本文選題：平面外節(jié)點(diǎn) + 雙錨板穿筋�。� 參考：《沈陽建筑大學(xué)》2013年碩士論文

【摘要】：近年來混合結(jié)構(gòu)體系在我國的高層及超高層建筑中得到了比較廣泛的應(yīng)用,但目前相關(guān)的研究主要集中在該種結(jié)構(gòu)體系在罕遇地震作用下結(jié)構(gòu)破壞形態(tài)、地震作用下結(jié)構(gòu)層間相對位移控制等整體參數(shù)方面,而對總體位移與剛度影響較大的鋼梁與混凝土剪力墻平面外節(jié)點(diǎn)受力研究則還較少。鋼梁與混凝土剪力墻平面外節(jié)點(diǎn)處于彎、剪、壓復(fù)合應(yīng)力狀態(tài),受力復(fù)雜,因此對該類型節(jié)點(diǎn)的受力性能和破壞機(jī)理進(jìn)行深入研究,使節(jié)點(diǎn)設(shè)計(jì)的傳力明確、計(jì)算可靠、構(gòu)造合理、施工方便是十分重要的。在前人研究的基礎(chǔ)上,對1組(三個(gè)試件)雙錨板穿筋錨固的節(jié)點(diǎn)及1組(三個(gè)試件)90。彎鉤錨固節(jié)點(diǎn)試件進(jìn)行了低周反復(fù)荷載試驗(yàn),研究這兩種節(jié)點(diǎn)在低周反復(fù)荷載作用下的承載力和抗震性能,并使用ABAQUS進(jìn)行了有限元分析。 通過試驗(yàn)研究并根據(jù)試驗(yàn)數(shù)據(jù)及試驗(yàn)現(xiàn)象,分析了各試件在低周反復(fù)荷載作用下的破壞形態(tài)、滯回曲線、承載力、剛度退化、延性、耗能能力、主要部位的應(yīng)變等特征。結(jié)果表明：通過雙錨板穿筋錨固節(jié)點(diǎn)與90。彎鉤錨固節(jié)點(diǎn)的試驗(yàn)結(jié)果對比,證明墻背面錨板能夠提高錨筋的錨固性能,因此有效提高承載力和變形能力；雙錨板穿筋錨固節(jié)點(diǎn)與90。彎鉤錨固節(jié)點(diǎn)相比,在延性和耗能能力方面沒有明顯的差別；在平面外彎矩和軸壓力作用下,剪力墻受力不均勻并使其縱向鋼筋和水平鋼筋應(yīng)變較大,圍繞著錨板沿墻高和墻寬的方向有一個(gè)有效受力范圍。剪力墻高度和寬度方向上在錨板附近區(qū)域的應(yīng)力高于遠(yuǎn)離錨板的區(qū)域；在雙錨板穿筋錨固節(jié)點(diǎn)和90。彎鉤錨固節(jié)點(diǎn)中,反復(fù)荷載作用下與鋼梁翼緣連接處錨板出現(xiàn)向外鼓屈現(xiàn)象,這種破壞對錨筋的受力性能不利,應(yīng)采取措施改變構(gòu)造。 試驗(yàn)結(jié)果與有限元軟件ABAQUS分析結(jié)果進(jìn)行了比較,試驗(yàn)結(jié)果與有限元分析結(jié)果基本吻合。在此基礎(chǔ)上通過有限元模擬分析得知,在滿足基本構(gòu)造要求的前提下,改變錨板厚度、錨筋布置方式能顯著改變這兩種節(jié)點(diǎn)的承載力和抗震性能；在這兩種節(jié)點(diǎn)形式下較高的軸壓比對承載力和延性有不利的影響。 在總結(jié)本論文基礎(chǔ)上,提出了一些尚待解決的問題。需要進(jìn)行大量試驗(yàn)來研究錨筋截面面積、錨板厚度、錨板長度、錨筋布置和混凝土強(qiáng)度等因素對鋼梁與混凝土剪力墻平面外節(jié)點(diǎn)試件抗震性能的影響；完善對該節(jié)點(diǎn)形式破壞模式的研究并建立合理的破壞模型,根據(jù)大量的試驗(yàn)數(shù)據(jù)推導(dǎo)出鋼梁與混凝土剪力墻平面外節(jié)點(diǎn)的承載力計(jì)算公式。
[Abstract]:In recent years, hybrid structure system has been widely used in high-rise and super-tall buildings in our country, but at present, the related research mainly focuses on the structural failure pattern of this kind of structure system under rare earthquake. On the whole parameters such as the relative displacement control of the structure under seismic action, there are few researches on the external joints of steel beam and concrete shear wall, which have great influence on the total displacement and stiffness. The joint of steel beam and concrete shear wall is in the state of bending, shear, compression and complex stress, so the mechanical behavior and failure mechanism of this type of joint are deeply studied, so that the transmission force of the joint design is clear and the calculation is reliable. The structure is reasonable and the construction convenience is very important. On the basis of previous studies, the joints of group 1 (3 specimens) and group 1 (3 specimens) of double anchor plate with reinforcement anchoring are studied. The load-bearing capacity and seismic behavior of the two joints under low cyclic cyclic loading were studied by means of low-cycle repeated load tests. The finite element analysis was carried out with ABAQUS. Based on the experimental data and experimental phenomena, the failure patterns, hysteretic curves, bearing capacity, stiffness degradation, ductility, energy dissipation capacity and strain of the main parts of the specimens under low cyclic cyclic loading are analyzed. The results show that the joint and 90. The experimental results show that the anchor plate on the back of the wall can improve the anchoring performance of the anchor bar, so it can effectively improve the bearing capacity and deformation capacity. There is no obvious difference in ductility and energy dissipation capacity between bending hook and anchoring joints. Under the action of off-plane bending moment and axial pressure, the shear wall is subjected to non-uniform force and makes the longitudinal and horizontal steel bar strain larger. There is an effective force range around the anchor plate along the direction of the wall height and the width of the wall. The stress in the direction of height and width of shear wall is higher than that in the area far away from anchor plate in the direction of height and width of shear wall; In the bending hook Anchorage joint, the external bulging and bending of the anchor plate at the joint with the steel beam flange under repeated loads is unfavorable to the mechanical behavior of the anchor bar, so some measures should be taken to change the structure. The experimental results are compared with the results of finite element analysis software ABAQUS. The experimental results are in good agreement with the results of finite element analysis. On this basis, the finite element simulation analysis shows that under the premise of meeting the basic structural requirements, the anchor reinforcement arrangement can significantly change the bearing capacity and seismic performance of the two joints by changing the thickness of the anchor plate. The higher axial compression ratio has adverse effects on bearing capacity and ductility. Based on the conclusion of this paper, some problems remain to be solved. A large number of tests are needed to study the effects of such factors as the cross-section area of anchor bar, the thickness of anchor plate, the length of anchor plate, the arrangement of anchor bars and the strength of concrete on the seismic behavior of steel beam and concrete shear wall specimens. The failure mode of the joint is studied and a reasonable failure model is established. Based on a large number of experimental data, the formula for calculating the bearing capacity of the steel beam and concrete shear wall off-plane joint is derived.
【學(xué)位授予單位】：沈陽建筑大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2013
【分類號】：TU973.14;TU973.31

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