大跨径三塔结合梁斜拉桥极限承载能力研究
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摘要
武汉二七长江大桥是世界上跨径最大的三塔结合梁斜拉桥,是新型的大型多塔斜拉桥结构,不仅是城市交通的重要枢纽,也是武汉市的标志性建筑,具有重要的经济和社会地位,所以,其结构安全性能是社会和研究人员所关心的首要问题。由于结构的安全性能是由其极限承载能力决定的,所以对该斜拉桥进行极限承载能力研究是很重要的。虽然严格地讲,桥梁极限承载能力包含静力、地震、风力、船撞、爆炸等荷载作用下结构的各种最大承受荷载能力,但其中最典型和最重要的是静力作用下的极限承载力和动力及偶然荷载作用下的抗震能力,且它们是确定桥梁结构静力和地震安全性的基础,所以对这两方面的研究极为重要。由于该斜拉桥跨径大,桥塔多,主梁采用较柔的结合梁,所以无论是极限承载力分析还是抗震能力分析,结构多重非线性突出,结构响应影响因素多,计算难度大。因此,为保证结构运营使用过程中的安全性和认识结构的静、动力力学性能,对该新型斜拉桥进行极限承载力研究和抗震能力研究是非常必要的。
本文以武汉二七长江大桥为工程背景,首先研究了几何、材料非线性和结合梁界面滑移效应的计算方法,形成了大跨径结合梁斜拉桥多重非线性极限承载力分析方法；其次采用塑性铰考虑结构在地震作用下的混凝土开裂、钢筋屈服等特点以及利用二分法计算程序使计算机自动分析和减少计算量,提出了基于塑性铰模型的斜拉桥抗震能力时程分析法；最后,针对桥梁混凝土材料的疲劳损伤和地震作用下的应变率效应会影响结构的抗震能力,研究建立了基于疲劳损伤本构模型的地震中结构混凝土应变率效应分析方法。本文的研究可促进大跨径斜拉桥的极限承载力和抗震能力计算方法的进步和提高,进一步探明多塔结合梁斜拉桥的力学性能,为大型桥梁结构极限承载能力分析和安全性能评估提供理论基础,具有重要的理论和现实意义。主要内容和研究成果如下：
(1)系统研究了结构几何、材料非线性和结合梁界面滑移效应的计算方法,形成了大跨径结合梁斜拉桥多重非线性极限承载力分析方法,并分析了大跨径三塔结合梁斜拉桥极限承载力特性和研究了重要非线性因素对承载能力极限状态的结构响应的影响规律。结果表明,该三塔斜拉桥极限承载力为P恒+4.1P活,安全系数为2.41,结构具有较高的极限承载力和安全性；中塔抗弯能力对整体结构极限承载力的影响较大；材料非线性对结构承载能力极限状态的响应影响相对较大,结合梁界面滑移效应和斜拉索垂度效应的影响较小。
(2)根据斜拉桥地震作用特点,系统地研究了考虑几何非线性、多维地震作用以及行波效应的斜拉桥地震反应时程分析方法,在此基础上研究了大跨径三塔斜拉桥在三向地震作用下的结构响应及行波效应,获得该新型桥梁的地震反应特性及行波效应对结构响应的影响规律。结果表明,三塔斜拉桥中塔的最大弯矩要远远大于边塔,桥塔的横向地震反应总体较小；行波效应对先到达的边塔的纵向地震反应的影响最大,其次是最后到达的边塔,但对中塔的地震反应影响很小,行波效应对结构横向地震反应的影响很小。
(3)提出了基于塑性铰模型的斜拉桥抗震能力时程分析法。该方法充分利用了时程分析法的优点,采用塑性铰考虑结构在地震作用下的混凝土开裂、钢筋屈服等截面损伤特点,并利用二分法计算程序使计算机自动分析和减少计算量,因此分析斜拉桥的抗震能力较为简便；采用该方法既可以获得结构的抗震能力,还可以得到抗震能力状态结构的地震反应特性和结构失效模式。通过该方法研究了大跨径三塔斜拉桥的抗震能力,结果表明,基于塑性铰模型的抗震能力时程分析法计算效果较好；该三塔斜拉桥能承受的最大地震作用的峰值加速度为0.302g,结构具有较高的抗震能力；在抗震能力状态,中塔地震反应最大,是控制整体桥梁抗震能力的关键结构。
(4)建立了基于疲劳损伤本构模型的地震中结构混凝土应变率效应分析方法。因为桥梁混凝土材料在运营使用过程中受到疲劳荷载作用而会出现损伤,而在地震作用下又具有应变率效应,两者都会影响结构抗震能力,所以分析计算时应当予以考虑,以准确评价结构地震安全性。为此,基于边界面理论和连续损伤力学理论,推导了应变控制的拉、压混凝土疲劳损伤本构模型,并通过对应变能释放率进行Perzyna粘性规则化,形成了包含静力、应变率相关及无关的统一疲劳损伤本构模型,通过与文献模拟试验进行对比验证,表明模型计算效果较好。由此建立了基于疲劳损本构模型的结构混凝土应变率效应分析方法,并利用该方法对在地震作用下斜拉桥混凝土的应变率效应进行了应用性分析。
Wuhan Erqi Yangzi River Brige is a composite girder cable-stayed bridge with three pylons, which has the longest span in this kind of bridges in the world, and is a new type of multi-tower cable-stayed bridge. Because the bridge is a very important huge of traffic and transportation and one of landmark architectures of Wuhan city, it posses a very important position in economy and society. Therefore, the safety performance of this bridge is a primary important problem for attention by bridge experts. Because safety performance of structure is determinated by its ultimate load-carrying capacity, it is important to research the ultimate load-carrying capacity of this new type of cable-stayed bridge. Though the ultimate load-carrying load-carrying capacity of a bridge includes the largest loads under static load, earthquake, wind load, explosion load, or ship collision and so on, the failure load under static load and seismic resistance capacity of a bridge are most typical and important, which provide foundation for determining safety performance of bridge under static load and earthquake, so researchs on them are very important. The cable-stayed bridge has very long spans, many pylons and composite girder which is more flexure, so the multiple nonlinearities are very large in ultimate load-carrying capacity