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'1．工程概况及编制依据1.1工程概况北辛村安置用地一期工程住宅楼13#、20#、25#楼位于东三路以西，南二路辅路以南，奥体路以北，由东营区六户镇北辛村民委员会投资，山东信诚建筑规划设计有限公司设计，山东东昊工程监理有限公司监理，东营天顺建设工程有限公司施工，结构形式为框架剪力墙，层数11层，基础形式为桩-承台-防水底板基础。1.2编制依据序号规范（标准）名称编号1建筑工程施工质量验收统一标准GB50300-20012建筑施工扣件式钢管脚手架安全技术规范JGJ130-20083混凝土结构工程施工质量验收规范GB5020420024北辛村安置用地一期工程住宅楼13#、20#、25#楼建筑、结构施工图纸2.施工准备2.1技术准备（1）由项目组织工程部等相关部门，详细审阅施工图纸、设计交底、设计洽商，结合设计规范、施工规范、抗震构造图集及工程质量验收标准。（2）对工程中重点部位（外檐造型、内部结构等）采取详细的技术处理措施，并对工人作好技术交底。（3）由工程部组织对特殊工种进行培训，坚持持证上岗。（4）进行模板进行翻样工作。2.2生产准备2.2.1人员准备（1）管理层安排本工程管理层分为施工现场及内业保障两个部分，通过现场与内业的共同努力，实现对工程的安全、质量、进度、文明施工、技术资料、成本等方面的管理，对劳务队伍的监督、指导（2）作业层安排为保证模板第28页共28页
工程的顺利施工，必须合理安排人员劳动力。既要保证人员充足，满足工期的要求，又不致人员过剩造成窝工。主要工种及劳动力人数见下表：模板施工劳动力需用计划表序号工种人数进场时间主要工作1测量工5已进场轴线及尺寸线控制2模板工200分批进场模板制作、安装合计2052.3材料准备（1）模板、木方本工程基础、主体结构模板、木方用量，由项目预算部编制详细的材料供应计划；进场计划根据月、周施工进度计划确定。材料进场后，严格按照物资验收程序进行验收，确保进场材料的质量。不合格物资严禁进场使用。验收合格的模板、木方按使用部位堆放整齐，并进行标识。2.4机械准备序号机械名称型号数量1塔吊QTZ31.531台2QTZ402台3木工手锯MJ-10560台4木工平刨锯MBS/4B4台3．模板体系及配置原则3.1基础模板本工程基础主要为承台+筏板。因此在底板高度范围内砌筑砖胎膜，砖胎膜高度为500mm*240墙体，导墙模板采用木模板，钢管支撑体系。3.2墙体模板①.地下室采用木模板体系（面板为15mm厚木胶板），模板竖向次龙骨为50×100mm木枋@≤300mm，横向主龙骨为2Φ48钢管@500mm。②.地上各层墙体均采用木模板体系（面板为17mm厚木胶板）。第28页共28页
3.3梁、顶板模板梁、顶板模板均采用双面覆膜木胶板（15mm），次龙骨采用50×100木枋@300mm，主龙骨采用Φ48钢管@800。顶板采用钢管脚手架支撑，立杆竖向间距800、800，扫地杆距地200，水平杆步距1600、600。3.4模板配置原则由于本工程工期非常紧张，地下室墙体及顶板模板满配，顶板模板按5次周转考虑，地下室模板向地上周转使用。地上标准层模板按三层配置，先满配首层模板，地下室施工后将模板周转到地上使用，模板按5次周转考虑，地下室模板周转到地上后可利用4次,因此均满足使用要求。根据本工程结构状况和墙、板施工流水段的划分，并在模板施工时充分考虑到墙、板施工缝的留设位置，使每栋楼模板自成流水。在流水过程中，模板数量不足或不能通用时，予以增加，确保主体结构顺利施工。4．模板施工工艺4.1安装前准备工作（1）技术交底：编制详细的施工方案，对施工班组进行技术交底。（2）测量放线：模板安装之前，在底板上依次弹出墙体、柱子轴线和模板的安装位置线。轴线引测后，测量员复验。（3）刷脱模剂：刷脱模剂对于保护模板、延长模板寿命、保持混凝土表面的洁净和光滑，均起着重要作用。4.2模板施工4.2.1柱模板施工地下室柱模板按照柱截面尺寸制作组成定型模板，柱截面尺寸主要有：700×700，800×800，600×600，柱模高度为：4000mm，面板采用15mm厚双面覆膜木胶板，龙骨采用50×100木枋，柱箍采用双钢管，间距500，并沿高度方向在四个立面等间距加钢管斜撑3道，竖向龙骨设3道，并沿柱高度方向每隔500mm，加一道Φ14对拉螺杆，地下车库柱计算如下：一）、柱模板基本参数柱模板的截面宽度B=800mm，B方向对拉螺栓1道，柱模板的截面高度H=800mm，H方向对拉螺栓1道，柱模板的计算高度L=4000mm，第28页共28页
