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省道302线北川曲山至茂县段灾后重建工程小马桩ⅱ号桥t梁张拉施工方案

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预制T梁张拉施工方案邵阳公路桥梁建设有限责任公司省道302线北川曲山至茂县界段(曲山任家坪至禹里段)灾后重建工程施工第七合同段小马桩Ⅱ号桥T梁张拉施工方案一、目的明确T梁张拉施工工艺,预应力张拉15 控制要点和质量标准,规范和指导现场施工。二、编制依据1、《两阶段施工设计图》;2、《土建工程施工招标文件》;3、《工程项目建设管理办法》;4、《工程施工合同》;5、招标文件中明文要求的技术规范、规定、标准以及有关现行的国家和行业技术规范和标准。三、工程概况小马桩Ⅱ号桥起讫里程为K13+403.46~K13+500.54,位于北川任家坪至禹里段第七合同段内,全长97.08米,平面位于圆曲线上,纵断面纵坡为-0.83%。桥梁设计中心桩号K13+452,孔径为3×30m。上部结构采用30m预应力砼T梁,简支桥面连续;下部结构采用轻型桥台,钻(挖)孔灌注桩;桥墩采用双柱式桥墩,钻(挖)孔灌注桩基础。T梁梁高2米,预制梁翼板中梁宽2.3米,边梁宽2.2米,肋板底宽0.5米,翼缘板厚0.16米。四、原材料准备情况进场钢绞线及锚具、夹片均按规范频率进行送检,并检验合格。1、预应力钢绞线本桥采用纵向预应力钢束,采用七丝捻制标准型钢绞线:1×7-15.20-1860-GB/T15 5224-2003,其公称直径为15.20mm,公称面积140mm2,抗拉标准强度fpk=1860MPa,弹性模量Ep=1.95×105MPa。经西南交通大学结构工程试验中心检测,其性能参数符合国家标准《预应力混凝土用钢绞线》(GB/T5224-2003)的规定。试验检测报告见附件。2、预应力体系主梁预应力锚固体系参照OVM体系和相应的波纹管体系设计。锚具及夹具经检验合格。经西南交通大学结构工程试验中心检测,符合《预应力筋用锚具、夹具和连接器》(GB/T14370-2007)、《金属材料洛氏硬度试验第一部分》(GB/T230.1-2009)规范要求。试验检测报告见附件。四、施加预应力1、机具及设备(1)、施加预应力所用的机具设备及仪表应由专人使用和管理,并定期维护和校验。千斤顶与压力表应配套校验,以确定张拉力与压力表之间的关系曲线,校验应在有试验资质的法定计量技术机构定期进行。我单位将千斤顶和油表送交至西南交通大学结构工程试验中心进行检测,并出具检验书。张拉机具设备应与锚具配套使用,并应在进场时进行检查和校验。对长期不使用的张拉机具设备,应在使用前进行全面校验。使用期间的校验期限应视机具设备的情况确定,当千斤顶使用超过6个月或200次或在使用过程中出现不正常现象或检修以后应重新校验。(2)、施加预应力的准备工作15 对钢绞线施加应力之前,必须完成或检验以下工作:①混凝土强度必须符合设计要求的可张拉条件,即混凝土强度达到设计强度的85%及龄期7天后方可进行箱梁预应力张拉;②施工现场应具备经批准的张拉程序和现场施工说明书。按设计要求,采用两端张拉。根据通用设计图纸中要求,张拉顺序为:100%N1→50%N2→100%N3→100%N2(如图1)。图1③千斤顶和油表经法定计量技术机构检校,并出具鉴定证书;④施工现场有具备预应力施工知识和能正确操作的施工人员;⑤施工现场具备确保全体操作人员和设备安全的必要的预防措施;⑥锚具安装正确,安装锚垫板应保证锚固面与钢束垂直。3、张拉应力控制(1)预应力筋的张拉控制力符合设计要求。