state of structure, and calculations of those nonlinear effects are very complex. In order to make clear the ultimate load-carrying capacity of the cable-stayed bridge so as to make sure the safety performance of structure in period of service and understand the mechanic performance of the structure under static or dynamic load, it is quite necessary to research the failure load and seismic resistance capacity of the long-span composite girder cable-stayed bridge with three pylons.
This paper takes Wuhan Erqi Yangzi River Brige as the background of research. Firstly methods are studied for calculating geometric nonlinearity, material nonlinearity and interface slip effect in composite girder, so a method considering multiple nonlinearities is formed to analyze the ultimate load-carrying capacity of long-span composite girder cable-stayed bridges. Secondly making full use of advantages of time-history method for calculating seismic responses, a new method of analyzing seismic resistance capacity of a cable-stayed bridge based on plastic hinge is achieved considering concrete cracking and reinforcement yielding with plastic hinges under earchquake and using the bisection method program to make computer automatically analyze and reduce work of calculation. Lastly a method is established to analyze strain-rat effect of structural concrete in earthquake based on damage constitutive model under fatigue loading, in view that bridges may emerge fatigue damage due to fatigue loading during period of service and concrete of structure can appear strain-rat effect under earthquake. The reseach of this paper can improve methods for analyzing failure load under static load and seismic resistance capacity of long-span composite girder cable-stayed bridges, make more clear mechanic characteristics of multi-tower cable-stayed bridges, and provide theoretic foundation for analysis of ultimate load-carrying capacity and for assessment of safety performance of large scale bridges, so the research posses important theoretical and practical significance. The main contents of research are as followings:
(1) Studying systemically calculating methods for structural nonlinearity, material nonlinearity and interface slip effect in composite girder, a method is formed for analyzing the failure loads under static load of long-span composite girder cable-stayed bridges considering multiple nonlinearities. By the method the failure load is studied of the long-span composite girder cable-stayed bridge with three pylons and the influence of important nonlinearities is analyzed on structural internal forces and displacements of cable-stayed bridge at bearing capacity limited state in design. The results show that failure load of the composite girder cable-stayed bridge with three pylons is relatively high because the failure load is Pdead+4.1Plive and the safety factor is2.41, and the middle pylon is key structure for ultimate load-carrying capacity of the cable-stayed bridge with three pylons. The study also showes influence of material nonlinearity is relatively large on responses of the cable-stayed bridge, influence of interface slip effect in composite girder and cable sage effect are relatively small.
