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40+64+40m悬臂施工方案

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'太湖港特大桥40+64+40米悬臂浇筑连续箱梁施工方案一、连续箱梁工程概况本连续梁位于汉宜铁路DK195+153.765~DK203+376.695段太湖港特大桥的161#~164#墩之间,为一联三孔(40+64+40)m预应力混凝土双线连续箱梁。下部构造为钻孔灌注桩基础,主墩和过渡墩均为矩形承台,圆端形墩柱,墩高从161#到164#分别为9m、8.5m、7m和10m。为跨越襄荆高速公路而设车流密度大、施工干扰问题多。1.1、箱梁结构形式箱梁为单箱单室、变高度、变截面结构,中支点梁高5.2m,跨中32m直线段梁高2.8m,梁底下缘按二次抛物线变化。箱梁顶宽12.6m,底宽5.26至5.74m。顶板厚34至85cm,按折线变化,腹板厚50至135cm,按折线变化,底板厚44cm至125cm,按折线线性变化。全联在端支点、中跨跨中及中支点处共设5个横隔板,横隔板设有孔洞,供检查人员通过。全梁采用悬臂浇筑法施工,边跨梁长40.60米,分为10个梁段,中跨梁长64米,分为17个梁段,190#和191#墩顶各设一节0#梁段,全梁共39个梁段。梁段内设置了纵、横、竖三向预应力筋体系,纵向束为1×7-15.2-1860-GB/T5224-2003预应力钢绞线,锚固体系采用自锚式拉丝体系,管道形成采用金属波纹管,锚具采用OVM系列锚具张拉采用YCW400型千斤顶;横向束为1×7-15.2-1860-GB/T5224-2003预应力钢绞线,锚固体系采用BM15(P)-3、4锚具及配套的支撑垫板,张拉采用YDC240Q型千斤顶,管道形成采用内径70×19㎜扁形金属波纹管成孔;竖向预应力筋采用φ25㎜高强精轧螺纹钢,型号为PSB830,锚固体系采用JLM-25型锚具,张拉体系采用YC60A型千斤顶,管道形成采用内径φ35㎜铁皮管成孔。1.2、挂篮悬臂浇筑施工方法和工艺58 用挂篮逐段浇筑施工的工艺程序为:安装预压支架→施工0#段→拼装挂篮→施工1#(1′)段→挂篮前移、调整、锚固→施工下一梁段→依次完成各段悬臂施工→施工边垮直线段→边垮合龙→拆除挂篮→中跨合拢。为了缩短施工时间,混凝土浇筑采用一次浇筑成形,先浇底板、腹板,后浇顶板。主梁梁体悬灌施工流程图见图1.1图1.1连续梁悬臂浇筑施工工艺框图拼装预压挂篮挂篮制造、试拼与预压分块吊装1#梁段底板、腹板钢筋预制1#梁段钢筋骨架拖移内模架、安装1#梁段内模及顶板钢筋对称浇筑1#梁段混凝土混凝土浇筑前测量观测点标高混凝土浇筑后测量观测点标高0#梁段整体现浇张拉及压浆张拉前测量观测点标高养护张拉后测量观测点标高悬臂浇筑循环施工对称牵引2#梁段挂篮前移就位计算调整2#梁段施工立模标高拆除挂篮二、施工计划及施工保障措施拟定在五月中旬开始施工,临时支架及支架预压20天,58 0号段施工用30天,挂篮拼装及预压20天,每个梁段的生产周期为10天,边跨合拢段15天,主跨合拢段施工用15天,共计施工180工作日。三、施工安排1.劳动组织和队伍安排本桥连续梁悬灌施工由本分部连续梁施工队担任,为确保施工工期,制作2对挂篮分别安装在162#和163#墩顶0#梁段上,同时同步对称向两端悬臂浇筑施工。施工队直接作业人员不少于110人,分4个作业班组,每班组分二个作业小组,昼夜连续不间断循环作业。其每套挂篮作业班组人力资源配置见表3.1。班组人力资源配置表3.1序号工作内容人数附注1挂篮安装及行走12起重和架子工种,每组6人2模板安装、就位8木工工种、每组4人58 3钢筋绑扎和波纹管道安装14钢筋工、电焊工、预应力工工种,每组7人4混凝土浇筑及养护30每组:输送泵2人,浇注4人,串筒1人,振捣4人,杂工4人(养护2人)5施加预应力及压浆14每组:张拉4人(每端油泵1人,记录1人),压浆3人6现场技术人员(兼管理员)2每墩2人7安全员2每组1人8质量检验员(兼试验员)2每组1人9测量人员4每组2人10各类司机12吊机2人,运输车辆4人,抽水机1人11机械车辆修理工6 班组之间人员相对固定,个别专业工种调整使用,班组实行岗位责任和经济承包制。实行班组经济核算,责任追究。哪里有问题就追究当事人责任。2.材料供应骨料由分部统一采购供应。现场管理人员每天对需要的物质作汇总,报设备物质部门。混凝土由拌合站集中生产供应,并配备4台砼运输车运送混凝土和两台混凝土输送泵将混凝土入模。0#段模板拼装、挂篮拼装、材料机具上桥面等均采用塔吊,16t汽车吊辅助。人员通过平台上钢管搭设的之字形踏板上下。58 3.施工机具设备(见表3.2)现场施工设备配置,每套挂篮作业面配备见表3.2每套挂篮作业配备主要机具器材表表3.2序号机具器材名称规格型号单位数量备注1三角挂篮 套1 2塔吊16t台1 3混凝土汽车输送泵 台1 4电焊机 台3 5捲扬机15t台1 6液压千斤顶50t台4 7液压千斤顶5t台6 8高压抽水机扬程≥50m台2 9插入式振捣器50mm台10 10捲扬机5t台111捲扬机0.3t台212手动倒链10t台4 13手动倒链5t台6 14纵向预应力张拉设备YCW400型千斤顶套215横向预应力张拉设备YDC240Q型千斤顶套216竖向预应力张拉设备YC60A型千斤顶套217压浆设备连续式套118各类扳手各类使用型号套219直流鼓风机 台1 四、0#段施工方法及工艺4.1、支架搭设与预压4.1.1、支架结构根据地形条件,连续梁0#块施工采用腕扣式满堂支架,平台上底板下方设置支架。58 4.1.2、支架验算a.混凝土自重箱梁混凝土体积为18.4×2.2=40.5m3冲击系数取1.05按每立方米钢筋混凝土2.6吨计算混凝土重为40.5*2.6=105.3t。b.模板重量外模及外模桁架重10.4t,内模及内支撑重6.2t。14#槽钢制作的三角架,重6.8t。c.人群荷载和机具等施工荷载58 按照15kg/m2计算,4*12.6*15=0.8t.作用在支架上的荷载为a+b+c=129.5t。检算荷载按超载30%,安全系数20%,则均布在横梁上荷载为202t。支架强度和刚度验算:每个支架受力202/4≈51t=510KNI45a工字钢材料性质为;A=102cm2,Ix=32240cm4,Wx=1430cm3。Mmax=79.86kN.mQmax=254.11kN强度验算:σ=Mmax/Wx=79.86×100/1430=5.58kN/cm2=55.8MPa﹤[σ]=145MPa满足要求。刚度验算:τ=Qmax/A=254.11/102=2.49kN/cm2=24.9MPa﹤[τ]=85MPa满足要求。I32a工字钢材料性质为;A=67cm2,Ix=11080cm4,Wx=692cm3。Mmax=62.50kN.mQmax=198.85kN强度验算:σ=Mmax/Wx=62.50×100/692=9.03kN/cm2=90.3MPa﹤[σ]=145MPa满足要求。刚度验算:τ=Qmax/A=198.85/67=2.97kN/cm2=29.7MPa﹤[τ]=85MPa满足要求。立杆验算根据纵梁反力F=218.06kN,立杆采用Φ500mm的钢管,壁厚δ=58 6mm。(1)、其截面性质计算如下:截面面积A=π(R2-r2)=π×(0.252-0.2442)=9.312×10-3㎡形心主惯性矩I=π(D4-d4)/64=π×(0.54-0.4884)/64=2.841×10-4m4横截面任意轴的惯性半径i=√I/A=√2.841×10-4/9.312×10-3=17.5㎝(2)、压杆柔度的计算λ=μl/i=2×1050/17.5=120压杆可看作是一端固定,另一端自由,故压杆长度系数μ取2;l为杆件长度,为1050㎝;该杆件受压属轴心受压杆件的截面a类。(3)、校核稳定性该杆件失稳时属于a类截面,查相关参考资料得ψ=0.494于是有ψσd=0.494×140=69.16MPa压杆实际工作时工作应力58 σ=P/A=218.06/9.312×10-3=23.42MPa<69.16MPa可见压杆满足稳定性要求。4.1.3、支架的搭设采用直径为Φ500mm,壁厚δ=6mm的钢管焊于承台顶面铺设的δ=10mm的钢板上。立杆布置见《主墩临时固结构造图》。支架搭设严格按照规范要求进行,保证每根立杆的竖直偏移不大于50mm。