根据设计要求,T梁控制张拉应力为0.75倍钢绞线标准强度,即控制应力为1395Mpa。15 (2)预应力筋采用应力控制方法张拉时,应以伸长值进行校核,实际伸长值与理论伸长值的差值应符合设计要求。若设计中无此规定,实际伸长值与理论伸长值的差值应控制在6%以内,否则应暂停张拉,待查明原因并采取措施予以调整后,方可继续张拉。(3)预应力筋的理论伸长值(mm)计算:ΔL=式中:Pp——预应力筋的平均张拉力(N);L——预应力筋的长度(mm);Ap——预应力筋的截面面积(mm2);Ep——预应力筋的弹性模量(N/mm2),设计钢绞线弹性模量为1.95×105,经检测钢绞线弹性模量为1.99×105。(4)预应力筋平均张拉力计算:Pp=P(1-e-(kx+μθ))/(kx+μθ)式中:Pp——预应力筋平均张拉力(N);P——预应力筋张拉端的控制张拉力(N);x——从张拉端至计算截面的孔道长度(m);θ—从张拉端至计算截面曲线孔道部分切线的夹角之和(rad);k——孔道每米局部偏差对摩擦的影响系数,k=0.0015;μ——预应力筋与孔道壁的摩擦系数,μ=0.25;(5)控制张拉力P=σcon·Ap·nσcon——张拉控制应力,即设计图中的0.75fpk=1395(Mpa);15 Ap——单根钢绞线截面面积(mm2);n——钢束中钢绞线数量。4、N1~N3纵向钢绞线采用两端张拉,计算时预应力筋的长度为锚端至第一跨跨中位置,即预应力筋的长度为整体的一半。(1)N1的平均张拉力和理论伸长值:x=14.758m,θ=0.1309(rad)(钢绞线切线角之和×π/180)kx+μθ=0.0015×14.758+0.25×0.1309=0.0549σcon=0.75×1860=1395(Mpa),Ap=140(mm2),n=9Pp=1395×140×9×(1-e-0.0549)/0.0549=1710322NΔL==100.7mm扣除初应力以下(10%初始张拉力)的一端张拉力伸长值为:ΔL1==10.1mm单端引伸量为:100.7-10.1=90.6mm(小于设计值)(2)N2的平均张拉力和理论伸长值:x=14.749m,θ=0.253(rad)(钢绞线切线角之和×π/180)kx+μθ=0.0015×14.749+0.25×0.253=0.085σcon=0.75×1860=1395(Mpa),Ap=140(mm2),n=10Pp=1395×140×10×(1-e-0.085)/0.085=1872300NΔL==99.1mm扣除初应力以下(10%初始张拉力)的一端张拉力伸长值为:ΔL1==9.9mm单端引伸量为:99.1-9.9=89.2mm(小于设计值)15 (3)N3的平均张拉力和理论伸长值:x=14.720m,θ=0.253(rad)(钢绞线切线角之和×π/180)kx+μθ=0.0015×14.720+0.25×0.253=0.085σcon=0.75×1860=1395(Mpa),Ap=140(mm2),n=10Pp=1395×140×10×(1-e-0.085)/0.085=1872300NΔL==98.9mm扣除初应力以下(10%初始张拉力)的一端张拉力伸长值为:ΔL1==9.9mm单端引伸量为:98.9-9.9=89.0mm(小于设计值)5、预应力筋张拉的实际伸长值。预应力筋张拉时,应先调整到初应力σ0,该初应力为张拉控制应力σcon的10%,伸长值应从初预应力时开始测量。预应力筋实际伸长值除量测的伸长值外,必须加上初应力以下的推算伸长值。预应力筋张拉的实际伸长值ΔLs=ΔL1+ΔL2式中:ΔL1——从初应力到最大张拉应力间的实测伸长值(mm);ΔL2——初应力以下的推算伸长值(mm)。