(2) After time-history methods of analyzing seismic responses are studied when considering geometric nonlinearity, multi-dimentional earthquake and travalling wave effect, seismic responses of the long-span cable-stayed bridge with three pylons are analyzed under three dimentional seismic action and the travalling wave effects are also studied. The analyses show that the maximum bending moment of middle pylon is much more than those of side pylons in cable-stayed bridge with three pylons, and the seismic responses of the bridge in transverse are small in whole. The research also shows that traveling wave effect has the largest influence on seismic responses of the side pylon which the seismic wave first arrives to, and the larger influence on those of the side plylon which the seismic wave arrives to last, and the smallest influence of the traveling wave on the middle pylon, and traveling wave effect has very small influence on transverse seismic responses.
(3) A time-history analysis method based on plastic hinge is put forward for cable-stayed bridges. Because this method not only fully uses advantages of the time-history analysis method, but also considers the section damages of concrete cracking and reinforcement yielding with plastic hinge and uses the bisection method program for loop calculation to make the computer automatically analyze and reduce work of calculation, it studies the seismic resistance capacity more convenent. Using the method, not only the seismic resistance capacity can be obtained, but also characteristics of seismic responses and structural failure mode are achieved at the state of seismic resistance capacity. Through studing the long-span cable-stayed bridge with three pylons by this method, the result shows that the analysis of seismic resistance capacity of cable-stayed bridge is relatively convenent, and the cale-stayed bridge with three pylons has relatively high seismic resistance capacity because the peak value of acceleration of the largest seismic action is0.302g, and seismic responses of the middle pylon is largest in the cable-stayed bridge with three pylons in state of seismic resistance capacity, so it is the key structure to improve eismic resistance capacity of this kind bridges.
(4) A method of analyzing strain-rat effect of structural concrete is established based on damage constitutive model of concrete under fatigue loading. Damage will emerge in concrete in a bridge which is under fatigue loading in service stage and strain-rat effect of concrete in bridge appears under seismic loading, both of wich effect the seismic resistance capacity of structure, so the two factors should be consider in analyzing in order to assess accurately safety performance of structure. Therefore, based on the concept of boundary surface and continuum damage mechanics, a damage constitutive model of concrete under tension-compression fatigue loading is derived which is controlled by strain and can analyze fatigue characteristics of concrete. When the strain-rate effect is considered with Perzyna viscous regularization of strain-energy releasing rate in the above model, a general damage constitutive model is achieved for concrete under static, dynamic or fatigue loading. Comparing with the results of the model and test in a conference showes the proposed model is relatively good for calculating. Therefore, a medthod is obtained for analyzing strain-rate effect of structural concrete material based on damage constitutive model under fatigue loading.The strain-rat effect of concrete is analyzed in the cable-stayed bridge with three pylons under seismic actions in trial application of the above method.