柱模箍间距计算跨度d=500mm。柱模箍采用双钢管48mm×3.5mm。柱模板竖楞截面宽度50mm，高度100mm。B方向竖楞3根，H方向竖楞3根。面板厚度15mm，剪切强度1.4N/mm2，抗弯强度15.0N/mm2，弹性模量6000.0N/mm4。木方剪切强度1.6N/mm2，抗弯强度13.0N/mm2，弹性模量9500.0N/mm4。柱模板支撑计算简图二）、柱模板荷载标准值计算强度验算要考虑新浇混凝土侧压力和倾倒混凝土时产生的荷载设计值；挠度验算只考虑新浇混凝土侧压力产生荷载标准值。新浇混凝土侧压力计算公式为下式中的较小值:其中c——混凝土的重力密度，取24.000kN/m3；t——新浇混凝土的初凝时间，为0时(表示无资料)取200/(T+15)，取5.714h；T——混凝土的入模温度，取20.000℃；V——混凝土的浇筑速度，取2.500m/h；H——混凝土侧压力计算位置处至新浇混凝土顶面总高度，取3.000m；1——外加剂影响修正系数，取1.200；2——混凝土坍落度影响修正系数，取1.200。第28页共28页
根据公式计算的新浇混凝土侧压力标准值F1=68.690kN/m2实际计算中采用新浇混凝土侧压力标准值F1=68.700kN/m2倒混凝土时产生的荷载标准值F2=3.000kN/m2。三）、柱模板面板的计算面板直接承受模板传递的荷载，应该按照均布荷载下的三跨连续梁计算，计算如下面板计算简图面板的计算宽度取柱箍间距0.50m。荷载计算值q=1.2×68.700×0.500+1.4×3.000×0.500=43.320kN/m面板的截面惯性矩I和截面抵抗矩W分别为:本算例中，截面惯性矩I和截面抵抗矩W分别为:W=50.00×1.80×1.80/6=27.00cm3；I=50.00×1.80×1.80×1.80/12=24.30cm4；(1)抗弯强度计算f=M/W<[f]其中f——面板的抗弯强度计算值(N/mm2)； M——面板的最大弯距(N.mm)； W——面板的净截面抵抗矩；[f]——面板的抗弯强度设计值，取15.00N/mm2；M=0.100ql2其中q——荷载设计值(kN/m)；经计算得到M=0.100×(1.20×34.350+1.4×1.500)×0.275×0.275=0.328kN.m经计算得到面板抗弯强度计算值f=0.328×1000×1000/27000=12.134N/mm2面板的抗弯强度验算f<[f],满足要求!第28页共28页
(2)抗剪计算[可以不计算]T=3Q/2bh<[T]其中最大剪力Q=0.600×(1.20×34.350+1.4×1.500)×0.275=7.148kN截面抗剪强度计算值T=3×7148.0/(2×500.000×18.000)=1.191N/mm2截面抗剪强度设计值[T]=1.40N/mm2抗剪强度验算T<[T]，满足要求!(3)挠度计算v=0.677ql4/100EI<[v]=l/250面板最大挠度计算值v=0.677×34.350×2754/(100×6000×243000)=0.912mm面板的最大挠度小于275.0/250,满足要求!四）、B方向对拉螺栓的计算计算公式:N<[N]=fA其中N——对拉螺栓所受的拉力；A——对拉螺栓有效面积(mm2)；f——对拉螺栓的抗拉强度设计值，取170N/mm2；对拉螺栓的直径(mm):14对拉螺栓有效直径(mm):12对拉螺栓有效面积(mm2):A=105.000对拉螺栓最大容许拉力值(kN):[N]=17.850对拉螺栓所受的最大拉力(kN):N=16.075对拉螺栓强度验算满足要求!五）、H方向柱箍的计算竖楞木方传递到柱箍的集中荷载P：P=(1.2×68.70+1.4×3.00)×0.275×0.500=11.91kN柱箍按照集中荷载作用下的连续梁计算。集中荷载P取木方传递力。第28页共28页
支撑钢管计算简图支撑钢管弯矩图(kN.m)支撑钢管变形图(mm)支撑钢管剪力图(kN)经过连续梁的计算得到最大弯矩Mmax=0.445kN.m最大变形vmax=0.089mm最大支座力Qmax=18.075kN抗弯计算强度f=0.445×106/10160000.0=43.80N/mm2支撑钢管的抗弯计算强度小于205.0N/mm2,满足要求!支撑钢管的最大挠度小于430.0/150与10mm,满足要求!六）、H方向对拉螺栓的计算计算公式:第28页共28页
