【摘要】：鋼管混凝土異形柱結構在鋼筋混凝土異形柱結構的基礎上發(fā)展而來,其最大的優(yōu)點在于:利用外包鋼管提高核心混凝土的承載能力及延性,解決普通鋼筋混凝土異形柱結構無法在多高層建筑以及高抗震設防烈度地區(qū)應用的缺陷,同時兼具有普通異形柱可與墻體等厚、柱腳不突出墻面的優(yōu)勢,具有廣闊的發(fā)展前景。近年來國內外學者對于鋼管混凝土異形柱梁柱節(jié)點研究較少,且均側重于異形柱與鋼梁連接節(jié)點,對于鋼管混凝土異形柱與鋼筋混凝土梁的連接形式以及此類節(jié)點的受力與抗震性能研究尚未見諸報道。本文在2012年湖北省自然科學基金項目(2012FFB05112)和2014年中央高�；究蒲袠I(yè)務費專項資金項目(WUT2014-IV-125)的資助下及課題組已有研究成果的基礎上,設計制作T形鋼管混凝土組合柱-鋼筋混凝土梁外伸端板連接節(jié)點和加強環(huán)筋連接節(jié)點。采用試驗研究、有限元數(shù)值模擬和理論分析相結合的方法,研究兩類節(jié)點的受力性能和抗震性能,主要研究內容及成果概括如下:(1)以牛腿長度、端板厚度、高強螺栓直徑、設置加強肋與否、環(huán)筋直徑和環(huán)筋的設置方式為主要變化參數(shù),按照1:2的縮尺比例,制作了10個外伸端板連接節(jié)點和7個加強環(huán)筋連接節(jié)點試件。通過靜力試驗和低周往復加載試驗,探討了節(jié)點的破壞形態(tài)和內力傳遞機理,并分析節(jié)點試件的荷載-位移滯回曲線、骨架曲線、位移和梁柱相對轉角延性以及耗能性能等力學特性。通過試驗參數(shù)分析,確定了各影響因素對節(jié)點承載力及耗能能力的影響程度,進而提出了節(jié)點設計建議和構造措施。試驗結果表明,兩類節(jié)點傳力路徑明確,破壞形式均為混凝土梁上牛腿外端塑性鉸破壞;各試件滯回曲線飽滿,外伸端板連接節(jié)點曲線呈倒S形,等效粘滯阻尼系數(shù)eh介于0.147~0.176,位移延性系數(shù)??介于3.48~6.29;加強環(huán)筋連接節(jié)點曲線呈弓形,eh介于0.199~0.262,??介于2.88~4.51;兩類節(jié)點最大剪切角介于相對極限轉角的0.796%~4.488%之間,節(jié)點域剪切變形對結構變形的影響幾乎可以忽略不計;節(jié)點具有良好的抗震能力。(2)對實測節(jié)點試件的骨架曲線和滯回曲線進行分析、擬合,采用去量綱化方法建立了兩類節(jié)點的恢復力模型,該模型由三折線骨架曲線模型、剛度退化規(guī)律和滯回準則構成。將實測骨架曲線、滯回曲線與建立的恢復力模型曲線進行對比,證明了本文確立的節(jié)點恢復力模型的正確性。(3)運用非線性有限元軟件ABAQUS模擬分析單調加載和往復加載作用下節(jié)點的受力性能和抗震性能,并將計算結果與試驗數(shù)據(jù)進行對比,以驗證有限元模型的合理性;通過對節(jié)點的工作機理和應力分布特征進行分析,揭示了節(jié)點的裂縫開展過程及剪應力變化規(guī)律,在此基礎上,考察了軸壓比、梁柱線剛度比、框架梁混凝土強度等級和框架梁配筋率對節(jié)點力學性能的影響。分析結果表明,梁端荷載-位移曲線的模擬計算值與試驗值吻合較好;節(jié)點剪力主要由核心區(qū)形成的斜壓桿來承載,牛腿腹板承擔的比例較少;設置加勁肋可有效抑制端板撬曲變形,降低節(jié)點區(qū)應力集度;梁端荷載達到極值時,加強環(huán)筋連接節(jié)點牛腿翼緣外側1/3梁高范圍內鋼管壁存在明顯鼓曲截面,可采用對此范圍內鋼管進行局部加厚以補強節(jié)點;軸壓比及梁柱線剛度比對節(jié)點承載力較小,但增大線剛度比節(jié)點初始剛度出現(xiàn)了一定程度降低;提高框架梁混凝土強度等級,兩類節(jié)點承載力均有所提高,其中,加強環(huán)筋連接節(jié)點表現(xiàn)得更為顯著;節(jié)點抗彎承載力均隨著配筋率的提高顯著增大,但當框架梁配筋率超過1.8%后,承載力提高的幅值很小。(4)在試驗和理論研究的基礎上,考慮端板厚度、螺栓直徑及加勁肋對節(jié)點連接處抗彎承載力的影響,建立了確定高強螺栓型號和端板尺寸的計算公式;通過對兩類節(jié)點核心區(qū)的內力傳遞機理進行分析,給出了節(jié)點水平剪力的計算方法;充分考慮軸向壓力、高強螺栓預應力和翼緣部分混凝土的影響,建立了兩類節(jié)點核心區(qū)抗剪承載力計算公式,并與相關文獻的試驗數(shù)據(jù)進行了對比,結果顯示承載力計算值和試驗值能很好吻合。研究成果將為編制異形鋼管混凝土結構技術規(guī)程提供試驗依據(jù)和理論支持。在總結全文工作的基礎上,提出了本課題研究展望。
[Abstract]:Concrete filled steel tubular special-shaped column structure is developed on the basis of reinforced concrete special-shaped column structure. Its greatest advantages are: the use of outer steel tube to improve the bearing capacity and ductility of core concrete, to solve the common reinforced concrete special-shaped column structure can not be used in high-rise buildings and high seismic fortification area defects, at the same time. In recent years, scholars at home and abroad have little research on the beam-column joints of concrete filled steel tubular special-shaped columns, and all of them focus on the connection between special-shaped columns and steel beams. For the connection form of concrete filled steel tubular special-shaped columns and reinforced concrete beams, as well as In this paper, T-shaped concrete-filled steel tubular composite columns are designed and manufactured with the support of Hubei Natural Science Foundation in 2012 (2012 FFB05112) and China Central University Funding Project (WUT2014-IV-125) in 2014. The experimental study, finite element numerical simulation and theoretical analysis are combined to study the mechanical and seismic performance of the two types of joints. The main research contents and achievements are summarized as follows: (1) With the length of corbel, the thickness of end plate, the diameter of high-strength bolts, the reinforced ribs are set. Whether it is or not, the diameter of ring bars and the setting mode of ring bars are the main parameters. According to the scale of 1:2, 10 joints with extended end-plate and 7 joints with reinforced ring bars are manufactured. Hysteresis loops, skeleton curves, displacements, relative angular ductility of beams and columns, and energy dissipation performance are studied. The influence degree of each factor on the bearing capacity and energy dissipation capacity of the joints is determined by the analysis of test parameters. The design suggestions and construction measures of the joints are put forward. The