本文以武汉二七长江大桥为工程背景,首先研究了几何、材料非线性和结合梁界面滑移效应的计算方法,形成了大跨径结合梁斜拉桥多重非线性极限承载力分析方法；其次采用塑性铰考虑结构在地震作用下的混凝土开裂、钢筋屈服等特点以及利用二分法计算程序使计算机自动分析和减少计算量,提出了基于塑性铰模型的斜拉桥抗震能力时程分析法；最后,针对桥梁混凝土材料的疲劳损伤和地震作用下的应变率效应会影响结构的抗震能力,研究建立了基于疲劳损伤本构模型的地震中结构混凝土应变率效应分析方法。本文的研究可促进大跨径斜拉桥的极限承载力和抗震能力计算方法的进步和提高,进一步探明多塔结合梁斜拉桥的力学性能,为大型桥梁结构极限承载能力分析和安全性能评估提供理论基础,具有重要的理论和现实意义。主要内容和研究成果如下：
(1)系统研究了结构几何、材料非线性和结合梁界面滑移效应的计算方法,形成了大跨径结合梁斜拉桥多重非线性极限承载力分析方法,并分析了大跨径三塔结合梁斜拉桥极限承载力特性和研究了重要非线性因素对承载能力极限状态的结构响应的影响规律。结果表明,该三塔斜拉桥极限承载力为P恒+4.1P活,安全系数为2.41,结构具有较高的极限承载力和安全性；中塔抗弯能力对整体结构极限承载力的影响较大；材料非线性对结构承载能力极限状态的响应影响相对较大,结合梁界面滑移效应和斜拉索垂度效应的影响较小。
(2)根据斜拉桥地震作用特点,系统地研究了考虑几何非线性、多维地震作用以及行波效应的斜拉桥地震反应时程分析方法,在此基础上研究了大跨径三塔斜拉桥在三向地震作用下的结构响应及行波效应,获得该新型桥梁的地震反应特性及行波效应对结构响应的影响规律。结果表明,三塔斜拉桥中塔的最大弯矩要远远大于边塔,桥塔的横向地震反应总体较小；行波效应对先到达的边塔的纵向地震反应的影响最大,其次是最后到达的边塔,但对中塔的地震反应影响很小,行波效应对结构横向地震反应的影响很小。
(3)提出了基于塑性铰模型的斜拉桥抗震能力时程分析法。该方法充分利用了时程分析法的优点,采用塑性铰考虑结构在地震作用下的混凝土开裂、钢筋屈服等截面损伤特点,并利用二分法计算程序使计算机自动分析和减少计算量,因此分析斜拉桥的抗震能力较为简便；采用该方法既可以获得结构的抗震能力,还可以得到抗震能力状态结构的地震反应特性和结构失效模式。通过该方法研究了大跨径三塔斜拉桥的抗震能力,结果表明,基于塑性铰模型的抗震能力时程分析法计算效果较好；该三塔斜拉桥能承受的最大地震作用的峰值加速度为0.302g,结构具有较高的抗震能力；在抗震能力状态,中塔地震反应最大,是控制整体桥梁抗震能力的关键结构。
(4)建立了基于疲劳损伤本构模型的地震中结构混凝土应变率效应分析方法。因为桥梁混凝土材料在运营使用过程中受到疲劳荷载作用而会出现损伤,而在地震作用下又具有应变率效应,两者都会影响结构抗震能力,所以分析计算时应当予以考虑,以准确评价结构地震安全性。为此,基于边界面理论和连续损伤力学理论,推导了应变控制的拉、压混凝土疲劳损伤本构模型,并通过对应变能释放率进行Perzyna粘性规则化,形成了包含静力、应变率相关及无关的统一疲劳损伤本构模型,通过与文献模拟试验进行对比验证,表明模型计算效果较好。由此建立了基于疲劳损本构模型的结构混凝土应变率效应分析方法,并利用该方法对在地震作用下斜拉桥混凝土的应变率效应进行了应用性分析。
Wuhan Erqi Yangzi River Brige is a composite girder cable-stayed bridge with three pylons, which has the longest span in this kind of bridges in the world, and is a new type of multi-tower cable-stayed bridge. Because the bridge is a very important huge of traffic and transportation and one of landmark architectures of Wuhan city, it posses a very important position in economy and society. Therefore, the safety performance of this bridge is a primary important problem for attention by bridge experts. Because safety performance of structure is determinated by its ultimate load-carrying capacity, it is important to research the ultimate load-carrying capacity of this new type of cable-stayed bridge. Though the ultimate load-carrying load-carrying capacity of a bridge includes the largest loads under static load, earthquake, wind load, explosion load, or ship collision and so on, the failure load under static load and seismic resistance capacity of a bridge are most typical and important, which provide foundation for determining safety performance of bridge under static load and earthquake, so researchs on them are very important. The cable-stayed bridge has very long spans, many pylons and composite girder which is more flexure, so the multiple nonlinearities are very large in ultimate load-carrying capacity state of structure, and calculations of those nonlinear effects are very complex. In order to make clear the ultimate load-carrying capacity of the cable-stayed bridge so as to make sure the safety performance of structure in period of service and understand the mechanic performance of the structure under static or dynamic load, it is quite necessary to research the failure load and seismic resistance capacity of the long-span composite girder cable-stayed bridge with three pylons.
