台风区大跨度钢桁架拱桥施工控制关键技术研究
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摘要
由于钢桁架拱桥具有较强的竖向刚度和横向刚度，从而成为台风区跨越大江大河的常用桥型。随着我国桥梁向更长、更大、更柔的方向发展，安全质量问题越发突出，特别是在台风区建设大跨度钢桁架拱桥，需要考虑的不确定因素较多。为了使成桥状态与设计要求更加吻合，本文以在台风区建设的厦深铁路榕江特大桥为研究背景，对台风区建设大跨度钢桁架拱桥施工控制成套关键技术进行了研究。主要完成了以下研究工作：
（1）基于运筹学理论的施工方案对比研究
总体施工方案的优劣对施工安全质量的控制成败起着关键性作用，针对目前采用专家讨论会评选施工方案具有较强的经验性和主观性特征，尝试将运筹学决策理论应用于台风区大跨度钢桁架拱桥施工方案比选，选定施工过程中最为关心的安全、质量、工期、技术和成本等5个子目标，对拟采用的3个方案进行统筹建模计算，最终得出的方案与召开专家讨论会的选定结果相符，且大桥按照该方案施工，已顺利完工并投入使用，从而在一定程度上验证了该方法的可靠性。
（2）抗风稳定性控制措施设置研究
首先采用针对榕江特大桥结构风洞试验的三分力系数和风压时程成果，对施工阶段进行了风振响应分析，分析结果发现：在台风作用下，主梁最大拉应力较在施工临时主要荷载（大吨位悬拼吊机）大，且在风荷载和自重作用下，主梁最大拉应力超出钢材受力允许范围；长吊杆的涡激共振和驰振起振风速均小于相应检验风速，为保证大桥顺利安全架设，对主梁和拱肋施工分别采取了如下控制措施：在主梁施工阶段，创造性地在大跨度连续钢桁梁悬拼架设过程中对局部若干薄弱杆件采取如下临时加强设施：对薄弱斜腹杆，直接在板外附加一T形截面杆件进行临时加强；对较薄弱的下弦杆，直接附加一H形截面杆件进行临时加强，加强杆件和被加强杆件共用螺栓连接副，从而形成组合截面，加强杆件与主桁结构协同工作性能较好；在拱肋施工阶段，创新性地通过采用钢丝绳将两片拱肋与上弦杆交叉连接起来，有效地提高了吊杆和拱圈在施工过程中抗风稳定性。
（3）施工过程特殊节点应力控制研究
首先对比计算分析了特殊节点在设计运营最不利工况状态和施工阶段最不利状态的区别，结果发现杆端内力相差很大，其中受力上弦杆两端在施工阶段较运营阶段分别增大了58.6%（靠支座端）和73.1%（靠跨中端），故对于大跨度钢桁梁桥，除在设计阶段需要验证特殊节点受力的合理性外，还需考虑施工阶段的受力状态。
在此基础上，参照缩比模型试验验证计算模型的成果，建立施工阶段节点计算模型并对节点进行局部受力分析，结果发现最不利工况下，存在局部受力超出钢材允许应力现象，然后结合架设工艺和结构特征，提出先合拢弦杆后再拼桥面板法施工，实现了安全合理架设。然后以大桥实测数据验证了有限元计算模型及等效加载方式的可靠性。
（4）高强螺栓连接施工质量控制研究
着重对在自然暴露下的2组拼接板的摩擦面进行了试验研究分析，试验结果得出，抗滑移系数降低较多，分别从出厂实测滑移系数0.83和0.74降低至0.47和0.47，最终只略微高于规范要求的安装前不小于0.45。然后对影响施工质量的扭矩系数控制进行了研究，鉴于连接接头的头尾排传力比占整个接头的绝大部分，提出在终拧后对螺栓检测时，建议采取如下方案：头尾两排螺栓按100%检查，而中间排数的螺栓按规范10%抽查，从而确保头尾两排螺栓的施拧质量。
（5）大跨度钢桁梁拼装线形控制技术研究
首先推导了钢桁梁悬臂法架设的拼装线形，然后对架设前的准备阶段和拼装过程中及合拢阶段的误差控制进行了系统研究。架设前的准备阶段，对临时支墩的标高设置推导了经验公式，且依据现场条件，对水中临时墩的承载力试验提出了锚桩压重联合反力装置，保证了众多临时墩合理设置；拼装阶段，着重对在架设过程中发现的钢梁受温度、风和施工荷载的影响变位进行了分析并提出了相应控制措施；合拢阶段，对双跨不对称合拢，系统研究了合拢方案及三向调整措施，最终架设线形和理论线形吻合得较好，验证了本章线形控制方法的适用性和合理性。
The steel truss arch bridge was used commonly in the typhoon area, for which has strongvertical stiffness and lateral stiffness. With bridge to the longer, larger and more flexibledirection, the safety and quality problem become more and more prominent. Specifically,more uncertain factors need to be considered when constructing large span steel truss archbridge in the typhoon area. In order to make a bridge state is more consistent with the designrequirements, the crucial technique of construction control for large span steel trussed archbridges in typhoon area was studied in this paper, background with Rongjiang super-largebridge of the Xiamen-Shenzhen railway. The main research work covers the followingaspects:
（1）Acomparative study of the construction program based on operational research
The merits of the overall construction plan for the success of the construction safety andquality control plays a key role. Against currently used expert seminar for the constructionprogram selection has strong empirical and subjective characteristics, this paper tried applyingoperations research decision-making theory to the typhoon area large span steel truss archbridge construction program comparison, which selected the most concerned problems ofconstruction safety, quality, schedule, technology and cost as the five sub-goals, then overallmodeling calculation is carried on the three programs that is to be adopted, finally concludedprogram is consistent with the selected results of expert seminar. According to theconstruction program, Rongjiang super-large bridge has been successfully completed and putinto use, which to a certain extent, to verify the reliability of this method.