另外,横纵向钢管采用[14槽钢作为剪刀撑,墩身预埋200×200×10㎜钢板,以便于钢管与墩身连接。4.1.4、支架预压支架预压采用在承台上安装地锚用千斤顶加载预压,以检验支架的强度和稳定性。地锚布置图见下图:⑴58 、预压目的:检验支架及地基的强度及稳定性,消除整个支架的塑性变形,消除地基的沉降变形,测量出支架的弹性变形,调整施工预留拱度。⑵、预压材料:采用千斤顶张拉钢绞线(fpk=1860MPa,φ15.24mm(7φ5)公称截面面积140mm2)对支架进行预压,0#段全部预压荷载为梁体自重的130%,30%作为模板及支架构件重量。⑶、预压范围:190#、191#墩0#段墩身外支架范围内,钢管立柱搭设完成后,铺设纵梁、横梁,利用承台预埋件对支架进行预压。预压方法:为有效控制支架的弹性和非弹性变形,合理的确定预拱度,0#段支架搭设好后对支架进行预压,预压方法为:在承台顶预埋的预埋件上布设工字钢横梁,顶部利用横向I36a工字钢做横梁,两横梁间穿2道2-7φ5钢绞线,顶部采用千斤顶张拉。加载重量按照0#梁段重1.3倍系数控制,荷载平均分布在各支撑体系段,超载量为30%(共202t)。共用20根钢绞线,钢绞线控制应力为1395Mpa,每根钢绞线张拉力控制在195.3KN以内。根据钢管立柱受力大小的反算得各预压点加载力数据如下表:点号加载力(KN)点号加载力(KN)181.4781.42201.778201.773221.839221.834221.8310221.835201.7711201.77681.41281.4根据上表数据各预压点的钢绞线数量设计为:2、3、4、5、8、9、10、11点处各设2根,1、6、7、12点处各设1根:①加载方法58 加载采取分段分批加载,预压过程如下:0——>25%——>50%——>75%——>100%——>卸载持荷1h持荷1h持荷1h持荷24h②观测方法支架搭设和顶面铺设纵横向工字钢完成后,在现浇梁段的悬臂端支架上设10个观测点,全段共20个测点。在首次加载前先观测一次,作为起始观测值,以后每加载完毕观测一次,全部加载完毕,每2小时观测一次,直至观测24小时连续沉降量小于1mm,即认为支架已经稳定,即可卸载,卸载后再观测一次。然后根据观测值绘制出支座预压变化(时间-----下沉量)关系曲线。根据所测量数据计算地基及支架的非弹性变形和弹性变形值。非弹性变形值=加载前高程-卸载后高程;弹性变形值=卸载后高程-卸载前高程。③预压时间和卸载自加载完毕,24小时后确认支架已经稳定,即可卸载。分级分批卸载。同时在卸载过程中,每批卸载后都应再次观测一次支架变化,并绘制出支架卸载(时间-----回弹)变化关系曲线。预压完成后移除钢绞线,通过精确测量,测算梁段荷载作用下支架将产生的弹性变形值,通过加载和卸载变化曲线,对比分析支架弹性变形和非弹变形量。将此弹性变形值与施工控制中提出的其它因素需要设置的预拱度叠加,算出施工时应当采用的预拱度,按算出的预拱度调整底模标高。对0#段线形重新放样,调整支撑体系高度。支架施工注意事项:支架搭设应按照本方案设计所要求的材料和方法进行。若有困难时,支架材料应选择具有一定的强度、58 刚度和稳定性好的大型钢材,接点和联接件尽量减少,整体强度和稳定性应经过检算。支架基础牢固不下沉。支架搭设方法要考虑拆除支架方便且安全,支架垫木采用楔形木垫块,并用U型螺栓固定牢靠,拆卸支架时,先拆除楔形垫块,再按后安先拆、先安后拆的原则,逐层逐杆件拆除。支架搭设和预压过程中,应设有专职安全员值班,一是随时检查处理支架搭设和预压时出现的变化,紧急情况及时向作业人员发出停止或撤离信号,并向上级单位领导报告;二是阻止非施工人员进入支架预压区以防发生意外。通过加载和卸载变化曲线,对比分析支架弹性变形和非弹变形量。在卸载全部完毕后,在支架顶面上予以调整支架标高,消除非弹性变形,预留弹性变形上拱度。4.2、现浇0#梁段施工4.2.1、盆式橡胶支座的安装与临时锚固支座的设置4.2.1.1、盆式橡胶支座的安装安装程序和技术要求分述如下:①支座达到现场后,认真检查核对产品合格证,附件清单和支座规格型号,以及有关材质报告单或检验报告,并对支座外观尺寸进行全面检查;②检查确认无误后对支座进行组装,清除相对滑动部位尘垢,并涂以黄油,检查上下结合部是否密贴;③根据上述要求,准确选定桥墩支座处支座的类型、方向和安装方法;④支座现场安装前,先对墩顶支承垫石锚栓孔位置、58 大小、深度和垫石标高、平整度进行检查复测,确认无误后在支承垫石顶面划出支座中心十字线;⑤支座安装要能保持梁体垂直且支座中心线与梁体中心线要平行,4个支座受力均匀。支座上、下座板水平,不产生偏位。支座与支承垫石间及支座与梁底间应密贴、无缝隙。支座四角高度差不应大于1mm;⑥190#墩左侧固定支座安装时,上下座板要互相对正,上座板中心要对准梁体支承中心,纵、横向偏差不大于3mm,平面扭转不大于1mm;⑦190#墩右侧与191#墩左侧、右侧活动支座安装时,上下座板横向要对正,纵向活动支座的上下导向挡块必须保持平行,交叉角不得大于5’;⑧安装支座时,先安装下座板并对其水平、方向和高低调整准确后,安装上座板,纵横向对正下座板并用上下连接板联接牢固,上下板螺栓的螺帽安装齐全,并涂上黄油,无松动现象;待0#梁段混凝土浇筑完成并达到设计强度后,方可拆除连接板。安装地脚螺栓时,其外露螺母顶面的高度不得大于螺母的厚度;⑨支座就位后,对支座下座板与支承垫石之间,锚栓孔内进行注浆,注浆材料的强度不低于垫石混凝土的设计强度,弹性模量不小于30GPa,厚度不小于10mm,注浆压力不小于1.0MPa,将浆体填实并达到强度后,对支座进行锁定,经检查后方可支立模板;⑩支座安装完成后,质检人员要对支座安装质量进行全面检查,其误差应在允许范围。58 4.2.1.2、临时锚固支座的设置及检算4.2.1.2.1临时锚固支座的设置本桥梁墩梁绞接,为避免悬灌梁施工时前后梁段荷载不平衡产生倾斜,且不使永久支座过早受力,在悬灌梁施工过程中,应设置临时支座,并临时将桥墩与梁体固结。临时支座和临时锚固设于190#、191#墩顶,承受中支点处最大不平衡力矩5239kN-m及相应竖向支反力19488KN。临时支座设置在桥墩上,每个主墩设置四个,宽0.7m,长2.0m,厚度为梁体底到墩帽顶距离。每个临时支座在墩顶与箱梁内埋入12根Φ32精扎螺纹钢筋,张拉力为150kN。临时支座的材料采用C40混凝土。详见《中墩临时固结构造图》。精扎螺纹钢筋分两排布置,预埋入墩帽中1.5m,并套上锚具和垫板,另一端穿过中横梁到梁体顶面,可采用A3钢板作为12根钢筋整体的垫板,并在上端套上锚具,垫板下的混凝土要求振捣密实,并用锌铁皮管保护以便于体系转换时方便拆除临时固结。4.2.1.2.2临时锚固的检算连续梁在悬灌施工过程中由于在不同工况下,施工管理与控制差异,人为操作的不准确等因数影响,连续梁会产生一定的不平衡力矩,本段(40+56+40)m悬灌连续梁图纸中给定最大不平衡力矩为5239KN-m。1、锚固材料的选用(1)初步选用材料为Φ32精轧螺纹钢及JLM-32螺母及垫片。(2)Φ32精轧螺纹钢的材料属性:截面面积A=804.2㎜2,抗拉极限强度为980MPa,锚下张拉控制应力为735MPa。58 2、Φ32精轧螺纹钢数量计算Mmax=10nFLn=Mmax/(10FL)n=5239/(10×59×2.5)n=4根最大不平衡力矩Mmax=5239KN-m单根Φ32精轧螺纹钢拉力F=59t工作力臂L=2.5mΦ32精轧螺纹钢根数为n3、Φ32精轧螺纹钢锚固长度按照规范要求,通常钢筋在砼中的锚固长度按45d埋设,即Φ32精轧螺纹钢在砼中锚固长度为45×3.2=144㎝。在本连续梁按照150㎝埋设。4、临时支座的布设临时支座布于垫石两侧,结构尺寸为70×200×55㎝,锚固墩混凝土应力=19488*1000/(700*2000*4)=3.48Mpa,设计C40混凝土,故符合要求。5、Φ32精轧螺纹钢埋设布置为平均合理分配Φ32精轧螺纹钢,并参照以往经验,我们选用2×12根布置。立面位置及平面位置见《临时固结设计图》;6、临时支座安装及拆除步骤①浇注主墩帽梁时,按照要求预埋Φ3258 精扎螺纹钢筋和锚固端钢筋网片,要求预埋准确、竖直,以避免钢筋和箱梁波纹管发生干扰和避免钢筋受剪。58 ②临时支座浇筑时在底部加垫一层塑料薄膜或油毡,在浇筑梁体混凝土时亦同样处理,便于临时支座拆除时与梁体和墩身分离,保证梁底表面和墩顶光洁一致。