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'模板支撑体系施工方案目录一、编制依据2二、工程概况和整体施工布置2三、模板工程33.1材料要求33.2柱模板施工43.3梁模板施工63.4楼板模板施工103.5其余构件模板施工113.6模板及支撑要求113.7模板安装的质量要求113.8模板的拆除123.9构造措施123.10质量检验要求133.11成品、半成品的保护143.12安全文明施工要求14四、高支模应急救援预案15五、计算书17附一1-30-
模板支撑体系施工方案一、编制依据1.1、图纸、招标文件、工程量清单等；1.2、应用的主要规范、规程、评定标准1.2.1《建筑施工扣件式钢管脚手架安全技术规范》JGJ130-20011.2.2《混凝土结构设计规范》GB50010-20021.2.3《建筑结构荷载规范》GB50009-20011.2.4《钢结构设计规范》GB50017-20031.2.5《施工技术》2002（3）1.2.6《扣件式钢管模板高支撑架设计和使用安全》1.3、施工组织计划二、工程概况和整体施工布置施工概况主要板厚为400mm，梁截面最大尺寸为250×1000，柱截面最大尺寸为1200×1500，本工程工期较为紧张，保证该部分施工质量安全是中学施工中的重要环节，也是做本施工方案的目的。区域如下图:-30-
模板支撑体系施工方案三、模板工程由于砼采用梁板一次性浇筑，柱分两次施工,第一次施工至首层板面(-0.05),第二次与二层梁板一起浇筑,且框架梁处梁板模板支撑高度最大达到12.1m，因此在施工时，模板及模板支撑的整体稳定性是施工的重点。3.1材料要求3.1.1对于模板支撑所使用的钢管、扣件式脚手架，严禁使用弯曲、锈蚀、端口不平的钢管，对有裂缝的扣件及松口的螺丝帽必须更换。3.1.2模板板材采用18厚双面聚酯模板，模板使用之前必须刷脱模剂。当模板出现破损及时修补、截边，不能修补的更新模板。模板加工不能在现场加工，必须在木工加工车间弹线切割，在同一部位、同一尺寸的情况下做好标示编号。3.1.3模板连接件为φ12mm-30-
模板支撑体系施工方案的高强螺杆，加塑料套管、胶杯、蝶形螺帽，要经常检查是否松动、破损并及时更换。背枋采用50×90木枋，围檩采用8#槽钢。垫枋采用90×90、50×90木枋，严禁使用弯曲、腐朽的木枋。对拉螺栓采用φ12高强螺杆。3.2柱模板施工3.2.1、柱模板采用散拼模板，柱分两次浇筑,第一次施工5.8m高,第二次施工至梁底。背枋为50×90木枋，间距300（木枋中对中间距）,柱箍采用双向8#槽钢及φ12的高强螺杆连接成，柱箍间距≤610，柱箍第一道从楼面200起。-30-
模板支撑体系施工方案3.2.2、柱模的安装工艺流程：抹找平层做定位墩→弹柱位置线→安装柱模板→安装柱箍→安拉杆或斜撑→自检具体步骤如下：A．沿柱模外四边，在砼楼面插φ12或14的短钢筋，用于固定柱模板下口，以防止位移。B．弹柱位置线时每边两端要外延200mm，另在柱位置线外300mm处，再弹一道检查线。C．安装柱模板：安装前先在模板下口钉海棉条，再组装模板，校正后再安装柱箍，柱箍安装应水平。（安装柱模板前按照460×610间距在柱箍上安装同柱截面的Φ16钢筋内撑）。D．为了防止模板移位、扭转和弯曲，在柱模板上、下各设一道钢管箍，中间设多道钢管箍与模板架连成整体。同时，柱箍螺栓不要一次拧紧，待对模板的轴线位移、垂直偏差、对角线、轴向等全面校正后再紧固。E．砼浇筑前将柱模内清理干净，封闭清理口，柱模板底角用干硬性砂浆补缝。F．由于柱的对拉螺栓在同一拉结点可能存在两道，考虑在模板计算过程中，此部位荷载承载力余度不大，在模板支设过程中，必须要保证对拉螺栓间距均匀，两道螺栓的受力相同，避免单根受力过大而拉断。同时，在混凝土浇注过程中，避免振动棒直接振捣在对拉螺栓上。-30-