hysteretic curves of the specimens are full, the joints of the extended end-plate are inverted S-shaped, the equivalent viscous damping coefficient EH is between 0.147 and 0.176, and the displacement ductility coefficient is between 3.48 and 6.29; the joints of the reinforced annular bars are arched, EH is between 0.199 and 0.262, and EH is between 2.88 and 4.51; the two types of joints are the most common. The large shear angle ranges from 0.796% to 4.488% of the relative ultimate rotation angle, and the influence of shear deformation in the joint domain on the structural deformation can be neglected. The joints have good seismic resistance. (2) The skeleton curve and hysteretic curve of the tested joints are analyzed and fitted, and the restoring force models of the two types of joints are established by using the de-dimensionalization method. The model is composed of three-fold skeleton curve model, stiffness degradation law and hysteretic criterion. The measured skeleton curve and hysteretic curve are compared with the established restoring force model curve, which proves the correctness of the proposed joint restoring force model. (3) Monotonic loading and cyclic loading are simulated and analyzed by nonlinear finite element software ABAQUS. Comparing the calculated results with the experimental data to verify the rationality of the finite element model; through the analysis of the working mechanism and stress distribution characteristics of the joints, the crack development process and shear stress variation law of the joints are revealed. On this basis, the axial compression ratio, beam-column ratio are investigated. The results show that the load-displacement curves at the end of the beam are in good agreement with the experimental values; the shear force of the joints is mainly supported by baroclinic bars formed in the core area, and the ratio of bracket webs is small; stiffening ribs can be effective. It can restrain the end-plate prying deformation and reduce the stress concentration in the joint area; when the load at the end of the beam reaches the extreme value, the steel tube wall of the reinforced ring-bar connection joint has obvious buckling section within the height of 1/3 beam of the outer flange of the corbel flange, and the steel tube can be partly thickened to reinforce the joint; the axial compression ratio and the beam-column stiffness ratio are smaller than the bearing capacity of the joint, but the beam-column stiffness ratio is lower. The increase of linear stiffness decreases to a certain extent compared with the initial stiffness of the joints; the increase of concrete strength grade of the frame beam improves the bearing capacity of the two types of joints, especially the reinforced ring-bar joints; the bending capacity of the joints increases significantly with the increase of reinforcement ratio, but when the reinforcement ratio of the frame beam exceeds 1.8%, the bearing capacity of the joints increases. (4) On the basis of experimental and theoretical research, considering the influence of end plate thickness, bolt diameter and stiffener rib on the bending capacity of the joint, the calculation formulas for determining the type of high-strength bolt and the size of end plate are established; the internal force transfer mechanism in the core area of the two types of joints is analyzed, and the joint level is given. Considering the influence of axial pressure, high strength bolt prestressing and flange concrete, the shear bearing capacity formulas of two kinds of joint core area are established and compared with the experimental data of related literature. The results show that the calculated values of bearing capacity and the experimental values are in good agreement. The research results will be used to compile special-shaped joints. The technical specification of concrete filled steel tubular structure provides experimental basis and theoretical support.
【學位授予單位】：武漢理工大學
【學位級別】：博士
【學位授予年份】：2015
【分類號】：TU398.9;TU352.11

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