③安装0号段中横梁钢筋和模板时,安装临时锚固体系的中横梁加厚块。④0号段混凝土浇注后在梁顶精扎螺纹钢位置安装A3钢板。⑤箱梁混凝土强度达到80%时按照每根15吨的张拉力张拉精扎螺纹钢筋。⑥边垮合龙张拉完底板钢束后,即可进行临时锚固体系的拆除工作。先退锚,使永久支座受力,然后再用风镐凿除多余混凝土。4.2.2、模板安装①0#梁段支架标高调整正确,永久和临时支座就位后,即可安装底模板和侧模板58 ;绑扎完底板和腹板钢筋后再安装内模和横隔模;安装腹板纵向波纹管和竖向预应力筋,再翼缘板底模,绑扎顶板钢筋和安装横向波纹管道及预埋件,最后安装端头模板。②底模板安装时,充分考虑支架弹性变形和木质垫块、铺板的压缩变形,准确预留模板的预拱度。底模安装完毕,在检查安装质量的同时,再次检查支座的横向位置、平整度、同一支座板的四角高差、四个支座板相对高差是否有变形,并将支座板安装位置应用螺栓固定,确保浇筑底板混凝土时不变形不漏浆。③内模和横隔模安装时,模板要清洁干净,涂刷脱模剂。尽量制作整体式或大块模板,接缝处用胶带粘贴紧密,防止漏浆,安装尺寸要准确;顶板钢筋和波纹管道全部安装就绪,安装端头模板。端模管道孔眼要正确干净,将波纹管和梁体纵向主筋逐根插入端模各自的孔内,进行端模安装就位。④模板全部安装完毕后,要检查各部位尺寸是否正确,联结件是否牢固,支撑和固定拉杆数量和强度能否满足设计要求,拼缝和接缝是否严密不漏浆,预埋件有否遗漏,脱模剂涂刷是否均匀等。全部确认无误后方可浇筑混凝土。0#梁段模板固定尺寸位置的控制误差为;模板垂直度不超过±3mm;模板轴线位置不超过±2mm;两端底模标高不超过±3mm;梁底横向预拱度不超过±2mm;两模板内侧宽度不超过±5mm。4.2.3、钢筋和波纹管道安装58 4.2.3.1、钢筋的绑扎及安装①0#梁段钢筋采用整体绑扎,先进行底板及腹板钢筋的绑扎,然后进行顶板钢筋的绑扎,当梁段钢筋与预应力钢筋、临时支座锚固筋相碰时,适当移动梁段钢筋或进行适当弯折。梁段钢筋最小净保护层的厚度,均不小于35mm,绑扎铁丝的尾段不得伸入保护层内。所有梁段预留孔处均增设相应的环状钢筋;桥面泄水孔位置若有改变,其钢筋作相应移动,并增设井字型钢筋进行加强;0#梁段钢筋密度大、质量重,且梁截面高,施工时容易产生扭曲和倾倒,为确保腹、顶、底板钢筋的稳定性,可采取增加架立数量或增设W型或矩形的架立钢筋等措施。当采用垫块控制净保护层厚度时,垫块采用与梁体同等寿命的材料,且保证梁体的耐久性。②钢筋的交叉点用铁丝绑扎结实,必要时也可用点焊焊牢;梁段内的箍筋与主筋垂直;箍筋末端向内弯曲,箍筋转角与钢筋的交接点均要绑扎牢固;箍筋的接头在梁段内沿纵向线方向交叉布置。③桥面顶板预埋件和钢筋较多,防撞墙、电缆槽、接触网支柱基础,人行道栏杆及声屏障基础的预埋筋,通风孔、排水孔、泄水孔,检查孔的加强筋,以及通信、信号、电力系统的接地钢筋,都应绑扎牢固;所有预埋件位置要准确并进行渡锌或锌铬涂层处理,泄水管及梁端封锚现浇处进行防水封边处理等。④钢筋绑扎全部完成后,应进行全面检查,其允许偏差为:桥面主筋间距及位置偏差≤15mm;低板钢筋间距及位置偏差≤8mm;箍筋间距及位置偏差≤15mm;58 腹板箍筋的不垂直度≤15mm;混凝土保护层厚度与设计值偏差+5mm、0mm;其他钢筋偏移量≤20mm。4.2.3.2、波纹管安装①本梁预应力钢束纵向和横向采用铁皮波纹管成孔,波纹铁皮壁厚不小于0.75mm,,且具有一定的强度,在搬运和浇筑混凝土过程中不损坏、不变形、不漏浆;竖向预应力筋采用Φ35铁皮管成孔。②钢束管道位置用定位钢筋固定,定位钢筋牢固焊接在钢筋骨架上,如管道位置与骨架钢筋相碰时,保证管道位置不变,将钢筋稍加移动。定位筋基本间距不大于0.5m,在钢束曲线线段当适当加密到0.5m,并保证管道位置正确,底板钢束弯起前与箱梁底板平行,按直线及抛物线变化。锚具垫板及喇叭管尺寸要正确,喇叭管的中心线要与锚具垫板严格垂直,喇叭管和波纹管的衔接要平顺、不得漏浆、并杜绝堵孔道。③压浆管道设置,对腹板束、顶板束在0#梁段管道中部设三通管,中跨底板钢束在合拢梁段横隔板附近管道设三通管,边跨底板束在距支座约10m附近管道设三通管。钢束长超过60m的按相距20m左右增设一个三通管,以利于排气,保证压浆质量。竖向压浆孔道和排气孔道布置,在施工时根据实际情况确定,但必须保证压浆密实。④波纹管接头要焊接牢固,纵向波纹管道随梁段的推进,逐段安装。为保证接头不漏浆,接头安装顺穿束方向套接,前一梁段管道一般露出端头混凝土7cm58 左右,在下一梁段施工时,若波纹管接头因拆模、凿毛不慎而碰瘪、损坏时,应在接长前仔细检查与修理。接头时一般先用一段30cm长的套管套住两端接头,采用氧焊点焊固定,然后在接缝左右各5cm长度范围内缠一层黑胶布,在黑胶布上包三层塑料薄膜,再缠一层黑胶布,并用20#铁丝捆绑数道,以防漏浆。4.2.3.3、钢筋和波纹管道安装注意事项①锚头垫板要注意与螺旋筋中轴线垂直,并预先焊牢;底模、腹板钢筋安装完毕,进行模板安装和绑扎顶板钢筋时,应在箱梁内铺上脚手板,不准直接踩在底板钢筋上。②本梁段由于钢筋、管道密集,如钢绞线、精轧螺纹钢筋等管道、普通钢筋发生冲突时,可进行局部调整,调整原则是先普通钢筋,后精轧螺纹钢筋,然后是横向预应力钢筋,保持纵向预应力钢筋管道位置不动。横向预应力钢筋张拉槽处的梁体钢筋,有影响时可切割。③悬臂浇筑法施工,预应力管道多且长,混凝土堵塞管道的现象常有发生。因此施工时应特别注意保护好管道:一是加强操作工人岗位责任制,严格按照操作工艺要求安装;二是在浇筑混凝土过程中不准碰坏或压偏管道,采取在管道内预先插入高压胶管等措施;三是混凝土浇筑完毕,立即拔出胶管,检查是否漏浆,并用高压水或压缩空气冲洗管道;四是混凝土浇筑完后,立即用通孔器,检查管道是否畅通,在水泥浆不多时,可以将水泥拉出。④本梁体纵向设有备用孔道。设置备用孔道的目的是万一有预应力管道遭到破坏而又无法修复时,为确保预应力钢束有足够的预应力,而使用备用孔道内钢束。备用孔道使用必须经过设计单位批准,不准随便使用。若备用孔道没有使用,在施工完毕后,孔道作真空压浆填实处理。58 4.2.4、混凝土浇筑和养护4.2.4.1、混凝土生产与浇筑①本梁体混凝土强度等级采用C50高性能混凝土,混凝土生产严格执行《铁路混凝土工程施工技术指南》,《铁路桥涵施工规范》等有关规定,为减少0#梁段混凝土水化热量,尽量选用中温性水泥并掺加部分粉煤灰掺料,以减少水泥用量,同时也尽量提高混凝土的早期强度,以缩短梁段施工周期。混凝土生产统一由拌和站统一生产,集中供应。混凝土拌合要均匀,每盘料搅拌时间不少于2min,混凝土的和易性能要好,水灰比、坍落度要能满足混凝土强度和泵送混凝土的需要,并根据气温变化和骨料含水量随时调整,以保证混凝土具有足够的强度和耐久性,同时又能满足设计弹性模量的要求。②混凝土运输采用混凝土搅拌车运送,以保证混凝土连续浇筑的需要。混凝土垂直输送至浇筑作业面采用混凝土输送泵,混凝土泵的设立位置尽量靠近浇筑地点,下料口选择长3.0m软管,以便移动将混凝土送到浇筑作业面,管路铺设尽量缩短长度,减少弯头,管路平顺,内壁光滑,接口不漏浆。混凝土自搅拌后60min内泵送完毕,且在混凝土初凝前浇筑全部完成。③混凝土浇筑时,首先清除底模板上各种杂物、泥浆、钢筋头,焊渣等,并用水冲洗干净。浇筑要分层进行,分层最大摊铺厚度不超过40cm,先浇筑底板,次腹板,再顶板。底板直线段浇筑完成后逐层扩展到变截面,浇筑底板和腹板混凝土要设置串筒,均匀布料。混凝土浇筑要连续进行,中途不准中断,0#段混凝土浇筑时间不要超过5h。全过程设专人检查支架、模板稳固情况。58 ④在炎热气候条件下,混凝土入模时的温度若超过30℃时,模板和混凝土浇筑作业面用编织布遮盖,以防阳光直接照射,并派专人定时定点测试混凝土内、表面和环境气温。控制混凝土内部和表面、表面与环境温差不超过15℃。浇筑时间尽量选择在阴天进行,若有困难时,选择在当天的22:00—24:00浇筑。⑤混凝土振捣采用插入式振动器,按区域分片负责,实行岗位责任制,采用垂直点振方式,混凝土较粘稠时,加密振点,特别是腹板根部、横隔板和人行通道结合部、拐角点等加强振捣,既防止漏振又要防止过振。插入下层混凝土内的深度为5~10cm,并与侧模保持5~10cm的距离,不准插在钢筋上振捣。每振点的振捣时间一般为20~30s,以混凝土不再沉落、不出现气泡、表面呈现浮浆为度。