脚手架施工组织设计2

'一、工程概况天银国际商贸大厦地面以上27层，天面标高99.8米，女儿墙顶面标高最高点114.8米，裙楼6层，裙楼天面标高30.6米。外墙脚手架采用Φ48x3.5扣件式钢管脚手架，外用阻燃型密眼安全网封闭。搭设施工严格遵守《建筑施工安全检查标准》JGJ59-99及《建筑施工扣件钢管脚手架安全技术规范》JGJ130-2001中的有关规定。二、主要施工方法1、一般构造①外墙脚手架工的搭设工艺流程为：做好搭设的准备工作→按建筑物的平面形状放线→铺设垫板→按立杆间距排放底座→放置纵向扫地杆→逐根竖立立杆，随即与纵向扫地杆扣牢→安装横向扫地杆，并与立杆或纵向扫地杆扣牢→安装第一大步横杆（与各立杆扣牢）→安装第一小横杆→安装第二步大横杆→安装第二步小横杆→加设临时抛撑（上端与第二步大横杆加牢，在装设两道联墙杆后可拆除）→第三第四步大横杆和小横杆→设置联墙杆→接立杆→加设纵向剪刀撑或横向支撑、水平支撑→铺设脚手板→绑护身栏杆和挡脚板→钢丝绳拉吊卸荷→挂安全网……。②立杆纵向间距1.8M，立杆横向间距0.80M，立杆离墙0.30M，单柱接驳到顶。立杆接头除顶层可采用搭接接头外，其它各层必须采用对接扣件实行对接接头。搭接时，搭接长度不小于1.0M，用不少于两个旋转扣件扣牢，扣件外边缘到杆端距离不少于100mm。立杆接头与相近大横杆的距离不大于步高的三分之一，相邻立杆接头应互相错开，不应在同一步高和同一间距内，相邻接头高差应大于500mm。第17页共17页 ①大横杆长度不少于三跨，同时不少于6.0m。步高在裙楼天面以下为1.8m，在裙楼天面以上为2.0m，大横杆与立杆用直角扣件联结。大横杆采用对接扣件连接，当采用搭接时，搭接长度不少于1.0m，并用三个旋转扣件扣牢。为减少立杆偏心受压，上下相邻大横杆宜错开布置在立杆的里侧和外侧。大横杆接头与相邻立杆的距离不大于纵距的三分之一。同一水平内的内外两根大横杆按头，均应相互错开，不得出现在同一跨间，相邻接头的水平距离应大于500mm。②小横杆搭于大横杆之上，用直角扣件扣紧，对于贴紧立杆的小横杆可紧固于立杆上。主节点处两个直角扣件的中心距不应大于150mm。③纵向剪刀撑：脚手架纵向剪刀撑，在整个脚手架立面沿长度和高度连续设置。每个剪刀撑所占跨间小于6个。且每片架子不少于三道。斜撑与地面夹角为45~60度。剪刀撑沿全高及全长连续设置，斜杆用旋转扣件与脚手架杆件扣紧，旋转扣件中心距主节点距离应不大于150mm，除两端联接外，中间尚需增加2~4个扣结点。斜杆最下面一个连接点距地面应小500mm，斜杆接长用对接扣件，当采用搭接时，搭接长度应不小于1000mm，并用三只旋转扣件扣牢。斜杆下端必须支承在垫块或垫板上。④扫地杆：立杆下端设纵横扫地杆，纵向扫地杆用直角扣件固定在距底座上皮不大于200mm处的立杆上。横向扫地杆用直角扣件固定在紧靠纵向扫地杆下方的立杆上。⑤连墙杆：用∠36*4角钢，与主体结构刚性连接，连墙杆从底部第一根大横杆处开始设置，竖向按每楼层设置，水平向按不大于三个立杆纵距设置。连墙杆在竖向位置相互错开布置第17页共17页 ，连墙杆应靠边主节点，偏离主节点距离不大于300mm。①脚手板：用木脚手板，脚手板的铺设除满足外墙装饰施工作业外，同时应满足自顶层作业层开始往下每隔12m满铺一次，不得有探头板与空隙。②护拦及挡脚板：作业层必须投置护拦，护拦用Φ48*3.5钢管二道，高1.2m，挡脚板用厚度不小于10mm的木板制作，高180mm。③安全网：安全网采用阻燃型密眼安全网，在每个系结点上，边绳应与架管靠紧，并用一根独立的细绳边接，系结点沿网边均匀分布其距离不得大于45cm，系结符合打结方便，连接牢固而又容易解开，受力后不松散脱落的原则。多张连接使用时相邻部分应靠紧或重叠，用绳缝接，边接绳与网材料相同。安全平网：在二层楼面及每隔二层设置一道，在结构施工期间，在每个结构施工层楼面均设平网防护。立杆下必须设钢板底座，（Φ57*3.5钢套管焊150*8钢板），底座下设50厚木垫板分散立杆集中力，地基应平整、夯实。脚手架应超前主体结构施工2.0m搭设，在大风雨或停工一段时间后，必须对脚手架进行全面检查。