N<[N]=fA其中N——对拉螺栓所受的拉力；A——对拉螺栓有效面积(mm2)； f——对拉螺栓的抗拉强度设计值，取170N/mm2；对拉螺栓的直径(mm):14对拉螺栓有效直径(mm):12对拉螺栓有效面积(mm2):A=105.000对拉螺栓最大容许拉力值(kN):[N]=17.850对拉螺栓所受的最大拉力(kN):N=16.075对拉螺栓强度验算满足要求!工艺流程安装前准备→一侧柱模吊装就位→安装斜撑→插入螺栓→清扫杂物→安装就位另一侧柱模板→安装斜撑→螺栓穿过另一侧柱模→调整模板位置→紧固螺栓→斜撑固定→与相邻模板连接。施工方法（1）支设前模板底部板面应平整，沿柱边线向外3-5mm贴好海绵条，检查柱模板编号，检查模板是否清理干净，预埋件是否安装到位。（2）用塔吊将一侧柱模板按位置线吊装就位，安装斜撑调整至模板与地面呈75°，使其稳定坐落于基准面上，并进行临时固定。（3）安装对拉螺栓，将模板内部清理干净。（4）以同样的方法就位另一侧柱模板，使螺栓穿过模板并在螺栓杆端戴扣件和螺母，然后调整两块模板的位置和垂直，与此同时调整斜撑角度，合格后，固定斜撑，紧固斜撑，紧固全部螺栓。（5）模板安装完毕后，全面检查扣件、螺栓、斜撑是否紧固、稳定，模板拼缝及下口是否严密。（6）支撑系统采用φ48钢管加U托斜撑，在楼（底）板上预埋φ25地锚，斜撑钢管与地锚相连。4.2.2墙体模板施工本工程采用木模板体系（面板为15mm厚木胶板），大模板竖向次龙骨为50×100mm木枋@≤250mm，横向主龙骨为为2Φ48钢管@600mm。第28页共28页
我们以标准层外墙模板计算为例：墙体木模板计算如下：一）、墙模板基本参数计算断面宽度300mm，高度3900mm，两侧楼板厚度120mm。模板面板采用普通胶合板。内龙骨间距250mm，内龙骨采用50×100mm木方，外龙骨采用双钢管48mm×3.5mm，对拉螺栓布置5道，在断面内水平间距200+600+600+600+600+600+500mm，断面跨度方向间距500mm，直径14mm。面板厚度17mm，剪切强度1.4N/mm2，抗弯强度15.0N/mm2，弹性模量6000.0N/mm4。木方剪切强度1.3N/mm2，抗弯强度13.0N/mm2，弹性模量9500.0N/mm4。模板组装示意图二）、墙模板荷载标准值计算强度验算要考虑新浇混凝土侧压力和倾倒混凝土时产生的荷载设计值；挠度验算只考虑新浇混凝土侧压力产生荷载标准值。新浇混凝土侧压力计算公式为下式中的较小值:其中c——混凝土的重力密度，取24.000kN/m3；t——新浇混凝土的初凝时间，为0时(表示无资料)取200/(T+15)，取5.714h；T——混凝土的入模温度，取20.000℃；V——混凝土的浇筑速度，取2.500m/h；第28页共28页
H——混凝土侧压力计算位置处至新浇混凝土顶面总高度，取3.000m；1——外加剂影响修正系数，取1.200；2——混凝土坍落度影响修正系数，取1.200。根据公式计算的新浇混凝土侧压力标准值F1=68.690kN/m2实际计算中采用新浇混凝土侧压力标准值F1=68.700kN/m2倒混凝土时产生的荷载标准值F2=6.000kN/m2。经过连续梁的计算得到最大弯矩Mmax=1.356kN.m最大变形vmax=0.447mm最大支座力Qmax=33.343kN抗弯计算强度f=1.356×106/10160000.0=133.47N/mm2支撑钢管的抗弯计算强度小于205.0N/mm2,满足要求!支撑钢管的最大挠度小于500.0/150与10mm,满足要求!工艺流程找平、定位→组装墙模→安装龙骨、穿墙螺栓→安装拉杆或斜撑→校正垂直度→墙模预检4.1.2施工要点（1）墙模板安装前，应先在基础或地面上弹出墙的中线及边线，按位置线安装门窗洞口模板，下木砖或预埋件，根据边线先立一侧模板，待模板绑扎完毕后验收后，再立另一侧模板。面板板与板之间的拼缝宜用双面胶条密封。（2）模板安装：墙模板面板宜预先与内龙骨（50×100mm方木）钉成大块模板，内龙骨竖向布置，外龙骨用钢管布置，φ48×3.5mm钢管与内龙骨垂直设置，用“3”形卡及穿墙螺栓固定。内、外龙骨间距应经过计算确定，当采用15厚胶合板时，内龙骨间距不宜大于300mm。墙体外侧模板（如外墙、电梯井、楼梯间等部位）下口宜包住下层混凝土100～200mm，以保证接槎平整、防止错台。为了防止浇筑混凝土时胀模，应用对拉螺栓固定两侧模板。对拉螺栓采用φ14mmHPB235制作，其纵横向间距@500×500mm。4.1.3墙模板安装注意事项a穿墙螺栓规格和间距应按模板设计的规定边安装边校正，并随时注意使两侧穿孔的模板对称放置，以使穿墙螺栓与墙模保持垂直。穿墙螺栓的设置，应根据不同的穿墙螺栓采取不同的做法：通长螺栓中间焊接止水钢片，宽度为50×50mm。b相邻模板边肋用U形卡连接的间距，不得大于300mm，预组拼模板接缝处宜满上U形卡要正反交替安装。第28页共28页