（2）Wind resistance stability control measures set research
At first adopted for Rongjiang super-large bridge structure coefficient and wind pressuretime history of the three component of wind tunnel tests results, the wind vibration responseanalysis was carried out on the construction stage, the results of the analysis found that: underthe effect of the typhoon, the maximum tensile stress of the main girder is bigger than one inthe construction of the temporary main load (large tonnage of the cantilever crane), and underthe action of wind load and dead weight, the maximum tensile stress of the main girderexceeds the maximum tensile stress in the steel stress allowed range; The long boom of thevortex-induced resonance and chi ZhenQi winds are less than the corresponding test windspeed. Therefore, the main girder and arch rib construction respectively adopted controlmeasures as follows: in the main girder construction stage, creatively in the long-spancontinuous steel truss beam in the process of the cantilever erection of local several temporary strengthening weak link take the following facilities: the weak oblique abdominal rod directlyattached a T section bar, attach a H form to the thinner bottom chord of the section bar fortemporary strengthening, strengthening bar and Shared by reinforcing bar bolt connectionvice, reinforced bar and main girder structure has good work performance; In the arch ribconstruction stage, innovation in using wire rope will be two pieces of arch rib and the upperchord connecting, effectively improves the derrick and arch ring stability of wind resistance inthe process of construction.
（3）Stress control research of the special node in the construction process
First comparatively calculate and analyze the differences of the most unfavorableconditions in design operating status and in the construction phase, the difference between theresults found that the internal forces vary widely, which stress on both ends of the upper chordin construction stage is operating stage respectively increased by58.6%(bearing) and73.1%(by cross in the end), so for large span steel truss, except during the design phase to verifyspecial node force of cohesion, still need to consider the construction phase of the stress.Referring to shrinkage ratio computational model of achievement than the model test,construction phase node calculation model is established and the local stress analysis wascarried out on the nodes, the results showed that the local stress of steel exceeds the maximumlocal stress in the steel stress allowed range under the most unfavorable conditions.Combining with erection process and structural features, the first meeting after the chord tospell bridge panel method was put forwarded and realized the safety and reasonable set up.Then the finite element calculation model and the reliability of equivalent loading methodwere verified by the Rongjiang bridge measured data.
（4）The construction quality control study of high-strength bolts connection
Two groups of splice plates' friction surface under natural exposure are analyzed inexperimental study, the results concluded that resistance to sliding coefficient to reduce much,respectively from the factory measured slip coefficient of0.83and0.74to0.74and0.47, onlyslightly higher than the specification requirements before the installation of not less than0.45.In view of the force transmission ratio between the head and tail rows of connectorsaccounted for most in the total joint, the torque coefficient that effects the construction qualitycontrol were studied. And then the following solutions were recommended: In order to ensurethe quality of twist in two rows of head and tail bolts, two rows of head and tail bolts shouldbe checked in100%and the middle rows bolts could be checked in10%as specificationrequired, after the final twist of bolt detection.
（5）Assembled linear control technology research of large span steel truss girder
First assembled linear of the steel truss cantilever method was deduced, and then theerror controls in the process of construction preparation stage and in front of the assembledand the closure phase were systematically researched. In preparation stage before erection, theempirical formula for the elevation settings of temporary piers was deduced, and dependingon site conditions joint reaction force of anchor pile device was putted forward for waterbearing capacity test of temporary pier loading, which ensures the reasonable settings ofmany temporary piers; In assembling stage, temperature, wind, and the construction loaddeflection in the process of the erection of the steel beam were analyzed and correspondingcontrol measures were putted forward; In closure phase, systematic study of the closure planand a three-way adjustment measures were applied to the asymmetric double span closure,eventually the erection linear and the theory linear were good agreement which verified theapplicability and rationality of linear control methods in this chapter.
