E+060.249996E-227800261.00.678997E-111-0.277075E--11-0..124488E+06220-0..235377E+06-40000.0-800261.-00.654448E-1110.299524E--110..124488E+062210..149944E+060.519975E-2270.114994EE+0600.424442E-1110.422442E--11-880628..221-0..149944E+06-40000.0-0.114994EE+06-00.399993E-111-0.399993E--11880628..2220..228111E+060.116616E-2260.113412EE+0600.123663E-1000.666074E--11-226206..222-0..228111E+06-40000.0-0.113412EE+06-00.121118E-100-0.633625E--11226206..2230..200888E+060.142216E-2260.112858EE+0600.138222E-1000.933949E--11224852..223-0..200888E+06-40000.0-0.112858EE+06-00.135777E-100-0.911500E--11-224852..224666352..0.121189E-2260.113249EE+0600.792889E-1110.111978E--10663141..224-666352..-40000.0-0.113249EE+06-00.768440E-111-0.111733E--10-663141..2250..134122E+060.116616E-2260.222811EE+0600.660774E-1110.122363E--10-226206..225-0..134122E+06-40000.0-0.222811EE+06-00.636225E-111-0.122118E--10226206..2260..199311E+060.143318E-2260.119931EE+0600.116992E-1000.111692E--10-88368.11226-0..199311E+06-40000.0-0.119931EE+06-00.114447E-100-0.111447E--1088368.112270..179100E+060.146639E-2260.119153EE+0600.115774E-1000.122334E--1099912.33227-0..179100E+06-40000.0-0.119153EE+06-00.113229E-100-0.122090E--10-99912.33228883108..0.124443E-2260.220671EE+0600.637667E-1110.133945E--10221035..228-883108..-40000.0-0.220671EE+06-00.613118E-111-0.133700E--10-221035..2290..128588E+060.142216E-2260.220088EE+0600.939449E-1110.133822E--10224852..229-0..128588E+06-40000.0-0.220088EE+06-00.915000E-111-0.133577E--10-224852..3300..191533E+060.146639E-2260.117910EE+0600.123334E-1000.111574E--1099912.33330-0..191533E+06-40000.0-0.11791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