4.2.4.2.混凝土养护混凝土养护采取自然养护和必要的降温措施相结合。①自然养护:在外部环境气温不超过30℃以上,或混凝土内部温度不超过到60℃时采取自然养护法。养护期间主要是以无纺土工布覆盖混凝土表面并不断洒水,使土工布和混凝土表面始终处于潮湿状态,养护期间不少于14d。②降温养护。在炎热天气,外部气温超过30℃以上,或混凝土内部温度达到60℃以上时,要采取降温措施,进行养护。派专人定时定点测定混凝土内外和环境温度,混凝土内与外表、外表与环境温度超过15℃时,及时调整养护方法;拆模前用编织布覆盖遮阳,12h后松动螺栓,模板脱离混凝土,并继续洒水降温养护;拆模后及时用双层塑料布包裹混凝土58 表面,并使包裹物完好无损,彼此搭接完整,内表面呈现出凝结水珠;箱梁室内通入高压水管并安装喷洒龙头,以高压水泵不断向箱室内喷洒水降温养护。4.2.5.预应力施加及压浆4.2.5.1.预应力施加①预应力体系本桥连续箱梁采用三向预应力体系,纵向预应力筋采用抗拉强度标准值为1860MPa的高强钢绞线,公称直径15.24mm,锚固体系采用自锚式拉丝体系,张拉采用与之配套的机具设备,管道形式采用金属波纹管,锚具采用0VM系列锚具,张拉体系采用YCW400型千斤顶;横向预应力筋采用抗拉强度标准值为1860MPa的高强钢绞线,公称直径15.24mm,锚固体系采用BM15-4(ρ)锚具及配套的支承垫板,张拉体系采用YDC240Q型千斤顶,管道形式采用内径70×19mm扁形金属波纹管成孔;竖向预应力筋采用φ25mm高强精轧螺纹钢筋,型号为PSB830,极限强度fρk=980MPa,屈服强度δ0.2=830MPa,伸长率δ≥7%;10h松弛率<1.5%,锚固体系采用JLM-25型锚具,张拉体系采用YC60A型千斤顶,管道形式采用内径φ35mm铁皮管成孔。②预应力筋下料时,根据施工图所提供的钢束编号和下料长度采用切断机或砂轮锯切断,不准采用电弧切断,钢绞线下料不准散头,钢丝编束要梳丝理顺,每隔1~1.5m捆扎成束,并作出编号标志,搬运时,不准在地上拖拉;预应力筋在储存、运输和安装过程中,不准雨淋生锈和损伤。③预应力筋张拉前,要根据上述预应力体系所提供的张拉设备,配套标定,配套使用,不准混用,配套标定期一般为1个月58 且不超过200次张拉作业,压力表采用0.4级防震型,校正有效期为1个月。标定要在国家授权的法定计量技术机构定期进行。。预应力钢束和粗钢筋在使用前还必须作张拉,锚固试验,并进行管道摩阻,喇叭口摩阻等预应力瞬时损失测试,以保证预应力准确。④施加预应力采取分阶段一次张拉完成,精轧螺纹筋不进行冷拉。张拉预应力筋时,梁段混凝土强度及弹性模量达到设计要求;张拉预应力筋采用两端同步张拉,并左右对称进行,最大不平衡束不超过1束;张拉顺序先腹板束,后顶板束,从外到内左右对称进行,各梁段先张拉纵向再竖向再横向,并及时压浆;施加预应力采用双控,预施压力值以油表读数为主,以预应力筋伸长值进行校核。预施应力过程中应保持两端的伸长量基本一致。实际伸长值与理论伸长值的差值应控制在正负6%以内,钢束理论伸长值见施工图。4.2.5.2.管道压浆①预应力筋张拉完成后,在两天内进行管道压浆,压浆前清除管道内杂物和积水,压入管道的水泥浆要饱满密实,水泥浆搅拌结束至压入管道的时间间隔不超过40min。②压浆浆体采用净浆,并在浆体中掺入适量减水剂和粉煤灰,以及阻锈剂和微膨胀剂,以提高浆体的工作性和密实性及防护性能,水胶比不大于0.35,控制的浆体终凝时间不大于24h。压浆时采用压浆泵直接压浆工艺,对曲线孔道和竖向孔道从最低点压浆孔压入,由最高点的排气孔排气或泌水。先压下层孔道。压浆泵采用连续式,同一管道压浆连续进行,一次完成。确认出浆浓度和进浆浓度一致时封闭保压,并保持不小于0.5MPa稳压期,其稳压期不小于2min,58 最大压力不小于1.0MPa,竖向孔道压浆最大压力控制在0.3~0.4MPa。当气温高于35℃时,在夜间进行压浆。五、挂篮悬灌梁段施工用挂篮逐段浇筑施工的工艺程序为:支架安装及预压→施工0#段→拼装预压挂篮→施工1#(1′)段→挂篮前移、调整、锚固→施工下一梁段→依次完成各段悬臂施工→拆除挂篮→合拢。悬臂浇筑的每一梁段,其施工工艺如图4.1所示。安装调试挂篮安装箱梁底模、外模模安装钢筋安装波纹管、内模灌注梁段砼及养生拆模及接缝处理穿预应力钢筋束模板制作钢筋制作制作试块锚具及预应力束准备张拉预应力钢筋束张拉机具准备管道真空压浆压浆机具准备压试块挂篮前移就位,进行下一梁段施工。图4.1悬臂浇筑施工工艺流程为了缩短施工时间,混凝土浇筑采用一次浇筑成形,先浇底板、腹板,后浇顶板。5.1、挂蓝总体构造58 挂篮结构简单,杆件受力明确,承载能力大,弹性变形小,安装与拆卸方便,移动灵活,定位准确,调整方便。在8m长的起步长度内,同时安装2套挂篮,前后作业面开阔,便于混凝土的运输和浇筑。围绕总体构思进行结构设计,挂篮主要技术参数如下。适用于最大梁段为1号段,重1062kN;箱梁最大梁段长度3.5m;箱梁梁高变化:4.4~2.8m;挂篮行走方式:自行式;挂篮顶梁最大挠度:20mm;挂篮总重50.2t;工作纵坡:8.5‰。本挂篮主要由两个系统组成,即挂篮系统和模板系统。挂篮正面图58 挂篮侧面图5.1.1、挂篮系统挂篮系统包括轨道、锚固系统、走行系统、主桁系统、前横梁、吊杆、导梁及底篮等八部分组成。1、主桁与前横梁主桁系统是整个挂篮中主要的受力部分,由前后两片承重桁架和连接角钢组成,承重桁架由水平杆、前后拉杆、垂直杆等组成,采用销轴连成三角形,便于拆装和运输。前横梁架设在两榀承重桁架的前端。由两根I45a工字钢与缀板拼焊成形,主要承受底篮及混凝土浇筑重量,导梁由双拼[22槽钢组成,主要承受模板重量、模板上部混凝土重量及供模板前移使用。2、挂篮行走装置行走系统由后锚小车和走船组成,两者在箱梁浇筑和挂篮空载前移时都起着非常重要的作用。首先,箱梁浇筑时后锚固定,两者都座落在轨道上,起着稳定平衡的作用;挂篮前移时,后锚松开,后锚小车的滚轮反扣在轨道上,前滑座处垫以滚轮,致使挂篮轻松前移。3、锚固装置浇筑箱梁砼时,挂篮尾部用精轧螺纹钢筋通过顶板预留孔锚固于梁顶上,通过千斤顶进行锚固力的转换并可调整挂篮悬臂端挠度。5.1.2、底篮和摸板系统底篮和模板系统包括底篮、外模、内模、端模和工作平台等。模板面板厚度为δ=5㎜,模板设计均按全断面一次浇注箱梁混凝土考虑。1、底篮底篮由前后横梁、底篮纵梁、底模板58 组成,横梁与纵梁连接采用栓接,模板直铺于底篮上。前后横梁通过吊杆悬吊在主桁的分配梁上,吊杆采用分段可拆卸方式以适应梁高的变化。浇注混凝土时,后横粱设10根Φ32的精轧螺纹钢锚固在前段已完成的箱底板上,减少了后横梁的挠度,并通过千斤顶施加预紧力使底模板与前段箱梁混凝土紧密贴合,确保接缝处不漏浆。2、外模外模由框架、横楞和面板组成,挂落在外挑梁上支撑于下横梁上外模所有吊杆的采用精轧螺纹钢筋,确保外模稳定。3、内模内模由框架横楞和面板组成,整个内模安装于内导梁上。4、端模采用分块钢模板以适应箱梁腹板厚度和孔道位置的变化,端模板外包内外前端,用螺栓固定,在箱梁顶板上方端模是由伸出端面的结构钢筋来固定。5、工作平台在底篮两侧、前后端及外模翼板外侧设置固定工作平台,在内外和箱梁前端设置悬吊工作平台,用倒链葫芦自由升降.便于箱梁任何位置的操作。5.1.3、挂篮各部重量每个挂篮总重50.2t,其中主桁系统12.5t,后锚系统3.4t,底篮7.3t,外模和底模重17t,内模6t,扁担梁重1t,端模1t,平台2t。5.2、挂篮拼装挂篮运至工地后,应在墩边试拼,以发现由于制作不精确及运输过程中发生变形所造成的问题,并根据起吊设备的额定起重量尽量拼装成组件,保证正式拼装时的顺利和加快工程进度。58 根据施工流程,把挂篮模板安装施工工艺过程分为四个阶段,即0#块箱梁浇筑阶段、挂篮模板安装阶段、1#块箱梁浇筑阶段、挂篮前移阶段。(1)挂篮拼装前准备工作检查0#段浇筑时内外模后吊带预留孔位是否准确;0#段浇筑完上挂篮前,0#段外模和底模要拆除,露出预留孔;挂篮用钢丝绳、螺栓、千斤顶、导链及拼装时用的扳手、撬棍、安全带、缆风绳、对讲机都要准备齐全;0#段与挂篮轨道连接的竖向预应力筋要清理干净,至少露出20cm。(2)拼装步骤①以箱梁中心线为主要基准,参考挂篮总装图,放线找准轨道所在位置,先根据图纸铺设轨枕,再在其上方铺设铁轨。0#块上部轨道每侧由2根6m铁轨组成,采用夹板连接成整体后放置于轨枕上。