ΔL2=式中:σ0——10%的张拉控制应力,即为139.5MPa×Ap×n(N)L——预应力筋的长度(mm);Ay——单根钢绞线截面面积(mm2);Ep——预应力筋的弹性模量(N/mm2)15 在张拉过程中主要控制实际伸长值与理论伸长值的关系,即(ΔLs-ΔL)/ΔL<0.06。四、根据油顶和油表的鉴定证书,确定其相关线性关系方程和相关系数,在张拉过程中便于检查油表对应的张拉力和伸长值:当油顶编号为:0521#,油表编号为:2471#时,相关关系方程为:Y=0.0219x+0.1170R2=0.9999当油顶编号为:0626#,油表编号为:2228#时,相关关系方程为:Y=0.0217x+0.0954R2=0.9999式中:Y:油表读数(MPa)x:油顶压力(KN)R:线性相关系数。分别计算N1、N2、N3在采用各千斤顶和油表时的压力和伸长值:1、N1(1)、当油顶编号为:0521#,油表编号为:2471#时张拉力比例张拉力值(油顶压力)KN对应油表读数MPa相应理论伸长值(mm)张拉10%171.03.8610.1张拉20%342.17.6120.1张拉50%855.218.8350.3张拉100%1710.337.56100.7(2)、当油顶编号为:0626#,油表编号为:2228#时张拉力比例张拉力值(油顶压力)KN对应油表读数MPa相应理论伸长值(mm)张拉10%171.03.8110.115 张拉20%342.17.5220.1张拉50%855.218.6550.3张拉100%1710.337.19100.72、N2(1)、当油顶编号为:0521#,油表编号为:2471#时张拉力比例张拉力值(油顶压力)KN对应油表读数(MPa)相应理论伸长值(mm)张拉10%187.24.219.9张拉20%374.58.3219.8张拉50%936.220.6149.6张拉100%1872.341.1199.1(2)、当油顶编号为:0626#,油表编号为:2228#时张拉力比例张拉力值(油顶压力)KN对应油表读数(MPa)相应理论伸长值(mm)张拉10%187.24.169.9张拉20%374.58.2219.8张拉50%936.220.4149.6张拉100%1872.340.7299.13、N3(1)、当油顶编号为:0521#,油表编号为:2471#时张拉力比例张拉力值15 (油顶压力)KN对应油表读数(MPa)相应理论伸长值(mm)张拉10%187.24.219.9张拉20%374.58.3219.8张拉50%936.220.6149.5张拉100%1872.341.1198.9(2)、当油顶编号为:0626#,油表编号为:2228#时张拉力比例张拉力值(油顶压力)KN对应油表读数(MPa)相应理论伸长值(mm)张拉10%187.24.169.9张拉20%374.58.2219.8张拉50%936.220.4149.5张拉100%1872.340.7298.9四、张拉及注意事项1、T梁龄期及强度达到设计要求后方可进行张拉工作,张拉采取两端同时张拉的方式,张拉前清除预埋板与锚具接触处的焊渣、毛刺、砼残渣等杂物。2、安装锚具时注意工作锚环与锚板对中,夹片均匀打紧并外露一致;千斤顶上的工具锚孔位与构件端部工作锚的孔位排列要一致,以防钢绞线在千斤顶穿心孔内交叉。3、张拉操作程序:根据《公路工程施工质量检查与验收手册》中关于“后张法预应力筋张拉程序”15 的描述,采用夹片式具有自锚性能的锚具和高强低松弛力筋的张拉程序为:安装锚具、千斤顶→张拉至初始应力→测量初始伸长值→张拉至控制应力10%、20%→测量伸长值并与理论伸长值校核→张拉至控制应力持荷2min→测量伸长值并与理论伸长值校核→回油锚固。