2、塔楼脚手架整体稳定保证措施：塔楼脚手架除按上述要求设置纵向剪刀撑及刚性连墙杆外，保证其整体稳定还采取以下措施：①设横向支撑：在每个拐角处设置，中间每隔6个跨设置一道，横向支撑呈“之”字型从下而上连续设置，当横向支撑影响作业层施工时，作业层处斜杆可临时拆除，待施工转入另一作业层时再予补设。第17页共17页 ①设水平支撑：从第10层走道起，每隔12m在走道底通长设置一道水平支撑，顶层走道下必须设置水平支撑。2、塔楼外脚手架卸荷原理：塔楼脚手架用钢丝绳分段拉吊卸荷，其原理如下：①脚手架采用分段用钢丝绳拉吊卸荷方法搭设。从第五层开始，每四层拉吊卸荷一次，用Φ18钢筋预埋吊环水平间距3.6m，用Φ18.5钢丝绳在两头挂好拉紧，钢丝绳通过卡环及花兰螺栓连接，钢丝绳松紧程度应一致，以保证各卸荷点受力一致。②钢丝绳吊点必须在立杆与大横杆、小横杆交点处钢丝绳必须从大横杆底部兜紧。绳卡不少于4个,绳卡间距为钢丝绳间距的6～8倍，绳卡紧固时将鞍座放在承受拉力的长绳一边，U型卡环放在返回的短绳一边，不得一正一倒排列。③吊点处应设双根小横杆，一根与立杆卡牢，另一根与大横杆卡牢，两根小横杆必须与框架边梁抵紧，承受斜拉产生的水平力。④为防止风涡流上浮力使脚手架上浮破坏，分别在25层、27层设置向下斜拉钢丝绳，具体做法与向上斜拉钢丝绳相同。⑤钢丝绳规格：（计算数据）6x19芯，钢丝绳直径：Φ17，钢丝直径：1.1mm钢丝极限抗拉强度：1550Mpa钢丝破断拉力总和：167.5KN3、搭设要求：①立杆垂直度偏差不得大于架高的1/400且不大于100mm。相邻两根立杆的接头应错开50厘米，并不在同一步内。第17页共17页 ①大横杆在每一面脚手架范围内的纵向水平高低差，不宜超过一皮砖的厚度。同一步内外两横杆的接头，应相互错开，不宜在同一跨度内。垂直方向相邻的两根大横杆的接头也应错开，其水平距离不宜小于50厘米。②小横杆搭在大横杆上用直角扣件扣紧，靠近立杆的小横杆可紧固于立杆上，在任何情况下不得拆除、贴近立杆的小横杆。③剪刀撑的搭设是将一根斜杆扣在立杆上，另一根杆扣在小横杆的伸出部分上，这样可以避免两根斜杆相交时把钢管别弯。斜杆两端扣件与立杆节点（即立杆与横杆的交点）的距离不宜大于15厘米，最下面的斜杆与立杆的连接点离地面不宜大于50厘米，以保证架子的稳定性。④脚手架各杆件相交伸出的端头，均应大于10厘米，以防止杆件滑脱。扣件的安装与注意事项：开口朝向，用于连接大横杆的对接扣件，开口应朝架内侧，螺栓向上，避免开口朝上，以防雨水进入。拧紧程度：装螺栓时应注意将根部放正和保持适当的拧紧程度，这对于脚手架的承载能力、稳定和安全影响很大，螺栓拧得不紧固然不好，但拧得过紧会使扣件和螺栓断裂，所以螺栓的松紧必须适度，要求扭力矩控制在40~60NM为宜，为了控制拧紧程度，操作人员可根据所用板手的长度用测力计校核自己的手劲，反复练习，以求达到不用测力计也能准确掌握扭力矩的大小。拧螺栓的工具，以采棘轮板手为宜，这种板手可以连续拧转，使用方便，有利于提高工作效率。⑤脚手架避雷系统：脚手架应有防雷避雷系统，将斜拉预吊环与框梁内纵筋焊接，纵筋与柱内防雷引下线焊接，竖向接地极连成一体，形成完整防雷避雷系统。第17页共17页 1、脚手架的验收与拆除：①架子搭设和组装完毕，在投入使用前，应逐层验收，由项目经理组织职能部门，架子班组长及公司和安全部门参加，并填写验收单。②验收时，要检查架子所使用的各种材料，配件是否报符合现行有关规范的要求，以及是否符合施工方案的要求。③架子立杆，大、小横杆间距及组装是否符合要求。④连墙杆、剪刀撑、斜撑杆是否连接安全可靠，符合要求。⑤架子的安全防护是否符合施工方案的要求。拆除注意事项：①划出工作区标志，禁止行人进入。②严格遵守拆除顺序，由上而下，后绑者先拆，先绑者后拆，一般是先拆栏杆、脚手板、剪刀撑、斜撑而后小横杆、大横杆、抛撑、立杆等。③统一指挥，止下呼应，动作协调，当解开与另一人有关的结扣时应先告知对方，以防坠落。④在拆架过程中，最好不要中途换人，如必须中途换人，应将拆除情况交待清楚，以免发生事故。一、安全管理1、由专职安全员组织并有本公司安全监查员定期定点检查以确保安全生产。2、参加搭设及拆除的人员，须经过安全技术教育，持证上岗，并将岗位安全责任落实到个人。