铁轨放置后需保证其处于水平位置,如有偏差可适当调整轨枕使轨道水平,严格控制轨道间中心距与图纸一致,然后利用扁担梁按图纸锚固位置将铁轨锚固在轨枕上,最后用长尺复核轨距。②安装后锚小车和走船。参照拼装图使其分别座落在轨道合适的位置处。③安装主桁系统(含两榀承重架和平联角钢等)。先在平坦地面组装承重架,然后视吊车大小,主桁系统可先在地面组装,再整体吊至桥面,亦可直接在桥面组装,承重架和走船通过螺栓连接相互连接。④安装前横梁,并在前横梁上放置吊杆,以备安装导梁及模板之用。横梁与前节点采用M22×90螺栓连接,连接后横梁与节点焊死确保连接牢靠。⑤在每处后锚点上放置2根后锚扁担梁,每根扁担梁两端φ50孔中穿插3m58 长的后锚杆,后锚杆下端分别连接在预埋锚杆上,后锚杆的上端分别锚固在扁担梁的两端,利用千斤顶提升扁担梁,直至使后锚小车滚轮离开轨道上翼板缘表面,锁紧螺母后方可松开千斤顶,此时整个承重架处于锚固稳定状态,此过程两处后锚点应同时进行。重复以上②~⑤步骤,安装另一台挂篮主桁系统。⑥安装底篮。底篮先在地面全部组装,再整体起吊至桥上,亦可先进行部分组装起吊安装至桥上后再进行底篮其余部件组装。如果吊车起重量足够,可先参照图纸,在平地上将底模、纵梁和前后下横梁连成一体,然后一并起吊安装。在底篮吊至一定高度时,使前下横梁处于前横梁正下方,并迅速将事先穿在前横梁上吊杆穿入下横梁下部,拧紧螺母,同样的方法将此时位于箱梁底部的后下横梁通过吊杆分别挂在箱梁的底板和挂篮主桁上,完成底篮的安装。⑦安装外模。先在地面把外挑梁吊至外模框架内部确切位置,然后将挑梁与外模焊成整体,将外模起吊至底篮上部,与底模及底篮连接成整体。重复上述方法,安装另一侧外模和外导梁、外挑梁。⑧内模系统安装。1#块钢筋绑扎完毕后先安装内模板,然后再安装两根内导梁,内导梁前端通过吊杆挂在前横梁上,后端则穿过滑架并通过它们挂在箱梁顶板上。⑨通过螺旋千斤顶来调整挂篮和模板系统的位置和标高。⑩按箱梁自重的1.2倍重量对模板和挂篮系统进行加载预压,以消除非弹性变形。预压时注意两边不对称荷载不大于一个箱梁底板重量,并按箱梁的实际结构放置荷载,测定标高并记录在案;待系统变形稳定后方可卸载,卸载后测定标高并记录,与预压前所测标高进行对照后重新调整模板至正确位置。(3)挂篮拼装、使用注意事项①吊装挂篮时上下要建立呼唤、应对制度,统一指挥,令行禁止;58 ②安装走行轨道时走行轨道必须与竖向预应力筋按精轧螺纹钢连接可靠连接,并安排专人进行检查;张拉、压浆拆掉堵头模板、打毛安置、整平、锚固轨道、挂好前行倒链松前吊倒链以及精扎螺纹钢,松后吊精扎螺纹钢松掉内、外模松掉前吊带松掉后吊倒链松掉后锚拉前行倒链、走行挂蓝到位根据设计标高、预拱度等调整前一段砼浇筑绑扎钢筋、设置波纹管浇筑砼下一梁段施工③挂篮用精轧螺纹钢用切割机切割,严禁氧气切割,严禁电焊烧伤;58 图5.3梁体悬灌循环施工工艺框图④挂篮作业时,所有后锚杆锚固力要调试均匀;每次挂篮就位后,其前后吊杆都要调试均匀,并派专人全面检查,发现问题及时处理。⑤挂篮走行前,后勾板与主构架可靠连接,必须安排专人检查。两侧主构架平行同步滑移。移动时前底横梁与顶横梁用导链连接悬挂。⑥吊装内模架走行梁,并安装好前后吊带(0号梁段施工时所用内模为挂篮内模),安装外侧模。安装前将外侧模走行梁插入外模框架内,并安装好前后吊架吊带,将外侧模吊起,用5t倒链拖动外侧模至1号梁段位置。⑦调整立模标高。根据挂篮试验测出的弹性变形及非弹性变形值,再加上线形控制提供的立模标高定出1号梁段的立模标高。5.4、挂蓝预压试验在施工前须对挂篮进行预压,以检测挂篮主桁承重系统的强度和稳定性,消除其非弹性压缩变形和测出弹性变形即挂篮(模板)前端点的下挠度,为以后各梁段施工的预拱度提供参数。5.4.1、预压参数载荷系数根据客运专线设计和施工规范,载荷系数取值如下:考虑箱梁混凝土浇筑时胀模等因素的超载系数:1.05;浇筑混凝土时的动力系数:1.2;挂篮走行时的冲击系数:1.3;浇筑混凝土和挂篮行走时的抗倾覆稳定系数:2.0。作用于挂篮的荷载58 A.箱梁荷载:最大节段箱梁为1#段,其混凝土重量为106.2t,考虑浇筑砼时动力因素和挂篮施工安全方面的重要性,控制设计最大荷载w=1.2×106.2t=127.44t;B.施工机具及人群荷载2.5KPa×5.74m×3.0m/10(N/Kg)=4.31t;C.挂篮自重:主要包括主桁架、悬吊系统、模板系统及张拉平台的质量50.2t;D.动力附加荷载:0.2×106.2=21.24tE.风荷载:(由当地气象资料提供)766Pa③荷载组合荷载组合Ⅰ:A+D+C+B;荷载组合Ⅱ:A+C+B;荷载组合Ⅲ:A+C+E。荷载组合Ⅰ属挂篮结构最不利荷载组合:N=1.2×106.2+21.24+50.2+4.31=203.19t,故挂篮预压由于挂篮前端仅承受总荷载的一半,并由2台千斤顶在左右两个主桁架处张拉,所以单个千斤顶预压荷载取:n=(203.19-50.2)/2/2=38.25t。5.4.2、、预压方案根据现场施工条件和实际情况,为了减少加载的工作量,预压采用千斤顶张拉方案。分别将两台拼装好的挂篮两中支点锚固好,对应的后鼻梁锚固于0号段上预埋后锚精轧螺纹钢上,另一端作为张拉端通过锚具将钢绞线锚固在承台预埋锚固板上58 。使用油压千斤顶对挂篮分级加载预压,对称进行。预压时按照设计荷载的40%、70%、90%、100%逐级加载至设计荷载,检查各杆件焊缝有无开裂情况,同时记录加载施力和位移数据。加载程序为:0->40%(15.3)->70%(26.78)->90%(34.43)->100%(38.25)->卸载持荷1h持荷1h持荷1h持荷24h张拉前根据油缸活塞面积和压力的关系,将各级荷载预先换算为油压表读数,以方便操作,节约时间。5.4.3、变形测量测点布置在挂篮的前吊带附近的上下顶横梁和底横梁上,每个挂篮布4个测点,共8个测点。测出挂篮的变形扰度(容许扰度20mm)。预压前顶横梁上测点标高:H0预压前底横梁上测点标高:h0预压到要求荷载时顶横梁上测点标高:H1预压到要求荷载时底横梁上测点标高:h158 卸载后各测点标高:H2,h2;非弹性变形为:V11=H0-H2,V12=h0-h2;弹性变形为:V21=H1-H2,V22=h1-h2;前吊带弹性变形为:V31=V22-V215.5、梁段悬灌施工梁段循环施工:挂篮悬挂在已张拉锚固并与墩身连成整体形成“T”构的箱梁段上,它能够沿轨道向前移动行走:前一梁段张拉完后,松掉挂蓝后锚点、前后吊带,松落模板,拉动走行倒链,拖拉主梁系、模板系一起到位。在挂篮上完成下一梁段的立模、绑扎钢筋、预应力管道安装、浇筑混凝土和预应力张拉、压浆等全部作业。0#段施工梁段混凝土达到设计强度的100%以后,张拉预应力束并待孔道内水泥浆初凝后即可拼装挂篮,进入循环悬浇梁段施工。1、主要施工工艺如下:(1)、上梁段浇筑完成后12h,铺设轨道,整平并锚固,挂好前行倒链,同时拆掉堵头木模,并凿毛混凝土表面。(2)、混凝土强度满足要求后,拆除模板拉筋,松开前横梁及底模后吊带装置的千斤顶,底模及外侧模依靠自重自动与梁段混凝土分离,松开顶板上提吊内模纵梁的千斤顶,内模纵梁即下落锚固于梁段顶板下方的滚筒上,内模与混凝土分离。松掉内外模后及时进行养护。(3)、同时穿设上梁段待张拉钢绞线,装好锚具。穿设钢绞线太长时,必须利用卷扬机;首先利用单根钢绞线将钢丝绳带过,然后利用钢丝绳牵引穿过整束钢绞线。(4)、循环段混凝土达到设计强度的100%以上时,混凝土弹性模量达到设计要求,进行纵向钢绞线张拉,张拉后立即压浆。(5)、58 松开挂篮主构架尾部的后锚装置,挂篮主构架轻微前倾,挂篮走行轮扣入滑行轨顶部凹槽内,在挂篮与滑行梁前端之间垫有滑板。(6)、在已浇筑好的梁段上,铺设锚固滑行轨。经过滑行轨前端用导链钢索与挂篮主构架锁紧,缓缓拉动倒链,挂篮即沿滑行梁前移。挂篮移动时,两悬臂端应同时、同步移动,防止两悬臂端产生不平衡重,危及梁体平衡。(7)、挂篮移动到位后,应首先通过竖向预应力钢筋锁定挂篮主构架尾部的锚固装置。然后提起前上横梁上的千斤顶及底模后吊装置,调整模板后,开始下一梁段施工。2、施工注意事项:(1)、混凝土施工浇筑平台支撑在已浇筑梁段混凝土及端模上,浇筑混凝土始终保持两侧对称进行。(2)、梁段悬灌时,与前一梁段混凝土结合面应予凿毛,纵向非预力钢筋采用搭接。(3)、各梁段施工按设计要求设置各类预埋件及泄水孔、通风和电缆等预留孔洞。