【摘要】：鋼管混凝土異形柱結(jié)構(gòu)在鋼筋混凝土異形柱結(jié)構(gòu)的基礎(chǔ)上發(fā)展而來(lái),其最大的優(yōu)點(diǎn)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(jié)構(gòu)無(wú)法在多高層建筑以及高抗震設(shè)防烈度地區(qū)應(yīng)用的缺陷,同時(shí)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(shì),具有廣闊的發(fā)展前景。近年來(lái)國(guó)內(nèi)外學(xué)者對(duì)于鋼管混凝土異形柱梁柱節(jié)點(diǎn)研究較少,且均側(cè)重于異形柱與鋼梁連接節(jié)點(diǎn),對(duì)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(diǎn)的受力與抗震性能研究尚未見(jiàn)諸報(bào)道。本文在2012年湖北省自然科學(xué)基金項(xiàng)目(2012FFB05112)和2014年中央高校基本科研業(yè)務(wù)費(fèi)專項(xiàng)資金項(xiàng)目(WUT2014-IV-125)的資助下及課題組已有研究成果的基礎(chǔ)上,設(shè)計(jì)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(diǎn)和加強(qiáng)環(huán)筋連接節(jié)點(diǎn)。采用試驗(yàn)研究、有限元數(shù)值模擬和理論分析相結(jié)合的方法,研究?jī)深惞?jié)點(diǎn)的受力性能和抗震性能,主要研究?jī)?nèi)容及成果概括如下:(1)以牛腿長(zhǎng)度、端板厚度、高強(qiáng)螺栓直徑、設(shè)置加強(qiáng)肋與否、環(huán)筋直徑和環(huán)筋的設(shè)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(gè)外伸端板連接節(jié)點(diǎn)和7個(gè)加強(qiáng)環(huán)筋連接節(jié)點(diǎn)試件。通過(guò)靜力試驗(yàn)和低周往復(fù)加載試驗(yàn),探討了節(jié)點(diǎn)的破壞形態(tài)和內(nèi)力傳遞機(jī)理,并分析節(jié)點(diǎn)試件的荷載-位移滯回曲線、骨架曲線、位移和梁柱相對(duì)轉(zhuǎn)角延性以及耗能性能等力學(xué)特性。通過(guò)試驗(yàn)參數(shù)分析,確定了各影響因素對(duì)節(jié)點(diǎn)承載力及耗能能力的影響程度,進(jìn)而提出了節(jié)點(diǎn)設(shè)計(jì)建議和構(gòu)造措施。試驗(yàn)結(jié)果表明,兩類節(jié)點(diǎn)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(diǎn)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(qiáng)環(huán)筋連接節(jié)點(diǎn)曲線呈弓形,eh介于0.199~0.262,??介于2.88~4.51;兩類節(jié)點(diǎn)最大剪切角介于相對(duì)極限轉(zhuǎn)角的0.796%~4.488%之間,節(jié)點(diǎn)域剪切變形對(duì)結(jié)構(gòu)變形的影響幾乎可以忽略不計(jì);節(jié)點(diǎn)具有良好的抗震能力。(2)對(duì)實(shí)測(cè)節(jié)點(diǎn)試件的骨架曲線和滯回曲線進(jìn)行分析、擬合,采用去量綱化方法建立了兩類節(jié)點(diǎn)的恢復(fù)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(zhǔn)則構(gòu)成。將實(shí)測(cè)骨架曲線、滯回曲線與建立的恢復(fù)力模型曲線進(jìn)行對(duì)比,證明了本文確立的節(jié)點(diǎn)恢復(fù)力模型的正確性。(3)運(yùn)用非線性有限元軟件ABAQUS模擬分析單調(diào)加載和往復(fù)加載作用下節(jié)點(diǎn)的受力性能和抗震性能,并將計(jì)算結(jié)果與試驗(yàn)數(shù)據(jù)進(jìn)行對(duì)比,以驗(yàn)證有限元模型的合理性;通過(guò)對(duì)節(jié)點(diǎn)的工作機(jī)理和應(yīng)力分布特征進(jìn)行分析,揭示了節(jié)點(diǎn)的裂縫開(kāi)展過(guò)程及剪應(yīng)力變化規(guī)律,在此基礎(chǔ)上,考察了軸壓比、梁柱線剛度比、框架梁混凝土強(qiáng)度等級(jí)和框架梁配筋率對(duì)節(jié)點(diǎn)力學(xué)性能的影響。分析結(jié)果表明,梁端荷載-位移曲線的模擬計(jì)算值與試驗(yàn)值吻合較好;節(jié)點(diǎn)剪力主要由核心區(qū)形成的斜壓桿來(lái)承載,牛腿腹板承擔(dān)的比例較少;設(shè)置加勁肋可有效抑制端板撬曲變形,降低節(jié)點(diǎn)區(qū)應(yīng)力集度;梁端荷載達(dá)到極值時(shí),加強(qiáng)環(huán)筋連接節(jié)點(diǎn)牛腿翼緣外側(cè)1/3梁高范圍內(nèi)鋼管壁存在明顯鼓曲截面,可采用對(duì)此范圍內(nèi)鋼管進(jìn)行局部加厚以補(bǔ)強(qiáng)節(jié)點(diǎn);軸壓比及梁柱線剛度比對(duì)節(jié)點(diǎn)承載力較小,但增大線剛度比節(jié)點(diǎn)初始剛度出現(xiàn)了一定程度降低;提高框架梁混凝土強(qiáng)度等級(jí),兩類節(jié)點(diǎn)承載力均有所提高,其中,加強(qiáng)環(huán)筋連接節(jié)點(diǎn)表現(xiàn)得更為顯著;節(jié)點(diǎn)抗彎承載力均隨著配筋率的提高顯著增大,但當(dāng)框架梁配筋率超過(guò)1.8%后,承載力提高的幅值很小。(4)在試驗(yàn)和理論研究的基礎(chǔ)上,考慮端板厚度、螺栓直徑及加勁肋對(duì)節(jié)點(diǎn)連接處抗彎承載力的影響,建立了確定高強(qiáng)螺栓型號(hào)和端板尺寸的計(jì)算公式;通過(guò)對(duì)兩類節(jié)點(diǎn)核心區(qū)的內(nèi)力傳遞機(jī)理進(jìn)行分析,給出了節(jié)點(diǎn)水平剪力的計(jì)算方法;充分考慮軸向壓力、高強(qiáng)螺栓預(yù)應(yīng)力和翼緣部分混凝土的影響,建立了兩類節(jié)點(diǎn)核心區(qū)抗剪承載力計(jì)算公式,并與相關(guān)文獻(xiàn)的試驗(yàn)數(shù)據(jù)進(jìn)行了對(duì)比,結(jié)果顯示承載力計(jì)算值和試驗(yàn)值能很好吻合。研究成果將為編制異形鋼管混凝土結(jié)構(gòu)技術(shù)規(guī)程提供試驗(yàn)依據(jù)和理論支持。在總結(jié)全文工作的基礎(chǔ)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(xué)位授予單位】：武漢理工大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2015
【分類號(hào)】：TU398.9;TU352.11

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