（1）基于运筹学理论的施工方案对比研究
总体施工方案的优劣对施工安全质量的控制成败起着关键性作用，针对目前采用专家讨论会评选施工方案具有较强的经验性和主观性特征，尝试将运筹学决策理论应用于台风区大跨度钢桁架拱桥施工方案比选，选定施工过程中最为关心的安全、质量、工期、技术和成本等5个子目标，对拟采用的3个方案进行统筹建模计算，最终得出的方案与召开专家讨论会的选定结果相符，且大桥按照该方案施工，已顺利完工并投入使用，从而在一定程度上验证了该方法的可靠性。
（2）抗风稳定性控制措施设置研究
首先采用针对榕江特大桥结构风洞试验的三分力系数和风压时程成果，对施工阶段进行了风振响应分析，分析结果发现：在台风作用下，主梁最大拉应力较在施工临时主要荷载（大吨位悬拼吊机）大，且在风荷载和自重作用下，主梁最大拉应力超出钢材受力允许范围；长吊杆的涡激共振和驰振起振风速均小于相应检验风速，为保证大桥顺利安全架设，对主梁和拱肋施工分别采取了如下控制措施：在主梁施工阶段，创造性地在大跨度连续钢桁梁悬拼架设过程中对局部若干薄弱杆件采取如下临时加强设施：对薄弱斜腹杆，直接在板外附加一T形截面杆件进行临时加强；对较薄弱的下弦杆，直接附加一H形截面杆件进行临时加强，加强杆件和被加强杆件共用螺栓连接副，从而形成组合截面，加强杆件与主桁结构协同工作性能较好；在拱肋施工阶段，创新性地通过采用钢丝绳将两片拱肋与上弦杆交叉连接起来，有效地提高了吊杆和拱圈在施工过程中抗风稳定性。
（3）施工过程特殊节点应力控制研究
首先对比计算分析了特殊节点在设计运营最不利工况状态和施工阶段最不利状态的区别，结果发现杆端内力相差很大，其中受力上弦杆两端在施工阶段较运营阶段分别增大了58.6%（靠支座端）和73.1%（靠跨中端），故对于大跨度钢桁梁桥，除在设计阶段需要验证特殊节点受力的合理性外，还需考虑施工阶段的受力状态。
在此基础上，参照缩比模型试验验证计算模型的成果，建立施工阶段节点计算模型并对节点进行局部受力分析，结果发现最不利工况下，存在局部受力超出钢材允许应力现象，然后结合架设工艺和结构特征，提出先合拢弦杆后再拼桥面板法施工，实现了安全合理架设。然后以大桥实测数据验证了有限元计算模型及等效加载方式的可靠性。
（4）高强螺栓连接施工质量控制研究
着重对在自然暴露下的2组拼接板的摩擦面进行了试验研究分析，试验结果得出，抗滑移系数降低较多，分别从出厂实测滑移系数0.83和0.74降低至0.47和0.47，最终只略微高于规范要求的安装前不小于0.45。然后对影响施工质量的扭矩系数控制进行了研究，鉴于连接接头的头尾排传力比占整个接头的绝大部分，提出在终拧后对螺栓检测时，建议采取如下方案：头尾两排螺栓按100%检查，而中间排数的螺栓按规范10%抽查，从而确保头尾两排螺栓的施拧质量。
（5）大跨度钢桁梁拼装线形控制技术研究
首先推导了钢桁梁悬臂法架设的拼装线形，然后对架设前的准备阶段和拼装过程中及合拢阶段的误差控制进行了系统研究。架设前的准备阶段，对临时支墩的标高设置推导了经验公式，且依据现场条件，对水中临时墩的承载力试验提出了锚桩压重联合反力装置，保证了众多临时墩合理设置；拼装阶段，着重对在架设过程中发现的钢梁受温度、风和施工荷载的影响变位进行了分析并提出了相应控制措施；合拢阶段，对双跨不对称合拢，系统研究了合拢方案及三向调整措施，最终架设线形和理论线形吻合得较好，验证了本章线形控制方法的适用性和合理性。
The steel truss arch bridge was used commonly in the typhoon area, for which has strongvertical stiffness and lateral stiffness. With bridge to the longer, larger and more flexibledirection, the safety and quality problem become more and more prominent. Specifically,more uncertain factors need to be considered when constructing large span steel truss archbridge in the typhoon area. In order to make a bridge state is more consistent with the designrequirements, the crucial technique of construction control for large span steel trussed archbridges in typhoon area was studied in this paper, background with Rongjiang super-largebridge of the Xiamen-Shenzhen railway. The main research work covers the followingaspects:
（1）Acomparative study of the construction program based on operational research
The merits of the overall construction plan for the success of the construction safety andquality control plays a key role. Against currently used expert seminar for the constructionprogram selection has strong empirical and subjective characteristics, this paper tried applyingoperations research decision-making theory to the typhoon area large span steel truss archbridge construction program comparison, which selected the most concerned problems ofconstruction safety, quality, schedule, technology and cost as the five sub-goals, then overallmodeling calculation is carried on the three programs that is to be adopted, finally concludedprogram is consistent with the selected results of expert seminar. According to theconstruction program, Rongjiang super-large bridge has been successfully completed and putinto use, which to a certain extent, to verify the reliability of this method.