c预留门窗洞口的模板，应有锥度，安装要牢固，既不变形，又便于拆除。d墙模板上预留的小型设备孔洞，当遇到模板时,按照设计要求及施工规范规定施工，其他位置应保证模板数量和位置正确，不得将模板切断。e模板安装校正完毕，应检查扣件、螺栓是否紧固，模板拼缝及底边是否严密，门洞边的模板支撑是否牢靠等，并办理预检手续。h外墙外侧模板在对拉螺栓与模板接触面处垫50×50×12木片，以便后面的防水施工。割除螺杆时将氧割伸入到凹坑内，螺杆割除完后用高强度等级1：2.5加微膨胀剂水泥砂浆添坑。（7）支撑系统采用φ48钢管加U托斜撑，在斜撑钢管中部设横向钢管及反拉钢管一道。在楼（底）板上预埋φ25地锚，斜撑钢管与地锚通过扫地杆相连。4.2.3现浇混凝土梁、板模板施工4.2.3.1梁模板施工现场梁尺寸主要有300×800、600×1200、350×700、450×1000等，混凝土梁模板选用17厚双面覆膜木胶板，采用50×100的木枋做龙骨，梁底短钢管横向支撑间距600mm，梁模侧龙骨间距300mm，对拉螺杆间距600mm，梁下2根承重杆。我们以600×1200的梁计算为例计算如下：（1）、梁模板基本参数梁截面宽度B=600mm，梁截面高度H=1200mm，梁模板使用的木枋截面50×100mm，梁模板截面侧面木枋距离300mm。梁底模面板厚度h=17mm，弹性模量E=4500N/mm2，抗弯强[f]=17N/mm2。梁侧模面板厚度h=15mm，弹性模量E=4500N/mm2，抗弯强[f]=17N/mm2对拉螺栓直径14mm，对拉螺栓在垂直于梁截面方向距离900mm（2）、梁模板荷载标准值计算模板自重=0.340kN/m2；模板自重=1.500kN/m3；混凝土自重=24.000kN/m3；施工荷载标准值=2.500kN/m2。强度验算要考虑新浇混凝土侧压力和倾倒混凝土时产生的荷载设计值；挠度验算只考虑新浇混凝土侧压力产生荷载标准值。新浇混凝土侧压力计算公式为下式中的较小值:第28页共28页
其中c——混凝土的重力密度，取24.0kN/m3；t——新浇混凝土的初凝时间，取6.0h；T——混凝土的入模温度，取20.0℃；V——混凝土的浇筑速度，取2.50m/h；H——混凝土侧压力计算位置处至新浇混凝土顶面总高度，取1.0m；1——外加剂影响修正系数，取1.0；2——混凝土坍落度影响修正系数，取0.85。根据公式计算的新浇混凝土侧压力标准值F1=14.98kN/m2实际计算中采用新浇混凝土侧压力标准值F1=15.00kN/m2倒混凝土时产生的荷载标准值F2=4.0kN/m2。经过连续梁的计算得到最大弯矩Mmax=0.101kN.m，最大变形vmax=0.011mm最大支座力Qmax=3.158kN抗弯计算强度f=0.101×106/5080.0=19.87N/mm2支撑钢管的抗弯计算强度小于205.0N/mm2,满足要求!支撑钢管的最大挠度小于325.0/150与10mm,满足要求!（3）梁底支撑纵向钢管计算纵向支撑钢管按照集中荷载作用下的连续梁计算。集中荷载P取横向支撑钢管传递力。支撑钢管计算简图第28页共28页
支撑钢管弯矩图(kN.m)支撑钢管变形图(mm)支撑钢管剪力图(kN)经过连续梁的计算得到最大弯矩Mmax=0.663kN.m，最大变形vmax=2.514mm最大支座力Qmax=6.790kN抗弯计算强度f=0.663×106/5080.0=130.55N/mm2支撑钢管的抗弯计算强度小于205.0N/mm2,满足要求!支撑钢管的最大挠度小于1200.0/150与10mm,满足要求!4）扣件抗滑移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R≤Rc其中Rc——扣件抗滑承载力设计值,取8.0kN；R——纵向或横向水平杆传给立杆的竖向作用力设计值；计算中R取最大支座反力，R=6.79kN，单扣件抗滑承载力的设计计算满足要求!4.2.3.2顶板模板施工混凝土板模板采用15厚的双面覆膜木胶合板，50×100的木枋做龙骨，100×100的木枋做托梁，龙骨间距250mm，托梁间距1200mm，采用钢管支撑。计算如下：模板支架的计算参照《建筑施工扣件式钢管脚手架安全技术规范》模板支架搭设高度为3.8米，搭设尺寸为：立杆的纵距b=0.80米，立杆的横距l=1.0米，水平杆的步距第28页共28页
h=1.70米，梁顶托采用100×100mm木枋。图1楼板支撑架立面简图图2楼板支撑架荷载计算单元采用的钢管类型为48×3.5。模板面板计算面板为受弯结构,需要验算其抗弯强度和刚度。模板面板按照三跨连续梁计算。静荷载标准值q1=25×0.2×1.2+0.35×1.2=6.420kN/m活荷载标准值q2=(2.0+1.0)×1.2=3.6kN/m面板的截面惯性矩I和截面抵抗矩W分别为:本算例中，截面惯性矩I和截面抵抗矩W分别为:W=120.00×1.80×1.80/6=28.8cm3；I=120.00×1.80×1.80×1.80/12=17.28cm4；作用于模板支架的荷载包括静荷载、活荷载和风荷载。1）静荷载标准值包括以下内容：脚手架的自重(kN)：第28页共28页