模板支撑体系施工方案3.3梁模板施工3.3.1、大梁模板的配置及安装：梁侧模背枋采用50×90木枋间距300mm；围檩采用双向50×90木枋，上下间距610一道，围檩最底下一道从梁底下200起；梁高>700的用φ12高强螺杆间距460（横向）×610（纵向）连接；梁底边缘两侧用90×90木枋，中间用50×90木枋，间距250～300mm；梁下钢管支撑纵横间距为500×500，横杆步距1500，扫地杆离楼面200，每间隔4~6米纵横向布置一道剪刀撑，预应力框架梁下要每间隔3米纵横向布置一道，注意剪刀撑都要向上连续布置，剪刀撑斜杆与地面或楼层面夹角必须控制在45°～60°之间。梁下立杆下部要设垫方，联系立杆的水平杆要与同楼层标高的水平杆连通。此部分的剪刀撑在垂直于梁的方向进行加密，为4.5米一道。平行于梁的剪刀撑在梁边进行布置。剪刀撑的间距为4.5米。梁底立杆与水平杆交接处必须增加防滑扣件。3.3.2梁模板的安装工艺流程：弹线→支立柱→调整标高→安装梁底模→绑梁钢筋→安装侧模和墙柱与梁接头模板→自检。A．安装梁板支撑，支撑间距施工时必须按支撑设计执行。B．按设计标高调整支柱的标高，然后安装梁底板，并拉线找直，当梁跨度L≥4m，梁中按L/400起拱。C．安装后校正梁中线、标高、断面尺寸，将梁模板内清理干净。D．水电的预埋管，要加穿泡沫板固定在梁板底，不要打孔穿管。E．梁钢筋绑扎完毕后，清理杂物，安装侧模和墙柱与梁头模板。F．特别注意梁底垫枋下小横杆要用两个扣件与立杆固定。-30-
模板支撑体系施工方案-30-
模板支撑体系施工方案-30-
模板支撑体系施工方案-30-
模板支撑体系施工方案3.4楼板模板施工楼板的模板垫枋50×90，间距250~300mm布置，模板应垂直于木枋方向铺钉；板下钢管支撑纵横向间距900×900（大梁边一道平行梁方向间距450），扫地杆离地200~250，大横杆步距1500；板底每隔3跨沿全高纵横向设置剪刀撑。楼板模板的安装工艺流程：支立柱→上立柱横向拉杆→校正标高、铺设木枋→铺模板→模板拼缝处理→自检A．支柱间距经计算确定。支撑纵方向顺直，间距要准确。B．楼板支柱顶部标高要拉水平标高线控制，用F48钢管做支撑时，钢管高度不得超过楼板模板。C．标高经校正后，支柱间加水平拉杆，一般离地200—300mm设一道，往上纵横方向每隔1.5米左右设一道。D．拉杆和剪刀撑要普遍设置，剪刀撑视具体情况一般设置在跨中部位。-30-
模板支撑体系施工方案3.5其余构件模板施工其余构件模板施工按《施工方案》执行。3.6模板及支撑要求按规范要求：从顶层开始向下每隔2步设置一道水平剪刀撑，具体设置在第二、四、六步。支撑有足够的稳定性、强度和刚度，在砼浇捣过程中不变形、不移位。模板接缝严密，不得漏浆。模板及支撑在安装过程中，必须设置临时固定装置，防止倾覆。模板表面必须刷脱模剂，多次周转使用的模板必须清除杂物，拔去钉子。3.7模板安装的质量要求现浇结构模板安装的允许偏差项目允许偏差（mm）轴线位置5底模上表面标高5（柱、墙、梁）截面内部尺寸+4，-5层高垂直全高≤5m6全高>5m8相邻两板表面高低差2表面平整（2m长度以上）5预埋件和预留空洞的允许偏差项目允许偏差（mm）预埋钢板中心线位置3预埋管、预留孔中心线位置3预埋螺栓中心线位置2外露长度+10，0预留洞中心线位置10截面内部尺寸+10，03.8模板的拆除现浇结构的模板及其支架拆除时的混凝土强度，当设计无要求时，应符合下列规定：(1)、预应力梁必须在预应力张拉结束后才能拆模。(2)、模板的拆除应经过项目技术负责人审批后经允许才可拆模。-30-