（2）Wind resistance stability control measures set research
At first adopted for Rongjiang super-large bridge structure coefficient and wind pressuretime history of the three component of wind tunnel tests results, the wind vibration responseanalysis was carried out on the construction stage, the results of the analysis found that: underthe effect of the typhoon, the maximum tensile stress of the main girder is bigger than one inthe construction of the temporary main load (large tonnage of the cantilever crane), and underthe action of wind load and dead weight, the maximum tensile stress of the main girderexceeds the maximum tensile stress in the steel stress allowed range; The long boom of thevortex-induced resonance and chi ZhenQi winds are less than the corresponding test windspeed. Therefore, the main girder and arch rib construction respectively adopted controlmeasures as follows: in the main girder construction stage, creatively in the long-spancontinuous steel truss beam in the process of the cantilever erection of local several temporary strengthening weak link take the following facilities: the weak oblique abdominal rod directlyattached a T section bar, attach a H form to the thinner bottom chord of the section bar fortemporary strengthening, strengthening bar and Shared by reinforcing bar bolt connectionvice, reinforced bar and main girder structure has good work performance; In the arch ribconstruction stage, innovation in using wire rope will be two pieces of arch rib and the upperchord connecting, effectively improves the derrick and arch ring stability of wind resistance inthe process of construction.
（3）Stress control research of the special node in the construction process
First comparatively calculate and analyze the differences of the most unfavorableconditions in design operating status and in the construction phase, the difference between theresults found that the internal forces vary widely, which stress on both ends of the upper chordin construction stage is operating stage respectively increased by58.6%(bearing) and73.1%(by cross in the end), so for large span steel truss, except during the design phase to verifyspecial node force of cohesion, still need to consider the construction phase of the stress.Referring to shrinkage ratio computational model of achievement than the model test,construction phase node calculation model is established and the local stress analysis wascarried out on the nodes, the results showed that the local stress of steel exceeds the maximumlocal stress in the steel stress allowed range under the most unfavorable conditions.Combining with erection process and structural features, the first meeting after the chord tospell bridge panel method was put forwarded and realized the safety and reasonable set up.Then the finite element calculation model and the reliability of equivalent loading methodwere verified by the Rongjiang bridge measured data.
（4）The construction quality control study of high-strength bolts connection
Two groups of splice plates' friction surface under natural exposure are analyzed inexperimental study, the results concluded that resistance to sliding coefficient to reduce much,respectively from the factory measured slip coefficient of0.83and0.74to0.74and0.47, onlyslightly higher than the specification requirements before the installation of not less than0.45.In view of the force transmission ratio between the head and tail rows of connectorsaccounted for most in the total joint, the torque coefficient that effects the construction qualitycontrol were studied. And then the following solutions were recommended: In order to ensurethe quality of twist in two rows of head and tail bolts, two rows of head and tail bolts shouldbe checked in100%and the middle rows bolts could be checked in10%as specificationrequired, after the final twist of bolt detection.
（5）Assembled linear control technology research of large span steel truss girder
First assembled linear of the steel truss cantilever method was deduced, and then theerror controls in the process of construction preparation stage and in front of the assembledand the closure phase were systematically researched. In preparation stage before erection, theempirical formula for the elevation settings of temporary piers was deduced, and dependingon site conditions joint reaction force of anchor pile device was putted forward for waterbearing capacity test of temporary pier loading, which ensures the reasonable settings ofmany temporary piers; In assembling stage, temperature, wind, and the construction loaddeflection in the process of the erection of the steel beam were analyzed and correspondingcontrol measures were putted forward; In closure phase, systematic study of the closure planand a three-way adjustment measures were applied to the asymmetric double span closure,eventually the erection linear and the theory linear were good agreement which verified theapplicability and rationality of linear control methods in this chapter.
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