(4)、各梁段施工加强梁体测量、观测,注意挠度变化。(5)、梁段悬臂浇筑时,T构两端施工荷载要尽可能保持平衡,并注意左右偏载,两端浇筑混凝土进度之差不得大于3m3。(6)、浇筑梁段混凝土时应水平分层,一次整体浇筑成型,当混凝土自流高度大于2m时,必须采用溜槽或导管输送,以保证混凝土的浇筑质量。5.6、梁段悬灌施工线形控制大跨连续梁线型控制是施工监测的重点。为保证大跨连续桥梁的施工质量和安全58 ,保证成桥结构在线型、内力各方面满足客运专线设计和规范的要求,使施工实际状态最大限度地与理想设计状态相吻合,进行大跨连续桥梁的监控与监测。施工线形控制过程是一个“施工->测量->误差分析->参数调整->预报”的循环过程,在施工过程中全过程跟踪计算,根据现场实际情况变化,不断调整、完善计算参数以满足设计对线形及内力的要求。梁体悬臂灌注施工过程中将发生以下变形:a.由于梁体自重、施工荷载、预应力张拉、体系转换、支座沉降、挂蓝变形而发生的变形;b.由于张拉合拢段预应力束而产生的变形;c.由于预应力损失而产生的变形;d.由于混凝土收缩和徐变而产生的变形。在预应力混凝土箱梁悬灌施工前,根据施工方案、工艺和工期的要求,模拟施工过程,收集有关数据,计算梁体由于自重、施工荷载、预应力张拉、体系转换、支座沉降、张拉合拢段预应力束、预应力损失、混凝土收缩和徐变而产生的变形,定出各梁段施工立模高程;再根据实际施工过程的测量,重新计算和修正下一梁段的施工立模高程,使悬灌合拢时的精度以及体系转换完成后的梁体线形达到设计要求。为此,拟采用桥梁静力线形综合分析程序“MIDAS/CIVIL”软件进行控制,或由第三方监控单位按照各工况实测应变和标高数据,综合分析,调整下段立模标高。2、观测点布设在箱梁底模靠近腹板处设两个点,在箱梁顶板设四个观测点,顶板上的观测点用φ58 12短钢筋焊接在顶板钢筋网上,以保证观测点的准确性。观测点布置见图4.4。3、观测方法与周期a.将水准点直接引到0#块上,每节梁段施工,必须重复测量各节段控制点的标高,以便及时了解、掌握悬灌梁各节段的变形情况和下挠度。b.每段梁在挂篮移动后、混凝土灌注前、混凝土灌注后和预应力张拉后四种状态下分别观测一次。每次观测按照梁段施工的先后顺序将各梁段观测点再同时观测一遍,以便掌握各梁段下沉和变形情况。施工单位将观测数据及时反馈给监控组,监控组对数据进行甄别和分析计算,对上段梁的标高和技术参数进行修正,提出下一梁段的立模标高。c.在合拢段施工时,应加强观测,以便选择合理的合拢时间和合拢方案。线型控制计算见图4.5《连续梁线型控制计算流程图》。5.7、混凝土箱梁、大跨连续梁变形控制技术⑴严格控制预应力张拉时混凝土的强度、弹性模量和龄期;⑵选择强度和弹模较高的骨料,严格控制配合比,注意控制水胶比和骨胶比;⑶加强自然养护,提高混凝土的后期强度、弹性模量和耐久性。58 输入结构控制信息、材料信息、单元几何信息及预应力约束几何信息。输入本施工阶段的新增单元和约束信息、荷载信息及预应力张拉信息等计算各截面预应力筋在前一阶段内因收缩徐变造成的预应力损失及本阶段开始时的弹性压缩损失。将以上损失化为节点力的增量,作为本施工阶段初始节点力的一部分加入计算。求出本施工阶段的初应变和初曲率固定单元节点,求出本阶段结束时固端反力,并以此组集成当前结构的荷载列阵。组集单元徐变刚度矩阵成总体刚度矩阵建立结构平衡方程解得节点位移增量列阵根据单元平衡方程求出徐变引起单元节点力增量列阵计算本阶段各单元节点的实际节点力增量,并求出结构节点力增量列阵与支点反力增量输出本施工阶段的节点位移增量和节点力增量列阵施工阶段计算完毕?分析结束是否图5.5大跨连续梁线型控制计算流程图六、边跨直线段施工边跨直线梁段采用落地支架法施工。支架采用腕扣式支架,支撑在处理过的地基上,上部设纵梁,支架纵横向间距60cm,竖向间距58 60cm,每隔一排均加剪刀撑以增加支架的稳定性。其工艺流程为:搭设落地支架→搭设模板支立平台→安装支座→支立模板→预压→绑扎钢筋及安装预力管道→搭设混凝土浇筑平台→浇筑混凝土→养生→拆除内、外侧模板及端模。直线梁段混凝土采用一次浇筑成型。6.1、现浇直线段腕扣式支架6.1.1、地基处理在搭设腕扣式支架之前必须要进行地基处理,由于支架承载力要求较高,准备采用地基换填处理,先在把原地基挖除100cm软土,再用片石石渣填筑80cm厚,最后再在上面浇筑20cmC30混凝土,地基处理面积为15.0×13米,外设排水沟。支架搭设面积为14×12米,通过测量定出方位。6.1.2、支架搭设采用腕扣式脚手架搭设满堂支架,立杆底部垫在15*20cm的枕木上,在箱梁底6.7米范围采用60cm的横杆,在两侧翼板范围采用1.2米的横杆,支架围绕桥墩连成一个整体,采用脚手架钢管搭设剪刀撑增加支架稳定性,立杆顶部设顶托可在50cm范围内调节顶杆的高度,顶托上横向铺设16#工字钢,并采用12号钢筋纵向连接,保证支架顶部的整体稳定。6.1.3、支架检算鉴于腕扣式支架已是比较成熟的技术,根据《建筑施工扣件式钢管脚手架安全技术规范JGJ130-2001》的规定进行支架检算。1.荷载58 (1).混凝土自重箱梁的混凝土自重为332t,考虑超方5%,则重量为349t。(2).模板重量模板共计350㎡,按照80kg/㎡计算,总重为28t。(3).纵梁重共18根横梁,均采用16#工字钢,每根长10.2m,共计183.6m,重3.76t。(4).人群荷载和机具等施工荷载按照15kg/m2计算,11.6*12.6*15=2.19t。2.腕扣式支架检算单根立杆最不利荷载时的承重为0.6×0.6m2上最大混凝土的重量,即为0.62*2.8×2.6=2.62t。故单根立杆承重最不利荷载为2.62+0.08×0.36+0.015×0.36+0.0205×0.6=2.67ti=√(D2+d2)/4=√(502+442)/4=16.7mm此时压杆的柔度为λ=μl/i=1×2×900/16.7=107.8λp=√π2E/σp=√π2×206×109/200×106=100因为λ〉λp,属于细长压杆,可用欧拉公式计算临界应力σcr=π2E/λ2=π2×206×109/107.82=175MPa故相应的立杆临界力为Pcr=σcrA=175×π×(502-442)/4=77.52KN 式中μ——压杆长度系数,属一端固定,另端自由情况,取值为2;  l——立杆步距,取值为0.9m。58 单杆最不利承重为:7.7t〉2.67t,由此可以看出在最不利荷载位置该支架都满足要求。6.1.4安装模板及支架预压先安装底模,然后采用沙袋对整个支架进行预压,预压重量为梁体自重的120%,在预压过程中每个横断面上断面上设三个点,纵断面上设两个点,以观测支架的变形,特别是对卸载的整个过程,要认真观测并记录,为计算立模的理论标高提供依据。预压完成安装侧模后,绑扎底板和腹板的钢筋,再安装翼缘板模板及内模、端模。6.1.5钢筋绑扎及波纹管安装首先,按照试验频率对钢筋的原材料进行抽检,每批钢筋试验合格后,才能用于施工中。钢筋存放及加工要严格按照规范要求和设计要求进行,对加工好的钢筋要分类堆放,并做好标识。在钢筋绑扎过程中,先绑扎底板底层钢筋,再绑扎腹板钢筋,然后安装底板波纹管,再绑扎底板上层钢筋,尽可能采取点焊的方法使底板和腹板的部分钢筋相连,形成骨架,防止变形,最后安装腹板波纹管。当模板安装到位后,绑扎顶板钢筋,安装顶板波纹管。6.1.6混凝土浇筑混凝土采取全断面纵向一次浇筑成型的方法。浇筑顺序:底板、腹板、顶板,腹板和顶板呈斜坡式向前推进施工,其它与正常段施工方法相同。6.1.7张拉、压浆当边跨合拢段的混凝土强度达到设计要求后,再进行张拉和压浆,施工方法与悬臂段施工相同。58 七、合拢段的施工连续桥梁采用悬臂灌注施工,为保证施工阶段的稳定,合拢顺序采取先边跨合拢,结构由双悬臂状态变成单悬臂状态,最后跨中合拢,成连续梁受力状态。鉴于本桥边跨合拢段为2.0m,利用挂篮底模架施工,侧模使用挂篮侧模。跨中合拢段施工,由两个挂篮向一个挂篮过渡,一个挂篮退回,一个挂篮走行跨过合拢段至另一端悬臂施工段上,形成合拢段施工支架。在合拢段施工过程中,由于昼夜温差影响,现浇混凝土的早期收缩、水化热影响,已完成梁段混凝土的收缩徐变影响,结构体系转换及施工荷载等因素的影响,必须采取措施,以保证合拢段的质量。7.1、合拢段及体系转换顺序锁定边垮合龙段临时钢接,改挂篮为吊架,浇注边垮合龙段混凝土,混凝土达设计强度后张拉预应力钢束拆除主墩的临时固结和临时支座,结构成为单悬臂体系,拆除边垮临时支架。