發(fā)布時(shí)間：2020-12-11 17:21

　　由橋面板,縱肋和橫梁組成的正交異性鋼橋面板,由于其特有的特性,引起了許多橋梁工程師,非常輕。正交異性鋼甲板的金屬結(jié)構(gòu)特別適用于重量是設(shè)計(jì)的關(guān)鍵參數(shù),如大型和非常大的甲板或活動(dòng)跨度。然而,交通繁忙的增加,因?yàn)闃蛎姹卉?chē)輪荷載直接加載,并且由于焊接引起的殘余應(yīng)力的結(jié)果傾向于使正交異性甲板疲勞行為成為更為關(guān)鍵的問(wèn)題。因此,深入研究正交異性鋼橋面板的疲勞裂縫是至關(guān)重要的。在這些疲勞裂紋中,在肋對(duì)甲(RD)接頭周?chē)�出現(xiàn)裂紋,而縱桁對(duì)甲板(SD)是最關(guān)鍵的,因?yàn)榻宇^疲勞裂紋會(huì)導(dǎo)致頂面損壞。本研究的目的是研究SD和RD接頭的熱點(diǎn)應(yīng)力。主要研究?jī)?nèi)容如下:(1)采用實(shí)體單元和殼單元構(gòu)建正交異性鋼甲板結(jié)構(gòu)的有限元模型并進(jìn)行分析�？偟膩�(lái)說(shuō),本文研究了整個(gè)橋梁結(jié)構(gòu)的兩種焊接連接方式:縱梁到甲板(SD)和肋骨到甲板(RD)。這些連接是可能發(fā)生疲勞的區(qū)域。(2)共10個(gè)試件,包括4個(gè)SD接頭和6個(gè)RD接頭。中心和偏心負(fù)載被認(rèn)為是靜態(tài)負(fù)載的一部分。通過(guò)外推法測(cè)量焊趾附近的應(yīng)力,得到焊趾熱點(diǎn)應(yīng)力。(3)根據(jù)實(shí)驗(yàn)測(cè)試結(jié)果和有限元分析結(jié)果,比較了解得更好,并對(duì)兩種結(jié)果的關(guān)系進(jìn)行了研究。在80%焊縫滲透到U形肋中時(shí),甲板的表... 

【文章來(lái)源】：上海交通大學(xué)上海市 211工程院校 985工程院校 教育部直屬院校

【文章頁(yè)數(shù)】：82 頁(yè)

【學(xué)位級(jí)別】：碩士

【文章目錄】：
ABSTRACT
摘要
Chapter 1 Introduction
    1.1 Orthotropic steel deck:Generalities
    1.2 Definition
    1.3 Evolution of the concept
    1.4 The research content
Chapter 2 Fatigue assessment in orthotropic steel bridge decks
    2.1 Orthotropic steel bridge deck types and their behavior
    2.2 Analytical calculation methods
        2.2.1 Local effort calculation method
    2.3 Finite element calculation methods
    2.4 Research status
    2.5 Fatigue in orthotropic steel bridge deck
        2.5.1 Hot spot stress method
Chapter 3 Experimental study on orthotropic steel bridge decks
    3.1 Test purpose
    3.2 Test design
        3.2.1 Specimen design
    3.3 Boundary conditions and load conditions
        3.3.1 Boundary conditions
        3.3.2 Loading conditions
    3.4 Mechanical properties of specimen
    3.5 Test loading
        3.5.1 Test equipment
        3.5.2 Test loading scheme
    3.6 Test measurement
        3.6.1 Static load
    3.7 Chapter summary
Chapter 4 Finite element analysis on orthotropic steel bridge decks
    4.1 Introduction
    4.2 ABAQUS
    4.3 Model description and configuration
        4.3.1 Boundary conditions
        4.3.2 Mesh
        4.3.3 Load conditions
        4.3.4 Finite element results
    4.4 Finite element analysis of nodes
        4.4.1 Geometric size and boundary condition of the model
        4.4.2 Load conditions
        4.4.3 Unit selection and model establishment
        4.4.4 Analysis of the results of comparison
    4.5 Chapter summary
Chapter 5 Hot spot stress results of orthotropic steel bridge decks
    5.1 Hot spot stress results on SD connection
        5.1.1 Hot spot stress analysis
        5.1.2 Comparison of finite element hot spot stress results
    5.2 Hot spot stress results on RD connection
        5.2.1 Hot spot stress analysis
        5.2.2 Comparison of hot spot stress results with finite element
        5.2.3 Influence of thickness change in RD node
    5.3 Chapter summary
Chapter 6 Conclusion and prospects
    6.1 Conclusion
    6.2 Aspects proposed for further study
References
Acknowledgement
Published papers



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