山西某高速公路桥梁工程梁板安装施工方案.doc

某某九合同段项目经理部梁板安装施工方案 编制 审核： 审批: 目录一、概况·····································································1二、编制依据·································································1三、施工总体部置·····························································1四、施工工期·································································1五、施工准备·································································25.1 设备准备······························································25.2 道路准备······························································35.3 人员准备······························································35.4 支座安装······························································35.4.1 准备工作························································35.4.2 支座安装························································3六、施工方案·································································46.1 梁场起梁······························································46.2 梁板运输······························································46.3 现场吊装······························································46.4 质量检验标准··························································5七、质量保证措施······························································57.1 质量保证体系··························································57.2 组织保证措施··························································57.3 技术保证措施··························································6八、安全保证措施·····························································68.1 安全管理制度··························································68.2 施工人员安全措施······················································78.4 移梁安全措施··························································78.5 梁体吊装安全措施······················································88.6 吊车操作安全措施····················································· 9 8.7 工期保证措施·························································10一、概况龙华河1号大桥中心桩号为k36+700,右前夹角为90度,施工图设计方案为上部结构采用20*25米预应力混凝土连续箱梁，下部结构桥墩采用门式墩，基础采用灌注桩基础，桥台采用肋板台，全桥共计160片箱梁，其中边跨边梁32片；边跨中梁32片；中跨中梁48片；中跨边梁48片。制梁场设在K37+200左侧，占用临时用地约13340。表1-2 安装吊装重量梁长部位吊装重量（KN）备注25米箱梁左边梁502右边梁502中梁495.5二、编制依据本施工技术方案的编制以下列文件和资料为依据：1、国家和交通部、山西省现行的其它有关设计、施工、验收规范、规程和标准。2、公路工程技术标准（JTG B01-2003）3、公路工程桥涵设计通用规范（JTG D60-2004）4、公路桥涵施工技术规范（JTG/T F50-2011）和公路工程质量检验评定标准（JTG F80/1-2004）。5、公路工程抗震设计规范（JTJ 004-89）三、施工总体部置龙华河1#大桥梁板安装时由内向外先从第20跨向第一跨方向架设。四、施工工期龙华河1#大桥梁板安装工期：2012-5-102012-7-31五、施工准备5.1 设备准备项目部决定配备150t、120t吊车各一辆，炮车2辆，梁场100t龙门吊一台。（1）主吊车：采用长江重型起重机厂生产的LT10150/1（150T级）、LT10120（120T级）各一台进行吊装。6×37+117052的钢丝绳2根（单根长度8m）（2）吊装工况及验算：总则：采用2台起重机抬吊吊装。负荷平均分配，即单机承担40T的桥板荷载。考虑捆绑钢丝绳和吊钩待索具重量共1t，所以单机实际承担的理论载荷为41t。由于采用了双机抬吊，考虑动载系数1.2，所发安全吊装桥板的全重（单机承担的）=41×1.2=49.2TLT10120/1（120T）作业工况：主吊臂臂杆长度21.6m，最大回转半径（幅度）12m，支腿全伸。查LT10120/1性能表知：该工况的最大额定吊装负荷为54T。LT10100（100T）作业工况：主吊臂臂杆长度20m，最大回转半径（幅度）10m，支腿全伸。查LT10100性能表知：该工况的最大额定吊装负荷为50T。该值均大于了49.2T，作业在安全范围内，符合吊装规范。（3）吊装捆绑用钢丝绳的选择：选择6×37+1-170-52的钢丝绳2根（单根长度8m），用于吊装单件重量为56t的桥板。单机采用2股钢丝绳。（4）吊装捆绑用钢丝绳的校核：以6×37+1-170-47.5的钢丝绳为列：查实用五金手册得知：该型号的钢丝绳的纲丝破断拉力总和为：170.5t。单机采用2股绳吊装，双机2个吊点，钢丝绳夹角不大于60°。所以：单机总的钢丝绳破断拉力总和为2×170.5t=341t。理论安全倍数K=341÷49.2=6.93（倍）。考虑钢丝绳夹角90°。故：实际动载安全倍数K1=K×SIN60°=6.8（倍）。符合安全吊装规范的要求，钢丝绳选择正确。（公路工程施工安全技术规范表8.8.1，用于捆绑吊装钢丝绳安全倍数不小于6）5.2 道路准备根据现场道路条件，对架梁道路修整，防止由于道路问题影响箱梁正常架设或者出现安全质量事故。5.3 人员准备测量人员2名，负责支座位置放样及标高的控制。现场技术员2名，负责临时支座的安装及梁板中线的对中，调平等工作。梁场施工队安排人员在箱梁端部标记出梁板中线，桥梁施工队安排人员负责支座钢板、临时支座等的安装，安质部2人，负责施工过程中所有的安全。梁场设起梁架梁指挥人员一名，技术员、安全员以及施工员各一名，各设备、车辆配备相应操作人员，吊车司机两名、民工若干名。5.4 支座安装5.4.1 准备工作（1）首先对购买进场的橡胶支座进行抽样检查，检查合格后方可进行现场的使用，如发现橡胶支座有质量缺陷立即更换。（2）桥板安装前先安装支座。（3）对运梁的场地进行反复碾压，确保场地在运梁、架梁时稳定。（4）梁板在运出存梁区前须经验收合格后，方可运出预制场用于施工。（5）所有设备到位，并检验合格。5.4.2 支座安装安装支座大体分两步：即支座顶板与箱梁底面的连接安装；支座底板在墩顶与垫石连接安装。（1）支座与箱梁底面的连接安装支座与箱梁底面的连接安装可在存梁台或在架梁现场进行，应按照线路纵向坡度复核活动支座及固定支座位置是否符合设计，特别是单向活动支座应注意单向活动方向。支座安装在箱梁底部后，应拧紧支座与梁体的连接螺栓（或焊接牢固），在支座与梁底预埋钢板之间不得有间隙，如有空隙，应采用环氧砂浆填充。（2）支座在墩顶与垫石连接安装架设箱梁时，箱梁落梁应先落在千斤顶上，再对支座下座板与支承垫石之间，锚栓孔内进行压力注浆。（3）千斤顶支点反力控制落梁应采用支点反力控制（25m小箱梁支点反力控制见表5-1、5-2）。架梁时，首先应按设计位置将箱梁准确落在两端作为临时支点的测力千斤顶上，通过千斤顶调整梁体支点标高，同时应保证每支点反力与四个支点反力的平均值相差不超过±5；支承垫石顶面与支座底面间隙应控制在2030mm，采用环氧砂浆填充，待浆体填实并达到设计强度后，方可落梁。表5-1 施工阶段计算成果相对湿度80%跨径板类支点反力(kN)正截面应力极值施加预应力阶段反拱度(cm)拉应力(MPa)压应力(MPa)25米边板28511.71.60中板26313.41.40表5-2 运营阶段计算成果相对湿度80%跨径板类支点反力(kN)跨中正截面强度(kN-m)正截面应力极值最大主拉应力(MPa)跨中最大主压应力(MPa)拉应力(MPa)压应力(MPa)25米边板92852909.70.49.7中板95052509.80.39.8六、施工方案6.1 梁场起梁梁场指挥人员事先拟定起梁顺序，并将箱梁编号。箱梁起吊过程中龙门吊及相关人员必须听从指挥人员指挥，严格按照箱梁编号进行起梁，最后将梁稳稳的放在运梁车上，再进行下一片梁的起吊准备工作。