中跨合龙段由临时钢接锁定,改挂篮为吊架,浇注中跨合龙段混凝土,待混凝土达到设计强度后张拉预应力钢束,解除临时钢接。拆除中跨合龙段吊架,完成体系转换。7.2、合拢段临时锁定根据施工进度安排,合拢时间大约在今年12月中旬,届时气温可能低于设计合拢温度,属低温合拢。根据大桥的结构设计和实际受力需要,合拢段临时支撑锁定采用内刚性支撑和张拉临时束共同锁定的方法。这种锁定方法就是在7#58 段四个角部位预埋型钢支撑(也称劲性骨架),施工时先将锚板B预埋定位,然后将槽钢与预埋锚板满焊,另一端与一块锲形钢板C满焊,再将另一块锲形钢板紧贴插入预埋钢板和槽钢端部的锲形钢板之间,并将其与两边的钢板满焊,最后焊上缀板。除用内刚性支撑锁定外,再利用永久性的部分预应力束临时张拉,以抵抗降温时产生的收缩变形。内刚性支撑见图7.1。7.3、合拢段施工要点合拢段长度。合拢段长度在满足施工操作的前提下,应尽量缩短。本桥边跨合拢段与直线段整体浇筑,跨中合拢段为2.0m。合拢温度选择。应根据合拢施工时间的实际温度,测试分析气温与梁温的相互关系,以确定合拢时间并为选择合拢段锁定方式提供依据。合拢混凝土浇筑应在一天中气温最低时完成。计划在早上6:00时进行。低温合拢时,用麻袋或苫布覆盖,并加强接头混凝土的保温和养护,使混凝土的早期硬结过程中始终处于升温受压状态。58 合拢段混凝土选择。合拢段混凝土应比梁体混凝土提高一个等级,要求早强、最好采用微膨胀混凝土,并作特殊配比设计,浇筑时认真振捣和养生,及时张拉预应力筋,防止合拢段混凝土产生裂缝。合拢段的锁定,必须迅速、对称地进行。先将内刚性支撑一端与梁端部预埋铁件焊接,尔后将刚性支撑另一端与梁连接,临时预应力束也应随之快速张拉。在合拢段锁定后,立即释放一侧的固定约束,让梁一端在合拢段锁定的连接下,能沿支座自由收缩。为了保证合拢段施工时混凝土始终处于稳定状态,混凝土浇筑之前在两悬臂端加与混凝土重量相等的配重(或压重)。在混凝土灌注时,浇筑多少混凝土,就卸掉多少荷载,始终保持现浇段受力平衡、稳定。加、卸载时应对称于梁轴线进行。合拢锁定使用的型钢支撑是由2根槽钢对焊而成,骨架焊成后安装时,混凝土无法进入其内部,将形成一个空腔,对箱梁结构受力不利。因此,在型钢支撑安装前,必须用同标号混凝土或砂浆将其内部填满捣实,以保证箱梁结构混凝土的致密性和均匀性。八、通长束的留孔、穿索、张拉、压浆波纹管的安装:通长束是在每节段施工中分节预留的,因此在施工中避免反复弯曲,防止管壁开裂,波纹管接头处内套管要旋紧,有20cm长的接头,并用二层胶布将接口处缠5cm宽,管道之间的连接以及管道与喇叭管的连接应确保其密封性。波纹管安装完成后要进行一次检查,确认数量、位置、布置形式符合设计要求后,方可浇筑混凝土。每一梁段浇筑后因立即检查有无漏浆和堵管。在穿钢绞线前应用高压水冲洗和检查管道。通长束的张拉:58 采用YCW400型千斤顶及与其配套的OVM锚固体系,采用两端张拉工艺,油压和伸长值双控。张拉程序如下:0→0.2σk(作伸长量标记)→σk(静停5分钟)→补拉σk(测伸长量)→锚固。悬浇梁预应力管道压浆:纵向孔道压浆,为了消除挂篮走行时,梁体产生挠度对压浆质量的影响,宜在挂篮走行到位后压浆。九、技术措施根据以往悬灌梁的施工经验,连续梁悬臂灌筑法施工通常存在的问题主要有:梁体混凝土振捣质量难于控制,容易出现蜂窝;新灌梁段接缝处混凝土容易受挤压出现裂纹;梁体悬臂状态受诸多因素影响,线型变化难于控制;连续箱梁合拢后,结构受力、体系转换时底板及顶板容易出现裂纹等。对于以往施工易出现的问题我们进行了研讨,并通过试验得知,出现上述现象主要是由混凝土内在质量和外部施工条件造成的,为此,要采取以下措施。1.改进和提高混凝土质量,实行强度和弹性模量指标双控。⑴拌制混凝土要达到以下指标:混凝土强度R3≥0.85×55MPa;坍落度14~16cm;拌制时间t拌>3min,观察其和易性达到稠粘糊状;初凝时间t初≥10h,终凝时间t初<14h,通过掺加高效减水剂的最佳用量来获得。②混凝土的弹性模量是影响梁体混凝土收缩、徐变及受力变形的关键因素。混凝土的弹性模量E要满足:E3≥3.3×104MPa,E28>3.6×104MPa,影响混凝土弹性模量的主要因素有胶凝材料用量,砂率和碎石的弹性模量,采取的对策是:水泥用量控制在480~500kg/m358 ,混凝土的含砂率控制在30~32%,碎石的弹性模量必须高于混凝土28天的弹性模量。(2)控制混凝土浇筑时间。宜在混凝土初凝之前完成底板及腹板灌筑,初灌混凝土终凝之前完成顶板部位施工,其上层混凝土浇筑宜用插入式捣固器,以避免对混凝土凝结的干扰,同时控制混凝土的灌筑时间。(3)应随时检查挂篮的刚度和稳定性,避免在灌筑过程中因挂篮变形挤压未达到承重强度的混凝土,致使梁体衔接处挤裂。(4)掌握好预应力筋的张拉顺序,防止梁体局部受拉开裂,在悬灌梁段施工过程进行纵向预力筋张拉,按先腹板、后顶板,从上向下,左右对称张拉。悬浇梁段合拢后,结构体系转换阶段的张拉顺序按先顶板、后底板,先长束、后短束,顶、底板上下交错进行。(5)严格按梁段合拢及体系转换设计步骤操作,保证梁体部分力重新调整和合理分配。(6)梁段混凝土灌筑时的关键是腹、底板部位混凝土的入模和混凝土的早期强度控制。为此,对注入混凝土的各种形式的串筒和漏斗,采用宽敞口连结帆布袋或串筒效果最佳。混凝土的坍落度和早期强度受骨料含水率和早强、缓凝剂的掺量控制,为保证整体混凝土3天强度,达到设计强度的85%以上,加强对拌制混凝土粗细骨料的检查、试验和施工监控。(7)影响预应力施工的关键是制孔,即波纹管道的成型质量,在灌筑混凝土过程中,波纹管容易变形,局部挤裂漏浆而堵塞管道。采取加密波纹管支点(间隔0.5m58 ),波纹管伸出端临时加圆木塞,则能防止被挤压变形,在灌筑混凝土过程中,在波纹管内插入带活塞的通孔器,抽拉通孔器两端的钢丝绳,活塞将漏入波纹管内的灰浆刮干净。实践结果表明,用通孔器刮净后,再用高压水冲洗孔道,效果更佳。9.1、施工技术措施9.1.1、施工组织保证续梁悬臂浇筑施工是太湖港特大桥的控制性工程之一。能不能保证架梁、铺轨按时顺利进行,本连续梁施工至关重要。分部为加快施工进度,确保工期和工程质量,组建有效得力的管理指挥系统,跟班作业,靠前指挥,为施工现场排除干扰,及时解决各种矛盾和困难,为施工一线保驾护航。9.1.2、施工人力资源保证本段连续梁悬灌施工由专业班组负责施工,为确保施工工期,制作4套挂篮分别安装在162#和163#墩顶0#梁段上,同时同步对称向两端悬臂浇筑施工。施工队直接作业人员110人,分4个作业班组,每班组分二个作业小组,昼夜连续不间断循环作业。其每套挂篮作业班组人力资源配置见表2.1。班组之间人员相对固定,个别专业工种调整使用,班组实行岗位责任和经济承包制。实行班组经济核算,责任追究。哪里有问题就追究当事人责任。9.1.3、物资设备保证措施砼由工区拌合站集中生产供应,生产能力150m3/h,并配备6台砼搅拌运输车运送砼,2台装载机上料。骨料由分部招标采购统一采购供应。现场管理人员每天对需要的物质作汇总,报设备物质部门。58 9.1.4、业务技术保证①派出骨干力量参加局指举办的连续梁悬臂浇筑施工方法培训班,提高施工管理能力和水平。②试验人员对高性能混凝土随时做好监控量测工作,并认真做好记录。③健全量测系统,配齐足够的测量人员和仪器设备,在该桥附近建立小三角网系统并引进连续梁0#梁段顶面,定时定点对标高、中线进行量测,保持悬灌梁段始终处于良好状态。④组织参加连续梁悬灌施工的技术人员系统学习《铁路桥涵施工规范》、《客运专线铁路桥涵工程施工技术指南》、《铁路混凝土工程施工技术指南》、《铁路混凝土与砌体工程施工规范》、《客运专线铁路桥涵工程施工质量验收暂行标准》,以及局指、监理、设计单位有关技术规定等,在适当时机举行闭卷笔试,优秀者给予奖励,以不断提高全体人员的技术水平和业务能力。9.2、质量技术措施9.2.1、建立质量监控体系为把汉宜铁路建设成为一流优质工程,工区管理人员从做好每个工艺环节入手,加强质量管理。工区经理为组长,工区总工程师为副组长,其它管理人员为组员的领导小组,工班之间实行“三检制”,形成了完整地施工质量监控体系。