摘要
钢管混凝土拱桥作为一种新兴的桥型,具有轻巧的结构、美观的造型、超强的跨越能力、方便的施工方法等优点,近二十年来在我国得到了迅速发展。但是在理论、计算方法、规范制定等方面却还比较落后,还有许多问题待于研究,其中温度问题便是其一。钢管混凝土结构具有与普通混凝土结构不同的材料组成及结构特点,温度场分布与温度效应的产生也与普通混凝土结构有较大差异；相关的温度研究工作也开展较少,目前还没有相关的计算规范,因此有必要对钢管混凝土拱桥的温度效应作进一步的深入研究。
鉴于以上现状,本文以支井河特大桥—跨径430m的上承式钢管混凝土拱桥为工程背景,从其钢拱肋的安装、钢管混凝土的灌注以及成桥状态方面围绕日照温度和环境温度进行了较为系统的研究,包括温度场的分布形式和温度应力两方面。本文所做的工作如下：
1.日照温度场及其效应有限元程序模块的编制和应用。
根据传热学基本定律、太阳物理学、普通天文学和有限元基本理论,研究了运用有限元方法实现日照温度场和应力分析的方法,并以ANSYS为平台编制和开发了对于钢管混凝土拱桥结构进行日照温度效应分析的程序模块。通过实测结果与其进行比较,验证了计算模型和程序的实用性和可靠性。
2.钢管混凝土拱桥安装阶段钢拱肋温度场及应其效应的研究。
在大跨度钢管混凝土拱桥钢拱肋安装期问,在大悬臂扣挂状态下,钢拱肋的线形及应力状态极易受到日照及环境温度的影响,给施工控制造成重大影响。本文对其温度场分布及其温度效应进行了研究,研究表明扣索的温度变化和钢拱肋的梯度温度分布是造成线形和应力变化的主要原因,在此基础上拟合了温度分布曲线,通过计算分析给施工控制提供了科学依据。
3.钢管混凝土灌注阶段温度场及其效应的研究。
空钢管拱肋合拢以后,要进行钢管内混凝土的泵送顶升工作。整个拱肋除了受到日照和环境温度的影响,还要受到混凝土水化热的影响,为了研究水化过程中综合温度效应对钢拱的影响,要对日照作用和水化过程进行深入研究。针对该工程采用的复合胶凝材料微膨胀高强混凝土,对其水化热释放过程和弹性模量增长曲线进行了分析。在此基础上对日照和水化热复合作用下的温度场分布规律及其效应进行了研究。研究表明：添加了减水剂和膨胀剂的高强混凝土,在较长时间的诱导期结束以后,水化热急剧释放,温度快速上升,中心点的温度在12小时内达到最高值61℃,截面中心和外缘的温差较大,内外温差最高31.3℃；在钢管混凝土水化过程中在钢管和混凝土的界面上不存在拉应力,不会因出现脱粘现象而影响该钢管混凝土复合材料的力学性能；水化期间,截面梯度温度的极差最大点一般出现在上午6～8点,最大差值能够达到23℃左右；钢管上表面的温变应力最高能够达到60MPa,对于核心混凝上水化过程中压应力能够达到6.8MPa。
4.钢管混凝土拱桥成桥阶段温度场及其效应的研究。
为确定钢管混凝土拱桥成桥阶段温度场的取值,首先对钢管混凝土的计算合拢温度和有效最高、最低温度进行了研究。根据水化过程中水化热温度场及弹性模量的变化规律,研究表明对于特殊混凝土,其计算合拢温度与空钢管拱的合拢温度与混凝土入仓温度(更确切的说为混凝土开始水化时的温度)有重要关系,可以取为二者温度和的平均值。在晴空日照作用下,对于最高最低有效温度可以取日平均温度的最高最低值。
本文还对梯度温度的取值进行了研究,通过三组不同钢管直径及不同壁厚的钢管混凝土拱肋特性的分析,拟合了梯度温度的取值曲线。因拱肋截面为圆形截面,具有很强的方向性,因此称此梯度温度为向阳径向温度梯度。
在上述温度取值的基础上,对成桥运营阶段的温度效应及钢管混凝土拱桥的稳定性进行了研究,研究表明温度荷载对结构挠度和内力的影响较大,内力以拱脚处受温度荷载的影响最大；同时由于拱肋为桁架结构,所以在温度荷载作用下,上下弦杆受力不同,在计算温度影响产生的内力时,对应上下弦杆受力最不利的温度荷载工况是不同的；分析还表明对于温度荷载,不仅仅要考虑均匀温度的影响,还要重点考虑梯度温度对拱肋结构的影响,特别是梯度温度对拱肋的弯矩影响；通过支井河特大桥的双重非线性稳定分析表明：考虑了温度荷载以后,一、二类稳定系数降低了约20-40%,再次表明在拱桥设计时应该充分考虑温度荷载的不利效应。
In the recent 20 years, the concrete filled steel tube(CFST) arch bridge as a new kind of bridge obtained rapid development in our country, being lightweight structure, artistic modelling, strong spanning ability and convenience merits. But in theory, method, standard-setting and so on are still relatively backward, there are many issues to be studyed, temperature is one of the problems. CFST structure has different material composition and structural characteristics compared with ordinary concrete structure, temperature distribution and the temperature effects are also different between the twos. Being work related with temperature less and no standard related coming out, it is necessary to the temperature effect of CFST arch bridge for further study.