NG1=0.129×6.100=0.788kN模板的自重(kN)：NG2=0.350×1.200×1.200=0.504kN模板混凝土楼板自重(kN)：NG3=25.000×0.200×1.200×1.200=7.200kN经计算得到，静荷载标准值NG=NG1+NG2+NG3=8.492kN。2）活荷载为施工荷载标准值与振倒混凝土时产生的荷载。经计算得到，活荷载标准值NQ=(1.0+2.0)×1.200×1.200=4.320kN3）不考虑风荷载时,立杆的轴向压力设计值计算公式N=1.2NG+1.4NQ（6）立杆的稳定性计算不考虑风荷载时,立杆的稳定性计算公式其中N——立杆的轴心压力设计值(kN)；N=16.24——轴心受压立杆的稳定系数,由长细比l0/i查表得到；i——计算立杆的截面回转半径(cm)；i=1.58A——立杆净截面面积(cm2)；A=4.89W——立杆净截面抵抗矩(cm3)；W=5.08[f]——钢管立杆抗压强度设计值，[f]=205.00N/mm2；l0——计算长度(m)；如果完全参照《扣件式规范》，由公式(1)或(2)计算l0=k1uh(1)l0=(h+2a)(2)k1——计算长度附加系数，取值为1.155；u——计算长度系数，u=1.75a——立杆上端伸出顶层横杆中心线至模板支撑点的长度；a=0.30m；公式(1)的计算结果：=168.46N/mm2，<[f],满足要求!公式(2)的计算结果：=85.93N/mm2，<[f],满足要求!第28页共28页
（7）楼板强度以同条件下养护的试块测试强度为依据，达到强度后拆除顶板模板。工艺流程弹1m线→搭设满堂脚手架(底部垫木枋)→调整梁底钢管标高→安装梁底模→安装顶撑并调平→安装梁侧模→墙边木枋(贴密封条)就位→摆设主次龙骨→铺设楼板模板→支撑架加固施工方法①楼板模板施工前应先弹1m线，根据1m线搭设钢管脚手架；立杆下垫好短木枋，放好梁位置线，采用吊线坠的方式将位置线引至钢管架上。②调整梁底钢管标高，调平后，铺设梁底模，梁底模两侧用扣件锁紧，防止梁底模跑位。③梁模板绑扎完毕后，封梁侧模，梁侧模应落在梁底模上，同时安装U型托，调整板底架高度以满足层高要求。④铺设主龙骨、次龙骨、，按配置方案将模板摆放好，模板拼缝要严密，楼板模板压在梁侧模上。⑤梁板模板支撑采用钢管脚手架，立杆在梁的位置进行调整，梁侧模板采用木枋加固，“U型箍”采用100×100短木枋制作，对拉螺杆穿过“U型箍”进行加固，边梁梁侧加钢管三角斜撑。⑥将主龙骨放在U型托上，主龙骨上铺间距250mm的次龙骨，次龙骨接长时采用搭接形式，搭接长度不少于500mm。4.2.5楼梯模板施工楼梯模板采用双面覆膜胶合板，龙骨设置与顶板模板相同，施工前应根据实际层高放样,先支设平台模板,再支设楼梯底模板，然后支设楼梯侧板，底模板超出侧模2-3cm。先在侧板内侧弹出楼梯底板厚度线和侧板位置线，侧模、踢步模板和踏步模板根据楼梯踏步的尺寸进行现场组装。为确保踏步线条尺寸的准确，踏步板的高度必须与楼梯踏步的高度一致，放样时，须预留出装修面层的厚度。楼梯模板支撑体系采用钢管加托梁斜撑，中间设横向拉杆一道。4.2.6门窗洞口模板施工门窗洞口模板同样采用木模板进行支设，施工时用在门窗第28页共28页
棱角和接茬部位的模板两侧粘贴海棉条防止漏浆，确保棱角顺直美观。为保证窗下墙的混凝土质量,在窗模下侧板上钻2～3个透气孔，便于排出振捣时产生的气泡。为防止门窗模纵向跑模,用短模板作为限位筋焊在附加筋上，以限制门窗部位模板的位置。4.2.7特殊部位施工（1）墙、柱根部处理为确保墙、柱根部不烂根，在安装模板时，所有墙柱根部均需加砂浆找平层以防止混凝土浇筑时因漏浆而导致烂根。（2）梁柱接头处理为确保梁柱接头阴阳角处线条顺直，要求模板接缝平整且缝隙小。模板边线平直，四角归方，接缝平整；梁底边、二次模板接头处和转角处均加垫10mm厚海绵条以防止漏浆。（3）后浇带处模板施工后浇带立面用双层密目钢丝网封闭，并绑扎牢固，在后浇带处模板上留出小洞，以便清理，后浇带处模板为独立支撑体系，不得随顶板模板支撑一起拆除，必须在后浇带浇筑完成，并达到强度后，经监理工程师、技术负责人、质检员、施工员同意后，才能拆除。后浇带模板及支撑如下图：（5）车库顶板、梁模板预埋准确预埋梁的纵筋，注意模板接头位置、锚固长度，接头错开35d，模板第28页共28页