3、对上架操作人员进行体检，凡不适宜高空作业者，一律不得上架操作。4、第17页共17页 进入施工现场必须戴好安全帽，高空作业时要按规定系好安全带，禁穿拖鞋和硬底鞋。1、工具及配件就便放置在随身工具袋内，作业中当下层有人员活动时，应采用相应防范措施。2、严禁酒后上岗，操作人员不得超过8小时连续作业。3、脚手架上夜间施工的照明的线路，必须采取安全电压，架上施工所需的动力线路，须装设可靠的安全保护装置，避雷装置应按规定设置。4、严禁下列违章行为：a.利用脚手架吊运重物。b.从脚手架上上落。c.随意拆脚手架部件和松动连接螺栓。d.推车在架上跑动。e.在脚手架上睡觉、嬉戏。5、发现问题，马上组织工作人员整改。6、严格按《安全操作规程》的各项要求搭设脚手架。7、脚手架的搭设或拆除前，项目负责人对相关人员进行安全技术交底。8、搭设脚手架所使用的材料、配扣件、工具等必须符合相应标准的要求，严禁使用带有功能缺陷的材料、配扣件。对新购置的钢管、扣件必须有厂家合格证，同时要按国家标准进行检测合格，方可投入使用。9、严禁竹、钢，ф48与ф50钢管混合搭设。10、脚手架的搭设、拆除作业人员必须按国家现行标准《特种作业人员安全技术考核管理规则》经考核合格领取《特种作业人员操作证》的专业架子工进行操作。架子工身体健康，符合作业要求，严禁酒后作业。11、第17页共17页 施工单位负责发放架子工劳动保护用品，作业时必须配戴安全帽、安全带，穿防滑鞋。1、遇六级及六级以上大风、浓雾、暴雨时停止脚手架的搭设或拆除作业。2、脚手架在使用期内，严禁拆除主节上的杆件、手把地杆、连接杆，不得在脚手架地基基础及邻近处进行挖掘作业，否则应采取安全措施，并经主管部门批准。3、脚手架上的施工荷载不得超过设计荷载，不得将模板支架、风缆绳、混凝土泵管固定有脚手架上，严禁利用脚手架悬挂起重设备起吊物品。4、在脚手架上进行电焊、气焊作业必须做好防火措施，专人监护。5、搭设、拆除脚手架时，做好防止坠物伤人的围拦、警戒标志的防护措施，要求专人巡查监护。6、在脚手架架设临时用电线路，必须按现行作业标准《施工现场临时用电安全技术规范》的有关规定执行。脚手架要有接地防漏电措施。7、支承架件的地基基础要平整坚实，承载力要满足设计要求，地基基础不积水，有排水措施。8、每根立杆应设置底座或垫板（垫板厚度≤50mm），设置时要保证底座不滑动，垫板不松动。9、立杆接头除顶层可采用搭接外，其余各层、各步接头必须采用对接扣件连接。10、作业层的脚手板必须铺满铺稳，离开墙面不得大于150mm。11、作业层、斜道必须在外立杆设置1.2m栏杆扶手，同时设置挡脚板（板厚20mm，高180mm）。12、脚手架工程开工前要办理验收手续，公司主管部门要参与基础部分验收，公司主管部门、分公司、项目部要分段组织验收。第17页共17页 四、塔楼外墙脚手架计算书A、钢丝绳拉吊卸荷计算一、已知条件：双排外脚手架，搭设高度112.6m，立杆横向间距0.80m，纵向间距1.8m，中间设一根仅起防护作用的竹杆，大横杆步距30.6m以下1.8m，30.6m以上2.0m，桥宽0.80m，与外墙缝隙0.30m，连墙杆在楼层外设置，水平间距5.4m，上下层互相错开，卸荷吊点分别在5、8、12、16、20、24、28层及天面女儿墙顶层砼梁外设置。水平间距3.6m，6*19ф18.5钢丝绳，钢管为ф48*3.5mm，外装修时考虑二层同时作业。二、荷载计算：1、施工荷载：外杆：=B/2*ℓ*g1n1内杆：=（B/2+b）ℓ*g1n1g1——施工荷载取装修荷载g1=2kn/㎡n1——同时作业层数n1=2b——桥宽0.80m第17页共17页 b——桥与外墙间隙0.30mℓ——立杆间距=（0.80/2）*1.8*2*2=2.88KN=（080/2+0.3）*1.8*2*2=5.04KN1、脚手架及竹桥荷载脚手板十层，竹平桥58层=B/2*ℓ*g2a*n2a+B/2ℓg2b*n2b=(B/2+b)*ℓ*g2a*n2a+(B/2+b)ℓ*g2b*n2bg2a——脚手板自重g2a=0.35KN/㎡g2b——平桥自重g2b=0.05KN/㎡n2a=10n2b=58=0.8/2x1.8x0.35x10+1.8/2x0.05x58=5.76KN=(1.8/2+0.3)x0.35x10+(1.8/2+0.30)x0.05x58=7.68KN2、安全网假设由外立杆承受=hL*g3*n3g3=安全网重q3=0.002KN/㎡n3=步数n3=62h=步距h=1.8m、2.0m=62x1.8x1.8x0.002=0.4KN=03、钢管脚手架重第17页共17页 ==n4[g4(h+ℓ+B/2)]+Q]g4——钢管自重g4=38.4N/Mn4——脚手架步数；步距1.8m的17步；步距2.0m的41步Q——扣件重，按二个直角扣件计算，Q=26N=17[38.4(1.8+1.8+1.1/2)+26]/1000+41[38.4(1.8+2.0+1.1/2)+26]/1000=11.06KN查扣件式钢管脚手架规范JGJ130-2001P4830.6m以下脚手架自重：0.1337KN/m30.6m以上脚手架自重：0.1259KN/m==30.6x0.1337+(112.6-30.6)x0.1259=14.4KN考虑横向及水平支撑在上述计算中均考虑，因此按规范取值：=14.4KN1、竹围护杆重（做前应先征得市安监站同意，如不同意，此项取消）=20x112.6/1000=2.25KN=0一、内力计算1、每根立杆不考虑卸荷时，杆底最大压力计算标值：外立杆：N外=G(+++)+Q*=1.2(5.76+0.4+14.4+2.25)+1.4x2.88=31.4KN内立杆：N内=G(+)+1.4=1.2(7.68+14.4)+1.4x5.04第17页共17页 =33.55KN1、钢丝绳卸荷计算（按19层单元）水平向每隔一根立杆一个吊点，竖向共八层吊点，按全部用钢丝绳卸荷考虑，则每个吊点的垂直荷载为：Q1==7.85KNQ2==8.40KN由于钢丝绳松紧程度不同，乘以不均匀受力系数1.50，则Q1=7.85x1.5=11.8KNQ2=8.4x1.5=12.6KN钢丝绳的拉力：TAO=11.8=12.24KNTBO=12.6=11.82KN四、验算强度1、钢丝绳允许承受的拉力设计值S=Sb/KSb——钢丝绳破断拉力Sb=Pg——钢丝绳破断拉力换算系数=0.80Pg——钢丝绳破断拉力，17钢丝绳Pg=151.5KNK——钢丝绳使用安全取K=8S=Sb/K=Pg/K=0.8x151.5/8=15.15KN>12.24KN安全第17页共17页 2、扣件抗滑能力验算每个扣件的抗滑能力设计值为8.0KN，最大垂直分力12.6KN，水平分力更小，每个吊点处两个扣件能满足安全使用要求。3、吊环吊环选取用I级钢筋制作的Ф18吊环，锚入砼内深度不小于35d，由手册查及Ф18吊环承受拉力为30KN。4、钢丝绳配套卡环选用查施工手册P482，适用卡环号为2.7号，安全荷重为27KN，大于钢丝拉力12.24KN安全。5、因本工程施工周期较长，考虑锈蚀因素，最后钢丝绳及卡环型号决定采用：钢丝绳：6x19绳芯：1直径：d=18.5mm卡环：号码3.3立杆纵距按1.5m施工五、小横杆计算1、横杆用Ф48*3.5钢管W=5078mm3J=12.19*104mm4自重：=38N/m=1.2x0.038=0.0456KN/m小横杆间距0.90m计算简图如下：第17页共17页 脚手板自重：=1.2*0.35=0.42KN/㎡施工荷载：=1.4*2=2.8KN/㎡化为线荷：=0.0456+(2.8+0.42)*0.90=2.94KN/mMmax=1/8L2=1/8*2.94*0.802=0.2532KN-M强度验算：б=M/W=0.2532*106/5078=46.3N/㎟7.85KN可以连墙杆也可短钢管制做，详见附图，具体采取哪种做法现场确定。内部资料仅供参考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$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*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!z89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第17页共17页'