In view of the status quo, from the installation of CFST steel arch ribs, concrete perfusion state and completed bridge state, studies based the engineering background of zhijing river CFST bridge-span 430m were done centering on sunshine temperature and the environment temperature, including temperature field distribution and temperature stress. This work are following:
1. Edition and application of finite element program modules about temperature Field and its effects.
According to the basic laws of heat transfer, solar physics, general astronomy and FEM theory, the finite element method of sunshine temperature and stress analysis method was establisheded and edited the program modulus of CFST arch bridge sunshine temperature effects. The utility and reliability of the computational model and procedures were verified comparison with experimental results.
2. Research on temperature field and its effects of CFST steel arch ribs in installation phase.
During erection of large span CFST arch rib, steel ribs lineshape and stress state were easily affected by sunshine and environment temperature under long Cantilever. Research on the temperature field distribution and temperature effects were deeply done. Research indicated that buckle Cable temperature variations and gradient temperature distribution are the main reasons. On this basis, this thesis fits the temperature distribution curve and proves a scientific basis for construction control through calculation and analysis.
3. Research on temperature field and its effects of CFST steel arch ribs in concrete construction phase.
After the closure of empty steel tube, the concrete which in steel tube must be pumped up. The whole steel tube arch ribs were subjected to not only sunshine temperature and environment temperature, but also concrete hydration heat. The sunshine effects and hydration process must be studied before considering the comprehensive influence of temperature.
For composite cementitious material micro-expansion high strength concrete used in this project, hydration heat release process and its elastic modulus growth curve were analyzed.On the basis of the combined effects of sunlight and hydration heat, temperature distribution and its effects were studied. The results show that the concrete hydration heat released rapidly with adding the water reducer and high strength concrete expansion agent after the longer induction period, and the temperature rose rapidly, The temperature at the center reached the highest value 61℃, within 12 hours. There is large temperature difference between section center and outer edge, temperature difference between inside and outside reach to the maximum 31.3℃. During the hydration process in CFST, the interface tensile stress does not exist. Debonding phenomenon will not appear as to affect the steel concrete composite mechanical properties. During hydration period, the cross section maximum gradient of temperature is generally appear in the morning of 6 to 8 AM. Steel surface temperature stress can reach to maximum of 60MPa, concrete core compressive stress can reach to 6.8MPa.
4. Research on temperature field and its effects of completed CFST arch bridge.
To determine the values of CFST arch bridge temperature field, the calculation closure temperature of CFST and the effective maximum or minimum temperature were studied. According to the process of hydration heat temperature variation and elastic modulus variation, The study shows that for special concrete, the calculation closure temperature is depended on empty steel tube closure temperature and placing temperature, and the calculation closure Temperature can be taken as the average of the two temperature. In the clear sky sunshine, the maximum and minimum effective temperature can be obtained from the highest and minimum average daily temperature.
The values of the gradient temperature has been studied also, through the analysis of three different tube diameters and wall thickness of CFST, Fitting the values of the temperature gradient curve. For the circular cross-section, the radial temperature gradient has directionlity, this gradient temperature can be called sun-direction radial temperature gradient.
At the basis of the above, temperature effect and the stability of completed CFST arch bridge has been studied. Studies show that the influence of temperature load on the structure is important for the deflection and internal force, especially for the arch bridge foot. Being arch ribs are truss structure, the force between upper ribs and down ribs is not the same under temperature load, so the most unfavorable working cases are different between upper ribs and down ribs when calculate the temperature force. Still analysis show that not only uniform temperature but also gradient temperature must be considered, especiallyconsidering the gradient temperature for bending moment. The double nonlinear stability analysis of Zhijing Rive bridge shows that first and second stability factor reduced 20%-40% considering temperature load.
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