9.2.2、强化质量意识和业务能力加强质量意识教育,定期举办工程质量培训班,使全体员工牢固树立“百年大计,质量第一”的思想,不断提高施工人员搞好58 工程质量的自觉性;定期组织现场技术人员学习《铁路桥涵工程施工质量验收标准》、《客运专线铁路桥涵工程施工质量验收暂行标准》、及有关技术规范和上级各项质量标准规定等,不断提高质检人员的业务能力。9.2.3、建立健全质量管理制度①建立质量管理体系和质量定期检查制定。工区经理为组长,总工程师为副组长,质检工程师具体负责的质量管理领导小组,定期研究处理施工现场所发生的各类质量问题;每月组织一次全面质量检查,并对施工中存在的质量问题进行通报,奖优罚劣。②建立健全质量报告制度和施工报检制度。各施工班组每周向工区报告一次施工质量情况;发生质量事故及时逐级上报,并按照质量事故报告制度和等级,及时调查分析处理。每道工序完成后,各班组自检合格,及时向工区质检工程师和监理工程师报检,不经监理工程师检查合格不准转入下道工序施工。③施工班组实行“三检制”。施工作业班组每道工序完成后首先要自检合格方准逐级向上报检;各班组之间要互检,取长补短;下个工班接班时,要对上工班施工质量进行交接检,检查不合格者不接班,由上工班继续处理合格后再进行接班,并建立交接班登记日志。④严把原材料质量关。钢筋、水泥、砂石料、掺合料、外加剂等主要原材料进场后,都必须“三证”齐全,并按规定取样送检,不合格不准用于工程项目施工,从源头把住工程质量关。⑤现场质检员实行轮流值班和傍站制度。做到每一道工序施工都有质检员在岗,不漏岗不脱岗,值班人员脱岗应有其他人替岗。随时作58 好工程日志和各类工程质量检验报告单和质检表。尽量做到随检随记,避免事后写“回忆录”现象。9.2.4、建立工程质量追究制度和实行质量一票否决权在施工中若发生质量问题或事故,要严肃追查当事人的责任,分清责任大小给予行政或经济惩罚。是谁造成的事故,就由谁去处理,所发生的经济损失也由谁负担。凡造成重大责任事故者,按照上级有关规定给予处理,决不姑息。9.3、安全技术措施强化安全生产教育,定期举办安全技术知识学习讲课,不断提高广大员工的安全防范意识,自觉遵守各项安全生产规章制度。在设有挂篮的主墩顶设人行台阶,以便上部施工作业人员上下方便;挂篮两侧和已浇筑的梁段两侧搭设安全防护栏杆,并在挂篮和已浇筑梁段底部悬挂安全防护网;施工作业人员配带工具零件包,不使用的工具零部件装入包内,不准乱掉乱放,以防坠物伤人。桥上桥下所有电线路均采用电缆架空线,不准将电线拖放在地面上或栓绑在工作平台的支架上;电器开关和配电装置安装在专用开关和配电箱内,配电箱加锁,钥匙由电工统一保管使用,其他人员不准随意开关配电设备;施工现场照明具有一定的亮度,施工作业面,重要的库房、材料集放处,交通道口,人员居住等都要设有照明灯。现场施工所用的挂篮、吊机、勾机、发电机、抽水机、运输车辆,混凝土输送泵,以及电焊设备,钢筋加工设备,预应力筋张拉设备等都应配备专用司机和操作人员,并经过技术培训,持证上岗。非本机人员禁止操作机械设备。施工现场应配备一定的防火、防爆、防58 触电、防中暑、防风雨,防盗、防哄抢等安全防护设备和器材,并有专人管理。消防和救护人员要具有一定的消防知识,会使用操作消防和救护设备,预防发生突发事件。非施工人员和车辆谢绝进入施工现场,其他闲散人员不准进入施工作业区游玩参观。非本单位人员不得进入现场照相、录像,新闻单位在现场录像、拍照和采访时,应报告主管单位批准。连续梁悬臂浇筑施工属高空作业,施工作业人员要严格遵守高空作业各项施工安全操作规程,并按有关规定作业,不得盲干乱干。作业期间不准穿拖鞋、凉鞋和塑料底鞋,进入施工现场必须戴好安全帽,作业时间系好安全绳。拼装挂篮时要自下而上对称进行,因主构架前后悬臂较大,容易造成倾覆;挂篮各构件间多为螺栓连接,施工中应确保其紧密,对号入孔,并经严格检查无误后,才准使用;安装挂篮时,若为滚动走行装置,钢轨上下支座应卡死牢固,前移要同步缓慢,后倒链固定牢靠,以防走行装置滚出桥面,造成重大事故;施工中,要保护好桥面的竖向筋端杆螺丝螺纹完好,保证能承受锚固拉力以防滑丝松动造成事故;挂篮连接销子多,材质规格不同,使用时要严加区别,不得任意混用。施加预应力钢束应严格遵守预施应力操作规程。张拉卸载时要力求缓慢平稳,在使用油表过程中,油表不得受振动;在张拉过程中,禁止在千斤顶正后方有人站立或穿行;不得敲击锚塞夹片和千斤顶;未压浆的锚头不得敲击振动或攀登。58 管道冲洗和压浆时,若发现邻近管道有水流出时,说明此管道已串通,此时应同时压浆或找出串通部位,处理后再压浆;若端部压浆口不能压入浆体时,要改用最近的三通管压浆;若压浆发生故障不能继续压浆时,要停止压浆并将此管道内浆体用压力水冲洗干净,以后再压浆;压浆过程中应保持储浆斗中有一定数量的浆体,防止将空气同时压入孔内;压浆人员必须穿戴安全防护设备等。建立严格的安全值班制度,制定安全防范预案。施工作业要有安全员值班。重要库房,材料设备存放地,暂息作业区,居住区,油库等夜间要有人值班。支架和挂篮预压期间,要有值班人员检查支架和挂篮变化情况,若有异常现象发生,及时报告并采取有效处理措施。施工队和班组长应轮流带班和定时巡查安全情况,预防突发事件。本桥施工班组多,专业项目复杂,施工人员班组交替作业,相互干扰影响大。要顾全大局,从整体利益出发,团结协作,高姿态高风格的开展工作。个别职工间发生矛盾和纠纷,主管人员应多作工作,各自多作自我批评,避免矛盾激化和扩大化。当事人确实无法解决的问题,及时向上级单位报告。9.4、环境保护技术措施连续梁施工时,环境保护要“预防为主、防治结合”,各项工作要统一规划,合理布局,控制环境污染源,保护生态环境。施工现场材料堆放整齐有序;暂时不用的机械设备停放指定位置;正在作业的机械设备安装牢固,规范作业,严格按规定悬挂标识牌和警示牌。油料存放场,机械车辆保养维修场地,要采取防护措施,不准将废油、废水、废气滴漏在地上污染环境。材料加工场的下脚料,施工废弃材料不准乱堆乱放,按指定地点堆码整齐。梁段浇筑混凝土输送管道要封闭严密,出料口对正浇筑面,不准有混凝土流出作业面;预应力管道压浆,严格控制浆液溢出量,必要时采取防护措施;混凝土养护洒水要有专人负责,沿线管道不得渗水,出水口要洒在养护面上,不准有混凝土、砂浆和水到处漫流,污染环境,更不准流入道路、农田和灌溉渠、鱼塘中。58 承台基坑要及时回填,基坑内积水随时抽排,开挖多余土方及时运到场外堆放,留作他用的土方应按指定的位置堆放整齐。弃方运输过程中,车辆应密封,不得将泥土散落在道路和农田内,否则应及时清理干净。连续梁施工完毕,桥面垃圾及时清理出场外。配备专用洒水车,对施工现场和运输道路经常洒水,保持现场和道路湿润,减少扬尘。现场水电管线走向整齐有序,不准有漏水漏电现象,否则应及时采取措施。夏季施工,雨水多,人员来往频繁,道路泥水应有专人清理和排放。加强职工文明施工,环境保护意识教育,不断提高全体员工自觉遵守文明施工、环境保护的各项规定。十、施工安全防护根据本工程的施工方法和施工特点,计划对施工作业块采取全封闭的防护措施。挂篮现浇段:在连续梁挂篮外侧的桁架上设置钢管支架,支架外侧整体采用蓬布封闭,防止物品跌落。下部蓬布的搭设应满足公路净高要求,并且牢固、可靠。在挂篮顶面侧板及前端边缘焊接角钢,用安全网、蓬布围挡,围挡应与侧面及前端下部的蓬布牢固衔接,蓬布高度应超出梁面2m。见图10.1。58 图10.1连续梁现浇安全防护示意图为了防止滑行梁前端吊点使用的倒链在长期反复使用过程中突然损坏引起安全事故,在每一倒链吊点处均设保险钢丝绳。挂篮每施工一节段,均仔细检查主构架联结螺栓的松紧情况,保证各螺丝均匀受力。混凝土浇筑前,用千斤项均匀打紧前后吊带,使其均匀受力。挂篮走行时,保证两端走行速度一致,限制挂篮速度在4cm/min之内。防止走行速度过快引起挂篮倾覆。施工完毕后,挂篮、防护支架等移至路界外拆除。在挂篮前端、侧面和已浇梁段的侧面安装防护栏杆,悬挂密目安全网,形成全封闭作业,以保障施工人员的安全,防止高空坠物。跨越公路时,搭设安全通道,保证行人和行车安全。现浇完成段:在梁体浇注完成、挂篮移走后,在公路隔离带外梁底拼装钢管支架(如图10.2所示),各支架之间采用纵向钢管相互连接,形成网状,支架最低点距离梁底控制在1.5m。支架下部及侧面覆盖以蓬布,要求蓬布联结牢固。箱梁现浇时顶部预埋角钢件,纵向间隔1m,浇注完成后焊接角钢防护架,防护架高度2m,并栓以蓬布,蓬布上下联结密封。58 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