模板支撑体系施工方案（3）、拆模时应先做好梁底部平面的钢芭网防护层。（4）、模板拆除下来的材料，必须由人工从操作层（钢芭网层）传到楼板面，不得直接散落在底板面上。（5）、拆模时影响范围5000m外必须拉好警戒线，并由相应区域安全员监护拆除。（6）、拆除原则：应按照拆除顺序拆除：应先支的后拆，后支的先拆，先拆非承重部位，后拆承重部位，应先拆掉斜拉杆或斜支撑，再卸掉对拉螺栓，接着拆掉横钢楞，抽出蝴蝶卡以及其附件，然后轻轻撬动模板，使模板脱离墙面，严禁乱撬乱剔造成对模板破坏或混凝土损伤。（7）地面以上6m架子拆除必须采用人工传递。3.9构造措施除了要遵守《扣件架规范》的相关要求外，还要考虑以下内容3.9.1.模板支架的构造要求：a.梁板模板高支撑架根据设计荷载采用单立杆，同一高度的接头面积不超过30%；b.立杆之间必须按步距满设双向水平杆，确保两方向足够的设计刚度；c.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。3.9.2.立杆步距的设计：a.当架体构造荷载在立杆不同高度轴力变化不大时，可以采用等步距设置；b.当中部有加强层或支架很高，轴力沿高度分布变化较大，可采用下小上大的变步距设置，但变化不要过多；c.高支撑架步距以0.9--1.5m为宜，不宜超过1.5m。3.9.3.整体性构造层的设计：a.当支撑架高度≥18m或横向高宽比≥6时，需要设置整体性单或双水平加强层；b.单水平加强层可以每4--6米沿水平结构层设置水平斜杆或剪刀撑，且须与立杆连接，设置斜杆层数要大于水平框格总数的1/3；c.双水平加强层在支撑架的顶部和中部每隔10--15m设置，四周和中部每10--15m设竖向斜杆，使其具有较大刚度和变形约束的空间结构层；d.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。-30-
模板支撑体系施工方案3.9.4.剪刀撑的设计：a.沿支架四周外立面应满足立面满设剪刀撑；b.中部可根据需要并依构架框格的大小，每隔4.5~6m设置。3.9.5.顶部支撑点的设计：a.最好在立杆顶部设置支托板，其距离支架顶层横杆的高度不宜大于400mm；b.顶部支撑点位于顶层横杆时，应靠近立杆，且不宜大于200mm；c.支撑横杆与立杆的连接扣件应进行抗滑验算，当设计荷载N≤12kN时，可用双扣件；大于12kN时应用顶托方式。3.9.6.支撑架搭设的要求：a.严格按照设计尺寸搭设，立杆和水平杆的接头均应错开在不同的框格层中设置；b.确保立杆的垂直偏差和横杆的水平偏差小于《扣件架规范》的要求；c.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；d.地基支座的设计要满足承载力的要求。3.9.7.施工使用的要求：a.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浇筑方式；b.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；c.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。3.10质量检验要求(1)、保证工程结构和构件各部分形状、尺寸和相互位置的正确。(2)、具有足够的强度、刚度和稳定性，能可靠地承受新浇混凝土的重量和侧压力，以及在施工过程中所产生的荷载。(3)、构造简单，装拆方便，并便于钢筋的绑扎与安装，符合混凝土的浇筑及养护等工艺要求。(4)、模板接缝应严密，不得漏浆。3.11成品、半成品的保护(1)、-30-