This paper takes Wuhan Erqi Yangzi River Brige as the background of research. Firstly methods are studied for calculating geometric nonlinearity, material nonlinearity and interface slip effect in composite girder, so a method considering multiple nonlinearities is formed to analyze the ultimate load-carrying capacity of long-span composite girder cable-stayed bridges. Secondly making full use of advantages of time-history method for calculating seismic responses, a new method of analyzing seismic resistance capacity of a cable-stayed bridge based on plastic hinge is achieved considering concrete cracking and reinforcement yielding with plastic hinges under earchquake and using the bisection method program to make computer automatically analyze and reduce work of calculation. Lastly a method is established to analyze strain-rat effect of structural concrete in earthquake based on damage constitutive model under fatigue loading, in view that bridges may emerge fatigue damage due to fatigue loading during period of service and concrete of structure can appear strain-rat effect under earthquake. The reseach of this paper can improve methods for analyzing failure load under static load and seismic resistance capacity of long-span composite girder cable-stayed bridges, make more clear mechanic characteristics of multi-tower cable-stayed bridges, and provide theoretic foundation for analysis of ultimate load-carrying capacity and for assessment of safety performance of large scale bridges, so the research posses important theoretical and practical significance. The main contents of research are as followings:
(1) Studying systemically calculating methods for structural nonlinearity, material nonlinearity and interface slip effect in composite girder, a method is formed for analyzing the failure loads under static load of long-span composite girder cable-stayed bridges considering multiple nonlinearities. By the method the failure load is studied of the long-span composite girder cable-stayed bridge with three pylons and the influence of important nonlinearities is analyzed on structural internal forces and displacements of cable-stayed bridge at bearing capacity limited state in design. The results show that failure load of the composite girder cable-stayed bridge with three pylons is relatively high because the failure load is Pdead+4.1Plive and the safety factor is2.41, and the middle pylon is key structure for ultimate load-carrying capacity of the cable-stayed bridge with three pylons. The study also showes influence of material nonlinearity is relatively large on responses of the cable-stayed bridge, influence of interface slip effect in composite girder and cable sage effect are relatively small.
(2) After time-history methods of analyzing seismic responses are studied when considering geometric nonlinearity, multi-dimentional earthquake and travalling wave effect, seismic responses of the long-span cable-stayed bridge with three pylons are analyzed under three dimentional seismic action and the travalling wave effects are also studied. The analyses show that the maximum bending moment of middle pylon is much more than those of side pylons in cable-stayed bridge with three pylons, and the seismic responses of the bridge in transverse are small in whole. The research also shows that traveling wave effect has the largest influence on seismic responses of the side pylon which the seismic wave first arrives to, and the larger influence on those of the side plylon which the seismic wave arrives to last, and the smallest influence of the traveling wave on the middle pylon, and traveling wave effect has very small influence on transverse seismic responses.
(3) A time-history analysis method based on plastic hinge is put forward for cable-stayed bridges. Because this method not only fully uses advantages of the time-history analysis method, but also considers the section damages of concrete cracking and reinforcement yielding with plastic hinge and uses the bisection method program for loop calculation to make the computer automatically analyze and reduce work of calculation, it studies the seismic resistance capacity more convenent. Using the method, not only the seismic resistance capacity can be obtained, but also characteristics of seismic responses and structural failure mode are achieved at the state of seismic resistance capacity. Through studing the long-span cable-stayed bridge with three pylons by this method, the result shows that the analysis of seismic resistance capacity of cable-stayed bridge is relatively convenent, and the cale-stayed bridge with three pylons has relatively high seismic resistance capacity because the peak value of acceleration of the largest seismic action is0.302g, and seismic responses of the middle pylon is largest in the cable-stayed bridge with three pylons in state of seismic resistance capacity, so it is the key structure to improve eismic resistance capacity of this kind bridges.
(4) A method of analyzing strain-rat effect of structural concrete is established based on damage constitutive model of concrete under fatigue loading. Damage will emerge in concrete in a bridge which is under fatigue loading in service stage and strain-rat effect of concrete in bridge appears under seismic loading, both of wich effect the seismic resistance capacity of structure, so the two factors should be consider in analyzing in order to assess accurately safety performance of structure. Therefore, based on the concept of boundary surface and continuum damage mechanics, a damage constitutive model of concrete under tension-compression fatigue loading is derived which is controlled by strain and can analyze fatigue characteristics of concrete. When the strain-rate effect is considered with Perzyna viscous regularization of strain-energy releasing rate in the above model, a general damage constitutive model is achieved for concrete under static, dynamic or fatigue loading. Comparing with the results of the model and test in a conference showes the proposed model is relatively good for calculating. Therefore, a medthod is obtained for analyzing strain-rate effect of structural concrete material based on damage constitutive model under fatigue loading.The strain-rat effect of concrete is analyzed in the cable-stayed bridge with three pylons under seismic actions in trial application of the above method.
引文
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