4、每次张拉均测量伸长值,所测得的实际伸长值与理论伸长值之差应在±6%理论伸长值以内,否则应查明原因,及时采取措施进行处理。张拉后,应测定预应力钢材的回缩量与锚具的变形量,其值不得大于6mm,如大于此值,应重新张拉,或更换锚具后重新张拉。5、张拉过程中,应注意以下事项:(1)、预应力钢材的断丝、滑丝,不得超过规定要求。如超过规定值,应进行更换;如不能更换,可提高其他束的控制张拉力作为补偿,但最大张拉力不得超过千斤顶的额定能力,按设计要求也不得超过钢绞线标准强度的75%。根据规范要求,单根钢绞线内钢丝断丝或滑丝不超过1丝。(2)、若测得的延伸量与计算延伸量之差在±6%以外,采取以下措施进行检查:①、重新校准设备;②、对预应力材料作弹性模量检查;③、放松预应力钢材重新张拉;④、预应力钢材用润滑剂以减少摩擦损失,仅水溶性剂可用于管道系统,且在灌浆前洗掉;(3)15 、监理工程师对预应力张拉认可后,预应力钢材予以锚固。放松千斤顶时避免振动锚具和预应力钢材;(4)、预应力钢材在监理工程师认可后方可切割多余部分,切割时应严格遵循设计要求的长度,不得多切。梁端锚口按设计要求进行封锚。(5)、张拉过程中应特别注意安全,在任何情况下作业人员均不得站在钢绞线两端,同时在张拉千斤顶的后面设立安全防护装置。高压油管不许踩踏攀扶,如有破损及时更换。千斤顶内有油压时,不得拆卸油管接头,防止高压油射出伤人。(6)、操作人员在千斤顶侧面操作,严格遵守操作规程。油泵开动过程中,不得擅自离开岗位。如需离开,必须把油阀门全部松开或切断电路。(7)、张拉时认真做到孔道、锚环与千斤顶三对中,以便张拉工作顺利进行,并不致增加孔道摩擦损失。(8)、工具锚的夹片,注意保持清洁和良好的润滑状态。新工具锚在第一次使用前,在夹片背面涂上润滑脂,以后每使用5~10次,将工具锚上的挡板连同夹扯一同卸下,向锚板的夹片孔中重新涂一层润滑剂,以防夹扯在退楔时卡住。(9)、多根钢绞线束夹片锚固体系如遇到个别钢绞线滑移,更换夹片,用小型千斤顶单根张拉。如前所述,钢绞线断丝、滑丝超过规定要求且不能更换时,用小千斤顶单根张拉作为整束钢绞线预应力补强。(10)、每次张拉完毕后,检查箱梁端部和其他部位是否有裂缝,并填写张拉记录表。(11)、钢绞线锚固后外露长度,不小于30mm。15 锚固完毕并经检查合格后即可切割端头多余的预应力筋,严禁用电弧焊切割,必须用砂轮机切割。张拉完成后用砼封裹,以防腐蚀。锚固完毕后应经检验合格后即可切割多余的预应力筋,严禁用电弧焊切割,只能用砂轮机切割。八、注浆钢绞线张拉完毕后,利用注浆泵将水泥浆压注到波纹管道中,压浆顺序为先下孔后上孔。压浆时间应在张拉完毕后48小时内完成,如情况特殊不能及时压浆,应采取保护措施,保证锚固装置及钢绞线不被锈蚀,以防滑丝。(1)、压浆前,先用压力水冲洗管道,然后用无油分的压缩空气吹干管道。水泥浆配制时的泌水率不超过4%,拌合后3小时泌水率控制在2%,24小时后泌水全部被浆吸收。水泥浆自调制到压入孔道的延续时间,一般不宜超过30~40min,水泥浆在使用前和压注过程中应经常搅动。(2)压浆时,每一工作班制作不少于3组试样,标准养生28天,检查其抗压强度作为水泥浆质量的评定依据。(3)、压浆时自梁一端压入,在另一端流出,流出的稠度必须达到规定的稠度,待压出浓浆后,用木塞将出浆孔堵住,保持压力5min。采用一次性压浆,压力控制在0.5~0.7MPa之内,压力要逐渐加大,加压速度不能过快。(4)、当气温或构件温度低于5℃时,不得压浆。水泥浆温度不得超过32℃。管道内水泥浆在注入后48h内,结构砼温度不得低于5℃15 。否则采取保温措施。15'