本文選題：板柱節(jié)點(diǎn) + 柱截面形狀��； 參考：《湖南大學(xué)》2015年碩士論文

【摘要】：鋼筋混凝土板柱結(jié)構(gòu)是一種常用的結(jié)構(gòu)形式,它具有施工支模簡(jiǎn)單,結(jié)構(gòu)本身高度較小,可以減少建筑物的層高,從而降低建筑物的造價(jià)等優(yōu)點(diǎn),多用于車庫、住宅等建筑,在歐美等國(guó)得到廣泛的應(yīng)用。為滿足使用者對(duì)房屋結(jié)構(gòu)的建筑功能、結(jié)構(gòu)布置等方面的不同需求,實(shí)際結(jié)構(gòu)中可能出現(xiàn)平板由矩形或者圓形柱頭支撐的情況,另一方面,板柱-剪力墻結(jié)構(gòu)中的平板則可能由短肢剪力墻支撐。目前,國(guó)內(nèi)外學(xué)者對(duì)于矩形柱、圓柱板柱節(jié)點(diǎn)受沖切性能的試驗(yàn)研究相對(duì)較少,而縱向配筋率對(duì)板柱節(jié)點(diǎn)受沖切性能的影響也眾說紛紜,各國(guó)規(guī)范條文的受沖切承載力計(jì)算公式大多建立在半理論半經(jīng)驗(yàn)的基礎(chǔ)上,而并非基于失效機(jī)理層面的理論模型,進(jìn)一步完善對(duì)柱截面形狀、縱向配筋率對(duì)板柱節(jié)點(diǎn)受沖切性能影響的認(rèn)識(shí)是非常有必要的。為研究柱截面形狀及縱向配筋率對(duì)板柱節(jié)點(diǎn)受沖切性能的影響,本文在總結(jié)前人研究的基礎(chǔ)上,完成了10個(gè)軸心荷載作用下的板柱節(jié)點(diǎn)沖切破壞試驗(yàn)研究。試件尺寸為2550mm×2550mm×180mm。試驗(yàn)變量包括柱截面形狀和縱向配筋率:五種柱截面形狀(包括圓形、六邊形、方柱和矩形截面)、縱向配筋率取1.28%、0.86%兩種,單層雙向配置。通過試驗(yàn)獲取了荷載-中心撓度曲線、破壞形態(tài)、局部應(yīng)變分布和板內(nèi)斜裂縫發(fā)展過程數(shù)據(jù)等信息。結(jié)合試驗(yàn)結(jié)果和歷史試驗(yàn)數(shù)據(jù)進(jìn)行分析,主要結(jié)果表明:提高縱筋配筋率較為明顯的影響板柱節(jié)點(diǎn)試件的變形性能,能在一定程度上提高板柱節(jié)點(diǎn)受沖切承載力,試件在最大彎矩部位縱筋屈服后發(fā)生沖切破壞;加載短柱長(zhǎng)寬比在1到4之間變化時(shí),對(duì)沖切承載力無明顯影響,柱截面形狀對(duì)受沖切承載力的不利影響的根本原因是沖切截面計(jì)算周長(zhǎng)與板截面有效高度之比增大導(dǎo)致的應(yīng)力集中現(xiàn)象;現(xiàn)行GB50010-2010規(guī)范的沖切錐面傾角、圓柱板柱節(jié)點(diǎn)的受沖切承載力計(jì)算方法存在不合理之處;板內(nèi)斜裂縫首先在靠近柱邊的中上部區(qū)域形成,然后向上下發(fā)展發(fā)生沖切破壞,沖切破壞過程并非呈理想塑性。綜合比較國(guó)際上廣泛應(yīng)用的四種規(guī)范可以認(rèn)為,歐洲規(guī)范和歐洲模式規(guī)范能較好的反映縱筋配筋率和柱截面對(duì)板柱節(jié)點(diǎn)受沖切破壞承載力的影響。本文基于雙剪強(qiáng)度準(zhǔn)則和剛塑性理論推導(dǎo)了板柱節(jié)點(diǎn)受沖切破壞承載力計(jì)算的理論公式,公式計(jì)算值與本文試驗(yàn)值吻合良好,將該理論公式與收集到的歷史數(shù)據(jù)對(duì)比,也吻合良好。
[Abstract]:Reinforced concrete slab-column structure is a kind of common structural form. It has the advantages of simple construction formwork, small height of structure itself, which can reduce the floor height of buildings and thus reduce the cost of buildings, etc. It is often used in buildings such as garages, residential buildings, etc. In Europe and the United States and other countries have been widely used. In order to meet the different needs of the users on the building function and layout of the building structure, the actual structure may be supported by rectangular or circular columns, on the other hand, The plate in the slab-column-shear wall structure may be supported by the short-leg shear wall. At present, there are few experimental studies on punching behavior of rectangular column and cylindrical plate-column joints, and there are different opinions about the influence of longitudinal reinforcement ratio on punching shear performance of plate-column joints. Most of the calculation formulas of punching shear capacity of national specifications are based on semi-theoretical and semi-empirical, but not on the theoretical model of failure mechanism to further improve the cross-section shape of columns. It is necessary to understand the influence of longitudinal reinforcement ratio on punching behavior of plate-column joints. In order to study the influence of column section shape and longitudinal reinforcement ratio on punching shear behavior of slab-column joints, the experimental research of punching shear failure of slab-column joints under 10 axial loads has been completed on the basis of summarizing previous studies. The size of the specimen is 2550mm 脳 2550mm 脳 180mm. The test variables include column section shape and longitudinal reinforcement ratio: five column cross-section shapes (including circular, hexagonal, square column and rectangular section), longitudinal reinforcement ratio of 1.28% 0.86%, single-layer two-way configuration. The information of load-center deflection curve, failure pattern, local strain distribution and the development process of inclined cracks in the plate were obtained by experiments. Combined with the test results and the historical test data, the main results show that increasing the reinforcement ratio of longitudinal reinforcement significantly affects the deformation performance of the slab-column joints, and can improve the punching capacity of the slab-column joints to a certain extent. When the ratio of length to width of the short column changes from 1 to 4, the shear capacity is not affected obviously. The fundamental cause of the negative effect of column section shape on the punching capacity is the stress concentration phenomenon caused by the increase of the ratio between the calculated circumference of the punching section and the effective height of the plate section. The calculation method of punching capacity of cylindrical plate-column joints is unreasonable, and the inclined cracks in the plate are formed in the upper and middle parts near the column edge, then the punching failure occurs up and down, and the process of punching failure is not ideal plastic. Compared with the four codes widely used in the world, it can be concluded that the European Code and the European Model Code can better reflect the influence of the reinforcement ratio of longitudinal reinforcement and column section on the punching shear failure capacity of plate-column joints. Based on the double shear strength criterion and rigid-plastic theory, the theoretical formula for calculating the punching failure capacity of plate-column joints is derived in this paper. The calculated value of the formula is in good agreement with the experimental value in this paper. The theoretical formula is compared with the historical data collected. It also fits well.
【學(xué)位授予單位】：湖南大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2015
【分類號(hào)】：TU375

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