模板支撑体系施工方案现场不得随意切割层板或木枋，凡现场未经允许而切割层板或木枋者，项目材料部或现场工长可给予一定罚款,并没收电锯，现场在现场工长的同意下可用手锯进行切割。(2)、在焊接钢板时须底部应铺设铁皮用来保护，以防止模板被烧着破坏，同时施工过程中的焊渣须及时清理干净。(3)、水电管线须更改穿过模板时应通知现场木工工长，木工工长核实无误方能钻眼开洞，锯沫以及PVC管应及时清理干净，作到工完场清。(4)、模板安装应轻拿轻放，不得碰撞已经绑扎完的墙柱，以防模板变形或损坏结构，预埋件应注意保护，不得随意移动或损坏。(5)、模板支设完毕后或混凝土浇筑后未达到一定强度时，不得随意拆除底部支撑，拆除时必须签定拆模令，经项目质保部批准同意后方可拆除。(6)、模板因混凝土以及其他原因所造成的污染，应及时进行清洗或处理，清理必须将两面的水泥砂浆清理干净，模板每次施工完毕后应按布置要求进行堆放，并涂刷脱模剂，脱模剂要求涂刷均匀，保证模板表面洁净光滑。核心筒筒模在涂刷脱模剂时不能太厚，在吊装时注意和钢筋避免接触，或钢筋采取保护措施，防止因脱模剂污染钢筋，减弱钢筋与混凝土的握裹力。(7)、装拆模板时，上下应有人接应，并及时随拆运转，严禁将模板抛仍或放在外架上。3.12安全文明施工要求(1)、施工现场必须带好安全帽，系紧帽带，不准穿拖鞋、硬底鞋进入施工现场。(2)、操作高度超过2m，必须系安全带。(3)、临边作业时，上下层不得交叉作业。使用的工具、材料要放好、放稳，以免发生高空坠物。(4)、施工现场禁止吸烟、酒后作业。(5)、施工现场不得嬉戏打闹，以免发生危险。更不得打架斗殴。(6)、严禁高空抛物。(7)、每天或每项工作完成后要把施工作业层清扫干净，做到工完场清-30-
模板支撑体系施工方案四、高支模应急救援预案高支模具有高危险性，对模板倒坍等紧急事故做出应急准备的响应措施，对事故进行控制和处理。1、事故的应急救援工作程序1．1建立项目应急救援组织小组组长：薛红星副组长：王华刚、阳运足组员：周传发、薛红英、杜德福、张家宽、覃山1．2负责人决定是否暂时停止有关工作，并向上级领导报告紧急事故发生发现人通知事故发生单位负责人立即通知政府有关部门：如消防局、安监局、医疗单位配合有关当局进行处理，抢救受伤人员可控制情况不可控制情况按事故严重程度和具体情况，组织人员采取应急措施紧急事故处理流程图填写紧急事故处理报告，报管理者代表2、事故的应急响应a)紧急事故发生时，所在单位必须立即采取应急措施处理，当事故严重，自身难于处理时，必须首先联络紧急救援或医疗单位，并同时向上级领导报告；-30-
模板支撑体系施工方案b)当紧急事故威胁到人身安全时，必须首先确保人身安全，组长应立即组织人员迅速脱离危险区域或场所，再采取应急措施以尽可能地减少事态的发展；c)紧急事故发生时应按紧急事故处理流程图所示的程序进行处理;d)对紧急情况和紧急事故发生后，应保护好现场；e)紧急事故处理结束后，事故所在单位的负责人应在２４小时内填写紧急事故处理报告，报告政府相关主管单位。3、应急准备3.1组织准备项目部建立应急救援领导小组3.2措施准备具体要求：a)编制高支模专项方案,并进行专家论证；b)施工队应按方案及专家意见的措施严格控制质量；c)项目部严格检查施工队的方案执行情况,有没有违章操作,安全措施是否得当。d)现场生产设施和电气线路及设备均应符合环保、安全和防火要求；e)所有办公场所、施工现场危险部位都应明示安全通道，并保证畅通；f)每天对消防器材、场所、危险物品检查１次。发现隐患及时采取措施消除，并填写相应记录。3.3人员防范技能准备人员培训或教育应有记录，具体要求:a)应对相关人员进行所从事工作将产生的潜在事故和紧急情况及相应预防措施的教育或培训；b)应对相关人员进行发生潜在事故和紧急情况时信息传递渠道，应急措施实施的教育或培训；c)项目部对从工人、工长进行技术交底。3.4物资准备具体要求如下:a)按相关措施要求，物资供应部门应提前准备好所需灭火器材、紧急救护设备等物资或器材或设备；b)应急器材必须放置在明显、便于索取的地方，并作醒目的标识；c)应急准备物资或器材或设备主管人员应按规定贮存，防止丢失、变质、损坏，同时还应不定期检查，保证其有效，并做好检查记录；-30-
