【摘要】：正交異性鋼橋面板是由相互垂直的縱、橫向加勁肋和橋面板焊接而成,具有自重輕、極限承載力大、施工周期短、結(jié)構(gòu)美觀等優(yōu)點(diǎn),因此被廣泛應(yīng)用于國內(nèi)外的大、中跨徑橋梁中。但正交異性鋼橋面板結(jié)構(gòu)構(gòu)造復(fù)雜,焊縫長度大,又加上焊接造成的殘余應(yīng)力,結(jié)構(gòu)本身存在的缺陷以及施工質(zhì)量和直接承受車輪載荷的反復(fù)作用等綜合因素的影響,正交異性鋼橋面板易于遭受疲勞損傷。目前各國鋼橋的疲勞驗(yàn)算多采用名義應(yīng)力法,該方法適用于結(jié)構(gòu)較為簡單的情況,對復(fù)雜的正交異性橋面板結(jié)構(gòu)效果不理想,疲勞壽命用名義應(yīng)力表示時(shí),結(jié)果離散性很大,很難給出精確的S-N曲線圖。熱點(diǎn)應(yīng)力法相對于名義應(yīng)力法,能更好的適應(yīng)復(fù)雜結(jié)構(gòu),逐漸成為了分析焊縫疲勞的重要方法之一,但其在正交異性鋼橋面板上的應(yīng)用還不多。本文以此為出發(fā)點(diǎn),研究熱點(diǎn)應(yīng)力法在正交異性鋼橋面板焊縫疲勞分析中的應(yīng)用。本文基于蘇通大橋橋面板進(jìn)行了ANSYS建模,分別分析了其各典型薄弱部位的輪載不利加載位置,明確了薄弱部位的應(yīng)力集中狀況,為進(jìn)行正交異性鋼橋面板的有限元分析提供了建模和加載分析的參考方法。正交異性鋼橋面板焊縫復(fù)雜,本文選取了四個熱點(diǎn)位置,即RD (Rib-to-Deck,縱肋與面板連接處)面板焊趾、RD面板焊根、RD縱肋焊趾、RF (Rib-to-Floorbea m,縱肋與橫隔板連接處)焊趾,對它們進(jìn)行了精細(xì)有限元計(jì)算,研究了有限元網(wǎng)格對其應(yīng)力值和熱點(diǎn)外推區(qū)應(yīng)力分布穩(wěn)定性的影響,建議了實(shí)際工程中建模分析時(shí)合適的有限元網(wǎng)格尺寸。對于熱點(diǎn)在焊趾處的情況,各規(guī)范中已有相關(guān)的熱點(diǎn)應(yīng)力表面外推計(jì)算方法的規(guī)定,但橋面板中,RD面板焊根處的應(yīng)力集中情況更為嚴(yán)重,產(chǎn)生裂紋的破壞性更大,對于此種熱點(diǎn)在焊根處的情況,現(xiàn)有各規(guī)范還缺乏相關(guān)規(guī)定。本文針對選取的四個熱點(diǎn)位置,進(jìn)行了詳細(xì)的熱點(diǎn)應(yīng)力表面外推計(jì)算方法的推導(dǎo),并與現(xiàn)有規(guī)范進(jìn)行了比較,三個焊趾熱點(diǎn)位置的推導(dǎo)結(jié)果與規(guī)范較相符,但它們各自適用的規(guī)范有所不同。對于RD面板焊根位置,通過分析,其相關(guān)結(jié)論與焊趾區(qū)域類似,但其外推點(diǎn)位置與現(xiàn)有規(guī)范有比較大的差異,不能將現(xiàn)有規(guī)范用于計(jì)算RD面板焊根熱點(diǎn)應(yīng)力。同時(shí),焊縫彈性模量的變化對正交異性鋼橋面板各熱點(diǎn)部位的熱點(diǎn)應(yīng)力表面外推計(jì)算方法沒有影響,因此工程實(shí)際中建模時(shí)可以采用焊縫與母材等強(qiáng)的簡便方法。最后,本文使用推導(dǎo)出的正交異性鋼橋面板各熱點(diǎn)部位熱點(diǎn)應(yīng)力計(jì)算公式,對正交異性鋼橋面板的幾大基本參數(shù)進(jìn)行了分析,發(fā)現(xiàn)面板厚度對熱點(diǎn)應(yīng)力的影響程度最大,因此可以通過提高面板厚度來降低熱點(diǎn)應(yīng)力,從而提高正交異性鋼橋面板的疲勞壽命。
[Abstract]:Orthotropic steel bridge panels are welded by vertical, transverse stiffened ribs and deck plates, which have the advantages of light weight, large ultimate bearing capacity, short construction period and beautiful structure, so they are widely used at home and abroad. Middle span bridge. However, the structure of orthotropic steel bridge is complicated, the length of weld seam is large, the residual stress caused by welding, the defects of the structure itself, the quality of construction and the repeated action of bearing wheel load directly, and so on. Orthotropic steel bridge panels are prone to fatigue damage. At present, nominal stress method is widely used in fatigue checking calculation of steel bridges in many countries. This method is suitable for simple structure. The effect on complex orthotropic deck slab structure is not ideal. When fatigue life is expressed by nominal stress, the result is very discrete. It is difficult to give accurate S-N curves. Compared with the nominal stress method, the hot spot stress method is more suitable for complex structures, and has gradually become one of the important methods of weld fatigue analysis, but its application on orthotropic steel bridge face is not much. In this paper, the application of hot spot stress method to fatigue analysis of orthotropic steel bridge face weld is studied. In this paper, based on the ANSYS modeling of Sutong Bridge deck, the unfavorable loading position of each typical weak part of the bridge is analyzed, and the stress concentration in the weak part is determined. The method of modeling and loading analysis is provided for the finite element analysis of orthotropic steel bridge panel. The welding seam of orthotropic steel bridge face plate is complicated. In this paper, four hot spots are selected, that is, R D (Rib-to-Deck, longitudinal rib and panel joint), R D welding toe, RF (Rib-to-Floorbea m) for R D longitudinal rib welding toe. The influence of finite element mesh on stress value and stress distribution stability in hot extrapolation region is studied, and the appropriate finite element mesh size for modeling and analysis in practical engineering is suggested. In the case of hot spot at the weld toe, there are some relevant calculation methods for the hot spot stress surface extrapolation in each specification, but the stress concentration at the welding root of the bridge deck plate is more serious and the cracks are more destructive. For such hot spot in the solder root, the existing specifications are still lack of relevant provisions. In this paper, the extrapolation method of hot spot stress surface is deduced for the four hot spots selected, and compared with the existing codes, the results of the three hot spot locations of welding toe are in good agreement with the code. But they each apply different norms. According to the analysis of the root position of Rd panel welding, the conclusion is similar to that of the weld toe region, but the extrapolation point position is quite different from the existing specification, so it can not be used to calculate the hot spot stress of R D panel welding root. At the same time, the variation of elastic modulus of welding seam has no effect on the extrapolation method of hot spot stress surface in each hot spot of orthotropic steel bridge panel, so the simple method of welding seam and base metal can be used in engineering practice. Finally, by using the formula for calculating hot spot stress of orthotropic steel bridge panel, several basic parameters of orthotropic steel bridge face plate are analyzed. It is found that the thickness of orthotropic steel bridge panel has the greatest influence on hot spot stress. Therefore, the fatigue life of orthotropic steel bridge panel can be improved by increasing the thickness of the plate to reduce the stress of hot spot.
【學(xué)位授予單位】：東南大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2015
【分類號】：U441.4

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