从模板伸出后，要采取保护和支撑措施，并将模板上的孔洞塞紧，防止漏浆，避免形成蜂窝麻面。5．质量保证措施5.1模板质量标准由于本工程建筑面积较大，同时结构比较复杂，因此在施工过程中作为砼成型的主要工序——模板工程处于尤其重要的地位。本工程中按照合格工程的要求施工。其项目部内控施工质量标准在规范标准中后面标注，施工时严格按照内控标准执行。5.1.1主控项目：安装现浇结构的上层模板及其支架时，下层楼板具有承受上层荷载的承载能力，或加设支架；上、下层支架的立柱应对准，并铺设垫板。5.1.2一般项目：1、在涂刷模板隔离剂时，不得沾污钢筋和混凝土接槎处。模板的接缝不应漏浆；在浇筑混凝土前，木模板应浇水湿润，但模板内不应有积水；2、模板与混凝土的接触面应清理干净并涂刷隔离剂，但不得采用影响结构性能或妨碍装饰工程施工的隔离剂；3、浇筑混凝土前，模板内的杂物应清理干净；4、对清水混凝土工程及装饰混凝土工程，应使用能达到设计效果的模板；5、对跨度不小于4m的现浇钢筋混凝土梁、板，其模板应按设计要求起拱；对于大于4m的梁跨起拱按照0.1%施工；6、固定在模板上的预埋件、预留孔和预留洞均不得遗漏，且应安装牢固，其偏差应符合表中的规定。第28页共28页
预埋件和预留孔洞的允许偏差项目允许偏差（mm）内控标准（mm）预埋钢板中心线位置33预埋管、预留孔中心线位置33插筋中心线位置54外露长度+10，0+10，0预埋螺栓中心线位置22外露长度+10，0+10，0预留洞中心线位置108尺寸+10，0+10，07、现浇结构模板安装的偏差应符合下表中的规定。查数量：在同一检验批内，对梁、柱和独立基础，应抽查构件数量的10%，且不少于3件，对墙和板，应按有代表性的自然间抽查10%，且不少于3间；对大空间结构，墙可按相邻轴线间5m左右划分检查面，板可按纵、横轴线划分检查面，抽查10%，且均不少于3面。现浇结构模板安装的允许偏差及检验方法项目允许偏差（mm）内控偏差（mm）检验方法轴线位置54钢尺检查底模上表面标高±5±4水准仪或拉线、钢尺检查截面内部尺寸基础±10±8钢尺检查柱、墙、梁+4，-5+4，-5钢尺检查层高垂直度不大于5m65经纬仪或吊线、钢尺检查大于5m86经纬仪或吊线、钢尺检查相邻两板表面高低差22钢尺检查表面平整度532m靠尺和塞尺检查注：检查轴线位置时，应沿纵、横两个方向量测，并取其中的较大值。第28页共28页
5.2模板拆除模板拆除规定：模板拆除均要以同条件混凝土试块的抗压强度报告为依据，填写拆模申请单，由监理工程师、单位工程技术负责人、质检员、施工员和资料员签字后方可生效执行。1）侧模：在砼强度能保证表面棱角不因拆除模板而受损坏后,方可拆除。2）底模：考虑到构件跨度小于8m，砼强度达到设计强度的75%后方可拆除。施工程序：拆模程序一般是：先支的后拆，后支的先拆；先拆非承重部位；后拆承重部位。肋形楼盖应先拆柱、墙模板，再拆楼板底模、梁侧模板，最后拆梁底模板。5.2.1柱墙、梁板模拆除1、柱、墙、梁、板模板的拆除必须待混凝土达到设计或规范要求的脱模强度。柱模板应在混凝土强度能保证其表面及棱角不因拆模而受损坏时，方可拆除；墙模板必须待混凝土强度达到1.2MPa以上时，方可拆除；板与梁模板的拆模强度应符合设计要求，当设计无具体要求时，应符合本表的规定。底模拆除时的混凝土强度要求构件类型构件跨度（m）达到设计的混凝土立方体抗压强度标准值的百分率（%）板≤2≥50＞2，≤8≥75＞8≥100梁、拱、壳≤8≥75＞8≥100悬臂结构——≥100对于本工程，针对本工程其特殊性——跨度较大，为此要求在拆除模板时对于主框架梁底模禁止拆除、井子梁的单向模板可以进行拆除但另一方向的井子梁底模禁止拆除，强度必须达到100%后方可拆除。2、多层楼板支柱的拆除：当上层楼盖正在浇筑混凝土时，下层楼板的模板和支柱不得拆除；再下一层楼板的模板和支柱应视新浇混凝土楼层荷载和本楼层混凝土强度确定。对于主体处的模板拆除后，砼强度在未达到100%时禁止上轻型车辆。第28页共28页
