發(fā)布時間：2018-06-26 21:48

  本文選題：鋼結(jié)構(gòu) + 端板��； 參考：《福州大學(xué)》2014年碩士論文

【摘要】：本文研究的擴孔型端板節(jié)點是一種新型的鋼框架梁柱節(jié)點,通過在連接件上開長圓孔來提高節(jié)點的抗震性能。新型節(jié)點具有高延性、良好耗能能力、易修復(fù)和施工方便等特點。本文首先根據(jù)相關(guān)規(guī)范提出了新型節(jié)點初步設(shè)計方法并結(jié)合算例進(jìn)行設(shè)計,然后通過試驗與有限元模型對新型節(jié)點的滯回性能進(jìn)行了研究,最后結(jié)合試驗與有限元的分析結(jié)果對初步設(shè)計方法進(jìn)行修正。通過6個新型節(jié)點,1個狗骨式和1個傳統(tǒng)端板對比節(jié)點的低周反復(fù)加載試驗,研究了新型節(jié)點在荷載作用下的滯回特性、承載力、延性及耗能能力等力學(xué)性能,并與狗骨式節(jié)點、傳統(tǒng)端板節(jié)點性能作對比。試驗結(jié)果表明：新型節(jié)點極限承載力較狗骨式節(jié)點有很大提高,是狗骨式節(jié)點的1.3～1.4倍；新型節(jié)點的延性系數(shù)在17.5～26.4之間,是傳統(tǒng)端板節(jié)點的1.8～2.78倍,是狗骨式節(jié)點的1.68～2.54倍,新型節(jié)點的延性可以通過擴孔大小進(jìn)行控制；新型節(jié)點極限轉(zhuǎn)角在0.083～0.126之間,是狗骨式節(jié)點的2.1～3.15倍,是傳統(tǒng)端板節(jié)點的1.77～2.68倍；新型節(jié)點的最大滯回耗能系數(shù)amax是傳統(tǒng)端板節(jié)點的1.77～3.58倍,是狗骨式節(jié)點的1.26～2.56倍；新型節(jié)點的滯回耗能系數(shù)總和DDN是傳統(tǒng)端板節(jié)點的2.45～4.48倍,是狗骨式節(jié)點的1.62～2.97倍；新型節(jié)點的總耗能面積是傳統(tǒng)端板節(jié)點的1.77～3.13倍,是狗骨式節(jié)點1.87～2.55倍,其中新型節(jié)點由擴孔貢獻(xiàn)的摩擦耗能占總耗能面積的5.83%～45.23%,由此可見,通過擴孔可顯著增加節(jié)點的耗能能力。利用Abaqus軟件建立了新型節(jié)點的有限元分析模型,有限元分析結(jié)果與試驗結(jié)果在滯回曲線、破壞模式、連接件的變形、測點屈服時的荷載等方面均吻合良好。有限元與試驗節(jié)點的滑移荷載最大相差8.1%,最小相差1.9%,二者比較接近；極限荷載最大相差17.2%,最小相差9.6%,極限狀態(tài)下有限元模擬的結(jié)果偏于保守；有限元極限荷載下驗算表明,設(shè)計荷載下撬力公式不適用于極限狀態(tài)下撬力的計算。試驗與有限元結(jié)果綜合分析表明：1)在對梁上連接螺栓進(jìn)行驗算時,彎矩應(yīng)取梁上連接螺栓群中心處的截面彎矩,但在初步設(shè)計時,彎矩可近似取柱翼緣表面的根部彎矩；2)極限狀態(tài)下,節(jié)點的轉(zhuǎn)動中心從梁截面的中軸線處轉(zhuǎn)移至端板的受壓根部；3)極限狀態(tài)下,端板連接部分應(yīng)以端板的受壓根部為轉(zhuǎn)動中心進(jìn)行端板和柱翼緣螺栓的整體受力分析。
[Abstract]:The extended end plate node in this paper is a new type of steel frame beam column joint. Through the opening of long circle Kong Lai on the connector, the seismic performance of the joint is improved. The new node has the characteristics of high ductility, good energy dissipation, easy repair and convenient construction. A numerical example is designed, and then the hysteresis performance of the new node is studied by the experiment and the finite element model. Finally, the preliminary design method is modified with the results of the test and the finite element analysis. The new node is studied by the low cycle repeated loading test of 6 new nodes, 1 dog bone and 1 traditional end plate contrast nodes. The hysteretic characteristics, bearing capacity, ductility and energy dissipation capacity of the dog bone type joints and the traditional end plate joints are compared with the dog bone node and the traditional end plate node. The experimental results show that the ultimate bearing capacity of the new type joints is much higher than that of the dog bone node, which is 1.3 to 1.4 times more than that of the dog bone node; the ductility coefficient of the new node is between 17.5 and 26.4. It is 1.8 to 2.78 times of the traditional end plate node and 1.68 to 2.54 times of the dog bone type node. The ductility of the new node can be controlled by the size of the hole enlargement. The ultimate angle of the new node is between 0.083 and 0.126, 2.1 to 3.15 times the dog bone node, and 1.77 to 2.68 times the traditional end plate node, and the maximum hysteretic energy dissipation coefficient am of the new type node. The ax is 1.77 to 3.58 times that of the traditional end plate node, 1.26 to 2.56 times the dog bone node, and the hysteretic energy dissipation coefficient of the new node is 2.45 to 4.48 times that of the traditional end plate node and 1.62 to 2.97 times the dog bone node. The total energy dissipation area of the new node is 1.77 to 3.13 times that of the traditional end plate node, and the dog bone node 1.87 to 2.55 times. The friction energy of the new node contributes 5.83% to 45.23% of the total energy dissipation area. Thus, it can be seen that the energy dissipation of the node can be significantly increased by the reaming. The finite element analysis model of the new node is established by using the Abaqus software. The finite element analysis results and the test results are in the hysteresis curve, the failure mode, the deformation of the connector, and the measurement. The maximum difference between the load and the load of the point yield is good. The maximum difference between the slip load of the finite element and the test node is 8.1%, the minimum difference is 1.9%, the two is close, the maximum difference of the ultimate load is 17.2%, the minimum difference is 9.6%, the result of the finite element simulation under the limit state is conservative; the checking calculation under the finite element limit load shows that the pry force under the design load The formula does not apply to the calculation of the prying force under the limit state. The comprehensive analysis of the test and the finite element results shows that: 1) when checking the connecting bolt on the beam, the bending moment should be taken on the section of the center of the bolt group at the center of the beam, but at the initial design, the bending moment can approximate to the root bending moment of the surface of the flange surface of the column; under the limit state, the transfer of the node. The moving center is transferred from the central axis of the beam section to the compression root of the end plate; 3) under the limit state, the end plate connection should be taken as the rotating center of the end plate to carry out the overall stress analysis of the end plate and the column flange bolt.
【學(xué)位授予單位】：福州大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2014
【分類號】：TU391

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