模板支撑体系施工方案五、计算书依据钢管架计算书并结合大模板工程专家评审意见书，对施工过程需具体采取的一些对应措施总结如下：1、首先在搭设高大模板钢管架前，我司要求各施工队严格按照规定要求进行弹线，首先弹线确定地下室底板上钢管的位置，然后在地下室底板上按照上一层钢管的部位弹线以确定梁板下各根立杆支柱的具体位置并与上层钢管对应。2、高支模为重要、危险的分项工程，施工中必须严格按照施工方案施工，支撑的各项间距及参数现场不得随意调整，若发现安全隐患或特殊情况应及时向上级汇报，待排除隐患后方能继续施工。3、计算书中，分别选取了具有代表性的部位进行计算，主要包括梁模板计算、柱模板计算、楼板模板技术，具体计算过程如下：计算参数:木枋间距(mm):250~300；穿墙螺栓水平间距(mm):456*610；槽钢间距(mm):610；对拉螺栓直径(mm):M12；槽钢截面类型:轻型80×40×3.0；槽钢截面惯性矩I(cm4):43.92；槽钢截面抵抗矩W(cm3):10.98；槽钢弹性模量E(N/mm2):206000.00；槽钢抗弯强度设计值fc(N/mm2):205.00；木枋截面尺寸：50×90mm，90×90mm；木枋抗弯强度设计值fc(N/mm2):13.00；木枋弹性模量E(N/mm2):9500.00；木枋抗剪强度设计值ft(N/mm2):1.50；18mm胶合层板弹性模量(N/mm2):9500.00；层板抗弯强度设计值fc(N/mm2):13.00；层板抗剪强度设计值(N/mm2):1.50；钢楞弹性模量E(N/mm2):206000.00；钢楞抗弯强度设计值fc(N/mm2):205.00；施工及设备荷载取:4.0KN/mm2).一)、楼板模板支撑设计1、胶合板的计算模板采用胶合板规格1830×915×18mm取单块板验算；榈栅:50*85mm,间距:300mm,取单块板三跨连续梁计算-30-
模板支撑体系施工方案板厚:150mm,立杆间距:900*900mm,(1)荷载计算1)模板自重300N/m21.2×300×0.915=329.4N/m2)新浇筑砼自重25000N/m31.2×2500×0.915×0.７5=20587.5N/m3)钢筋自重1100N/m31.2×1100×0.915×0.15=181.17N/m4)施工人员及施工设备4000N/m21.4×4000×0.915=5124N/m合计：恒载G=21098.07N/m活载Q=5124N/m由《建筑施工手册》查表可得：最大静载弯矩系数K1=-0.1最大活载弯矩系数K2=-0.117则Mmax=k1Gl2+K2Ql==369.73503N·m另考虑施工设备引起的集中活载P=4000Ｎ由表得K1′=0.08，K2`=0.213M`max=K1`Gl2+K2`Pl=407.5061N·m取两式中较大值即M=407.506N·m进行强度验算a、进行强度验算I=bh3/12=915/183/12=444690mm4W=bh2/6=915/182/6=49410mm3σ=M/W=8.2474419N/mm2木材强度设计值fm=13N/mm2f=13×0.9=11.7N/mm2>σ=8.247N/mm2b、挠度验算查表得:K=0.677常用木材的强度设计值和弹性模量E=9000N/mm2Wmax=KGL4/(100EI)=0.289079mm[W]=L/250=300/250=1.2>Wmax＝0.3符合要求说明:2、搁栅受力计算：搁栅采用50*85的木枋，立杆间距1000，由于木枋的跨度较大因此取砼的平均堆积高度为500mm：立杆间距:900*900mm楼板厚度:150mm1）、荷载计算a、木枋自重4000N/m31.2*4000*0.05*0.085=20.4N/mb、胶合板传来荷载：恒载=1.2*（300+25000*0.5*0.3+1100*0.3*0.12）=1769.4N/m活载=1.4*4000*0.3=1680N/mG=1789.8N/mQ=1680N/m-30-