1、柱子模板拆除：在砼强度达到1.2N/mm2时拆除柱模板，在拆除模板时先将对拉螺栓的螺杆取出，然后将柱子周边的钢管拆除，最后将模板从两侧边撬起模板，注意在施工过程防止损坏柱子边角。拆除后的柱子及时用养护液进行养护。2、梁板模拆除：先拆梁侧帮模，再拆除楼板、底模板；楼板底模板拆除应先拆支柱水平拉杆或剪刀撑，然后拆楼板模板支柱，每块模板留1～2根支柱暂不拆。操作人员站在已拆除模板的空档，再拆除余下的支柱，使模板自由落下。用撬杠轻轻撬动模板，使模板脱离，待该段模板全部脱模后，运出集中堆放。楼层较高，梁底模板拆除，有穿墙螺栓者，先拆掉穿墙螺栓和梁托架，再拆除梁底模。拆除跨度较大的梁下支柱时，应先从跨中开始，分别向两端拆除。拆下的模板应及时清理粘结物，修理并涂刷隔离剂，分类整齐堆放备用；拆下的连接件及配件应及时收集，集中统一管理。对于变形缝处的模板，无论是梁模板还是板模在砼强度未达到100%时禁止拆除，达到100%后方可拆除板模但要求拆除模板后应用钢管及时作好支撑，支撑间距为1.0—1.2m之间。同时在施工过程中禁止在悬挑段搁置超载施工材料。3、电梯井内模板的拆除：先拆除加固件，用塔吊起吊模板立柱上部吊钩，使筒体模板收缩，脱离墙体约50mm，然后将模板吊放在平整场地，清理保养。拆除模板后，根据规范要求及时同监理、甲方等共同对砼进行验收并报验验收资料。5.3模板施工应注意的几个细节问题:1、支设梁柱板模板时候，为方便清理梁、柱头、板上的杂物，应在梁底部中间处留设清扫口，清理干净后及时封堵。2、木楔子在塞紧模板的同时最好用钉子将其与模板或木方子钉牢。3、本工程要求顶板不抹灰，注意板的平整度要求。4、柱头处的模板尽量采用整块模板，禁止用碎块板补堵支模。5、模板在拆除后及时清理并用隔离剂涂刷码放整齐。6、模板在吊装或拆除过程中注意保护模板，对出现损坏的及时修补。7、用于支撑架体的扣件必须将其拧紧，拧紧力矩为54KN/mm2。8、砼强度达到1.2N/mm2第28页共28页
以上时允许上人作业，在吊装模板、扣件或钢筋等禁止堆放集中荷载，防止超载造成对楼板的损坏，同时在放建筑材料时防止震动砼板，避免影响砼板质量。对于钢筋、钢管等材料应垫脚手板，禁止直接搁置在楼板上。5.4模板的制作与安装质量对于保证混凝土、模板混凝土结构与构件的外观平整和几何尺寸准确，以及结构的强度和刚度等将起重要的作用。由于模板尺寸错误、支设不牢而造成工程质量问题时有发生，应引起高度的重视。5.4.1标高偏差（1）现象测量时，发现混凝土结构层标高及预埋件、预留孔洞的标高与施工图设计标高之间有偏差。（2）原因分析1）楼层无标高控制点或控制点偏少，控制网无法闭合；竖向模板根部未找平。2）模板顶部无标高标记，或末按标记施工。3）高层建筑标高控制线转测次数过多，累计误差过大。4）预埋件、预留孔洞未固定牢，施工时未重视施工方法。5）楼梯踏步模板未考虑装修层厚度。（3）防治措施1）每层楼设足够的标高控制点，竖向模板根部须做找平。2）模板顶部设标高标记，严格按标记施工。3）建筑楼层标高由首层±0．000标高控制，严禁逐层向上引测，以防止累计误差，当建筑高度超过30m时，应另设标高控制线，每层标高引测点应不少于2个，以便复核。4）预埋件及预留孔洞，在安装前应与图纸对照，确认无误后准确固定在设计位置上，必要时用电焊或套框等方法将其固定，在浇筑混凝土时，应沿其周围分层均匀浇筑，严禁碰击和振动预埋件与模板。5）楼梯踏步模板安装时应考虑装修层厚度。5.4.2结构变形（1）现象。拆模后发现混凝土柱、梁、墙出现鼓凸、缩颈或翘曲现象。（2）原因分析1）支撑间距过大，模板刚度差。第28页共28页
2）连接件未按规定设置，造成模板整体性差。3）墙模板无对拉螺栓或螺栓间距过大，螺栓规格过小。4）竖向支撑在的地基土上未夯实，未加垫块，也无排水措施，造成部分地基下沉。5）门窗洞口内模间对撑不牢固，易在混凝土振捣时模板被挤偏。6）梁、柱模板卡具间距过大，或未夹紧模板，或对拉螺栓配备数量不足，以致局部模板无法承受混凝土振捣时产生的侧向压力，导致局部爆模。7）浇筑墙、柱混凝土速度过快，一次浇灌高度过高，振捣过度。8）采用胶合板模板施工，经验收合格后未及时浇筑混凝土，长期日晒雨淋而变形。（3）防治措施1）模板及支撑系统设计时，应充分考虑其本身自重、施工荷载及混凝土的自重及浇捣时产生的侧向压力，以保证模板及支架有足够的承载能力、刚度和稳定性。2）梁底支撑间距应能够保证在混凝土重量和施工荷载作用下不产生变形，支撑底部若为泥土地基，应先认真夯实，设排水沟，并铺放通长垫木，以确保支撑稳定。3）连接件应按规定放置，围檩及对拉螺栓间距、规格应按设计要求设置。4）梁、柱模板若采用卡具时，其间距要按规定设置，并要卡紧模板，其宽度比截面尺寸略小。5）梁、墙模板上部必须有临时撑头，以保证混凝土浇捣时，梁、墙上口宽度。6）浇捣混凝土时，要均匀对称下料，严格控制浇灌高度，特别是门窗洞口模板两侧，既要保证混凝土振捣密实，又要防止过分振捣引起模板变形。7）对跨度不小于4m的现浇模板混凝土梁、板，其模板应按设计要求起拱；当设计无具体要求时，起拱高度宜为跨度的1/1000～3/1000。8）采用胶合板模板施工时，经验收合格后应及时浇筑混凝土，防止胶合板因长期暴晒雨淋而发生变形。5.4.3接缝不严（1）现象由于模板间接缝不严有间隙，混凝土浇筑时产生漏浆，混凝土表面出现蜂窝，严重的出现孔洞、露筋。第28页共28页
