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  本文關(guān)鍵詞： 節(jié)段預制拼裝 接縫 模型試驗 抗剪性能 直剪承載力 直剪破壞模式　出處：《東南大學》2015年碩士論文　論文類型：學位論文

【摘要】：節(jié)段預制拼裝混凝土橋梁具有以下優(yōu)點：施工速度快,對周圍交通影響小,質(zhì)量控制易于實現(xiàn)及跨徑適應范圍大等。節(jié)段預制拼裝混凝土橋梁適應當代建設(shè)施工快節(jié)奏的要求,與體外預應力技術(shù)相結(jié)合,具有良好的技術(shù)合理性、耐久性和經(jīng)濟性。接縫是節(jié)段預制拼裝混凝土橋梁的薄弱部位,其受力性能對于節(jié)段預制拼裝混凝士橋梁在正常使用極限狀態(tài)和承載力極限狀態(tài)下的受力性能均有重要的影響。接縫處的局部剪切破壞在工程實踐中發(fā)生的概率較高,但是關(guān)于接縫局部剪切破壞機理及接縫抗剪承載力的研究較少,目前還沒有統(tǒng)一的認識。本文選取正應力水平(2MPa、3MPa、4MPa)、接縫類型(干接、膠接)、接縫構(gòu)造(平接縫、鍵齒接縫)、鍵齒尺寸和接縫插筋(普通鋼筋插筋、FRP插筋)為試驗參數(shù),設(shè)計了14個試件進行節(jié)段式混凝土梁接縫抗剪試驗,通過試驗得出了不同參數(shù)條件下試件接縫附近裂縫產(chǎn)生和發(fā)展的規(guī)律、接縫的破壞模式及抗剪承載力,通過將試驗結(jié)果進行比較分析,得出了幾種參數(shù)對接縫抗剪性能的影響。本文對現(xiàn)有的接縫局部抗剪承載力計算公式進行了歸納和總結(jié),并將本文試驗所得的接縫抗剪承載力實測值與現(xiàn)有主要計算公式計算值進行了對比。在試驗研究和理論分析的基礎(chǔ)上,總結(jié)出了各種類型接縫的局部剪切破壞機理。對于平接干接縫,基于摩擦理論給出了其抗剪承載力計算公式;對于平接膠接縫,基于M. M. Bakhoum和Xiangming Zhou平接膠接縫試驗所獲得數(shù)據(jù),采用回歸分析的方法,得到了平接膠接縫抗剪承載力的半經(jīng)驗半理論公式。對于鍵齒接縫,以鍵齒在局部剪切作用下的破壞模式一斜壓破壞為基礎(chǔ),結(jié)合摩爾應力圓理論,推導出了鍵齒破壞時的豎向剪切抗力τ的理論計算式,進而提出了鍵齒干接縫和鍵齒膠接縫的局部抗剪承載力計算公式。對于插筋加強接縫,根據(jù)剪力摩擦理論提出了插筋加強接縫的抗剪承載力計算公式。最后采用本文以及其他學者所進行的接縫局部剪切試驗的試驗結(jié)果對所提出的公式進行了驗證,證明了本文所提出的公式具有良好的適用性。本文采用ABAQUS通用有限元分析軟件,建立了各個主要模型試驗試件的ABAQUS有限元分析模型。通過將有限元分析結(jié)果與本文的試驗結(jié)果進行對比,證明了采用ABAQUS能夠較好對試驗過程進行模擬。本文對鍵齒接縫抗剪承載力公式實際應用于節(jié)段預制拼裝體外預應力橋梁中時可能遇到的一些問題進行了研究。探討了在實際工程中由于橋梁梁體整體彎曲和預應力損失造成的預應力筋內(nèi)應力的變化,針對由此引起的接縫面正應力增量,對鍵齒干接縫和鍵齒膠接縫分別進行了研究。最后,對于鍵齒干接縫和鍵齒膠接縫,分別給出了修正后的接縫抗剪承載力公式。
[Abstract]:Segmental prefabricated concrete bridges have the following advantages: fast construction speed and small impact on the surrounding traffic. The quality control is easy to realize and the span adaptability is large. The segmental precast assembled concrete bridge adapts to the requirement of the fast rhythm of the contemporary construction and combines with the external prestressing force technology, which has good technical rationality. Durability and economy. Joints are weak parts of segmental prefabricated concrete bridges. Its mechanical performance has important influence on the mechanical behavior of segmental precast assembled coagulant bridges under both normal service limit state and bearing capacity limit state. Probability of Local Shear failure at joints in Engineering practice. Higher. However, there are few researches on the mechanism of local shear failure and shear bearing capacity of joints, so far there is no unified understanding. In this paper, the normal stress level of 2MPa / 3MPa / 4MPa is selected. Type of joint (dry joint, glued joint, joint construction (flat joint, key tooth joint, key tooth size and joint insertion (ordinary steel bar / FRP insertion)) are test parameters. Fourteen specimens were designed for joint shear tests of segmental concrete beams. The rules of crack generation and development, failure mode and shear bearing capacity of joints were obtained under different parameters. Through the comparison and analysis of the test results, the influence of several parameters on the shear resistance of butt joint is obtained. In this paper, the existing formulas for calculating the local shear capacity of joint are summarized and summarized. In addition, the measured values of shear bearing capacity of joints obtained in this paper are compared with the calculated values of existing main calculation formulas, on the basis of experimental research and theoretical analysis. The local shear failure mechanism of various types of joints is summarized. The formulas for calculating the shear capacity of flat joints are given based on the friction theory. For the flat seams, the regression analysis method was adopted based on the data obtained from the parallel seams test of M. Bakhoum and Xiangming Zhou. The semi-empirical and semi-theoretical formula of shear capacity of flat joint joint is obtained. For the bond tooth joint, it is based on the failure mode of bond tooth under the local shear action-baroclinic failure, combined with the theory of molar stress circle. The formula of vertical shear resistance 蟿 is derived, and the formula of local shear bearing capacity of joint tooth dry joint and bond tooth adhesive joint is put forward. Based on the shear friction theory, a formula for calculating the shear capacity of reinforced joints is proposed. Finally, the formula is verified by the experimental results of the local shear tests carried out by this paper and other scholars. It is proved that the formula presented in this paper has good applicability. The ABAQUS general finite element analysis software is used in this paper. The ABAQUS finite element analysis model of each main model test specimen is established, and the finite element analysis results are compared with the test results in this paper. It is proved that the test process can be well simulated by using ABAQUS. In this paper, some problems that may be encountered in the practical application of the shear bearing capacity formula of key tooth joints in the precast assembly of externally prestressed bridges are discussed. The change of internal stress of prestressed tendons caused by the whole bending of bridge beam and the loss of prestress is discussed. According to the normal stress increment of the joint surface caused by this, the key tooth dry joint and the bond tooth glue joint are studied respectively. Finally, the key tooth dry joint and the key tooth glue joint are studied. The modified formula of shear bearing capacity of joint is given respectively.
【學位授予單位】：東南大學
【學位級別】：碩士
【學位授予年份】：2015
【分類號】：U446

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