模板支撑体系施工方案2）、强度验算按三跨连续梁计算第⑴种情况，同板计算Mmax=k1Gl2+K2Ql==321.8778N·mM‘max=k1Gl2+K2Ql==438.035N·m取M=438.035N·mI=bh3/12=50*853/12=2558854.167mm4W=bh2/6=60208mm3σ=M/W=7.275363N/mm2木材的设计强度值fm=13N/mm2σσ=9.707N/mm2b、挠度验算查表得:K=0.677常用木材的强度设计值和弹性模量E=9000N/mm2-30-
模板支撑体系施工方案Wmax=KGL4/(100EI)=0.3486138mm[W]=L/250=250/250=1.0>Wmax＝0.3符合要求2、搁栅受力计算：搁栅采用50*85的木枋，立杆间距500，立杆间距:500*500mm厚度:1800mm1）、荷载计算a、木枋自重4000N/m31.2*4000*0.05*0.085=20.4N/mb、胶合板传来荷载：恒载=1.2*（300+25000*1.8*0.25+1100*0.25*1.8）=14454N/m活载=1.4*4000*0.25=1400N/mG=14474N/mQ=1400N/m2）、强度验算按三跨连续梁计算第⑴种情况，同板计算Mmax=k1Gl2+K2Ql==443.76N·mM‘max=k1Gl2+K2Ql==438.588N·m取M=443.76N·mI=bh3/12=50*853/12=2558854.167mm4W=bh2/6=60208mm3σ=M/W=7.370449N/mm2木材的设计强度值fm=13N/mm2σσ=7.15N/mm2b、挠度验算查表得:K=0.677常用木材的强度设计值和弹性模量E=9000N/mm2Wmax=KGL4/(100EI)=0.1853711mm[W]=L/250=250/250=1.0>Wmax＝0.2-30-
模板支撑体系施工方案符合要求2、搁栅受力计算：搁栅采用50*85的木枋，立杆间距500，立杆间距:900mm厚度:900mm1）、荷载计算a、木枋自重4000N/m31.2*4000*0.05*0.085=20.4N/mb、胶合板传来荷载：恒载=1.2*（300+25000*0.9*0.25+1100*0.25*0.9）=7407N/m活载=1.4*4000*0.3=1400N/mG=7427.4N/mQ=1400N/m2）、强度验算按三跨连续梁计算第⑴种情况，同板计算Mmax=k1Gl2+K2Ql==601.6194N·mM‘max=k1Gl2+K2Ql==481.2955N·m取M=601.6194N·mI=bh3/12=50*853/12=2558854.167mm4W=bh2/6=60208mm3σ=M/W=9.99235N/mm2木材的设计强度值fm=13N/mm2σ700的用φ12高强螺杆间距460（横向）×610（纵向）连接；梁下钢管支撑纵横间距为500×800，横杆步距1500。500*1000<250mm（梁底）梁底两根立杆@450300*900<250mm（梁底）梁底一根立杆@900板50×90250~300mm立杆间距900*900板下钢管支撑纵横向间距900×900（大梁边一道平行梁方向间距500），扫地杆离地200，大横杆步距1500；板底每隔3跨沿全高纵横向设置剪刀撑。-30-
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