（2）原因分析1）翻样不准确，模板制作马虎，拼装时接缝过大。2）模板安装周期过长，因木模干编造成裂缝。3）模板制作粗糙，拼缝不严。4）浇筑混凝土时，模板未提前浇水湿润，使其胀开。5）钢模板变形未及时修整。6）钢模板接缝措施不当。7）梁、柱交接部位，接头尺寸不准、错位。（3）防治措施1）翻样要认真，严格按1/10～1/50比例将各分部分项细部翻成详图，详细编注，经复核无误后认真向操作工人交底，强化工人质量意识，认真制作定型模板和拼装。2）严格控制模板含水率，制作时拼缝要严密。3）模板安装周期不宜过长，浇筑混凝土时，木模板要提前浇水湿润，使其胀开密缝。4）梁、柱交接部位支撑要牢靠，拼缝要严密(必要时缝间加双面胶纸)，发生错位要校正好。5.4.4脱模剂使用不当（1）现象模板表面用废机油涂刷造成混凝土污染，混凝土表面出现麻面等缺陷。（2）原因分析1）刷脱模剂之前，不清理混凝土残浆。2）脱模剂涂刷不匀或漏涂，或涂层过厚。3）使用了废机油脱模剂，既污染了模板及混凝土，又影响了混凝土表面装饰质量。（3）防治措施1）拆模后，必须清除模板上遗留的混凝土残浆后，再刷脱模剂。2）严禁用废机油作脱模剂，脱模剂材料选用原则应为：既便于脱模又便于混凝土表面装饰。选用的材料有皂液、滑石粉、石灰水及其混合液和各种专门化学制品水性脱模剂等。第28页共28页
3）脱模剂材料宜拌成稠状，应涂刷均匀，不得流淌，一般刷两度为宜，以防漏刷，也不宜涂刷过厚。4）脱模剂涂刷后，应在短期内及时浇筑混凝土，以防隔离层遭受破坏。4.5模板未清理干净（1）现象模板内残留木块、浮浆残渣、碎石等建筑垃圾，拆模后发现混凝土中有缝隙，且有垃圾夹杂物。（2）原因分析1）模板绑扎完毕，模板位置未用压缩空气或压力水清扫。2）封模前未进行清扫。3）墙柱根部、梁柱接头最低处未留清扫孔，或所留位置不当无法进行清扫。（3）防治措施1）模板绑扎完毕，用压缩空气或压力水清除模板内垃圾。2）在封模前，派专人将模内垃圾清除干净。3）墙柱根部、梁柱接头处预留清扫孔，预留孔尺寸≥100mm×100mm，模内垃圾清除完毕后及时将清扫口处封严。6．安全文明环保施工（1）项目部应把安全生产、环保、文明施工当作工作中的重点，认真组织有关人员学习、贯彻执行国家有关劳动保护、安全生产和环境保护的各项政策、法令。落实安全生产责任，制定各项管理制度。（2）坚持安全检查与安全例会制度，形成半月大查、每周小查、天天巡视的安全检查制度，并定期召开专题安全例会，做好记录。（3）在安排施工任务时，必须进行专项有针对性的全面安全交底，履行签字手续。交底内容要有针对性，不可泛泛而谈，针对模板施工问题提出重点可靠的防护措施。并明确责任人是谁。（4）认真执行安全操作规程，严禁违章指挥，违章作业违反劳动纪律，木工机具做好防护，做好噪音隔离措施，防止扰民，认真检查脱模剂，严禁使用对环境有害的脱模剂。第28页共28页
（5）加强现场临电管理，经常检查配电设备的安全可靠性，如有损坏，及时更换，除电工之外的任何工种不准私自接改电线，需用时应向项目机电部门申请，由电工完成接线工作。木工电动工具，必需由专人进行操作使用保管。（6）现场照明灯具的架设高度要符合有关安全规程的要求，不低于2.5m。夜间施工必须有足够的照明设施。小型电动工具及照明设施的电线不允许直接敷设在栏杆上或随意拖地行走。（7）现场各种易燃材料要分区专库存放，现场各种消防器材齐备，性能良好，加强木工库房的检查。（8）实行逐级防火责任制，现场要配备足够的各种消防器材，在模板堆放区严禁动火。（9）合理安排作业时间，在夜间模板加工、调整时，尽可能避免发生拢民情况出现。（10）各项施工任务，做到工完场清。（11）模板加工后的废料，集中堆放，做好防火措施。（12）本工程群塔作业，在模板吊运时，信号工应协调好两台塔吊的吊运顺序，本着低塔让高塔的原则，合理调运材料。（13）超高架搭设，梁、顶板模板搭设时，一定要系好安全带，并搭设好防护栏杆，做到安全文明施工。（14）当风力超过五级时应停止从卸料平台上进行吊装模板作业。吊装时应设专人指挥,模板起吊应平稳,不得偏斜和大幅度摆动。操作人员必须站在安全可靠处,严禁人员随同模板一同起吊。安装、起吊外挂架时,操作人员必须佩带好安全带。（15）在电梯间进行模板施工时,必须逐层搭设安全防护平台,层层挂设安全网。电梯门、外墙落地门等处应做好封闭防护。内部资料，请勿外传！9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN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