【摘要】：近年來,隨著高層建筑層數(shù)的不斷增加,對柱子抗震性能的要求也越來越高。如何在減小柱截面尺寸的同時提高柱子的承載力和抗震性能是一個熱點問題。本文利用空間鋼構(gòu)架和鋼管對核心混凝土的約束作用,提出了一種新型的鋼-混凝土組合柱即:空間鋼骨架-鋼骨混凝土柱。該結(jié)構(gòu)形式是在外側(cè)用空間鋼構(gòu)架代替普通鋼筋籠,同時內(nèi)側(cè)配置不同形式鋼骨并澆筑混凝土構(gòu)成的組合柱。本課題組通過對7個空間鋼構(gòu)架-鋼骨混凝土柱進行低周反復荷載作用下試驗研究和有限元分析,探究了這種新型組合柱的抗震性能。并通過理論分析,推導了偏壓空間鋼構(gòu)架-鋼骨混凝土柱極限承載力計算公式。以配鋼率(角鋼肢長)、軸壓比、不同鋼骨形式為設計參數(shù)設計了6個空間鋼構(gòu)架-鋼骨混凝土柱試件以及1個外側(cè)為普通鋼筋骨架的混凝土柱作為對比試件。進行了低周反復荷載作用下試驗研究,在試驗過程中,主要觀察并記錄試件的破壞形態(tài)、裂縫發(fā)展、測點應變以及極限承載力等試驗數(shù)據(jù)。分析了滯回曲線、骨架曲線、剛度退化曲線、耗能性能曲線等抗震性能指標。試驗表明增大角鋼肢長(提高含鋼率)和降低軸壓比可以較明顯地改善空間鋼構(gòu)架-鋼骨混凝土柱的變形能力和極限承載力�？臻g鋼構(gòu)架-鋼骨混凝土柱均表現(xiàn)出典型的彎曲破壞類型,滯回曲線飽滿無明顯捏縮現(xiàn)象,極限承載力大,抗震性能好。利用大型有限元軟件ABAQUS建立空間了鋼構(gòu)架-鋼骨混凝土柱非線性有限元模型。在對試驗試件驗證的基礎上,選取軸壓比、內(nèi)外配筋率、內(nèi)外配箍率、方鋼管管壁厚度等作為參數(shù),并建模分析。模擬分析表明,提高空間鋼構(gòu)架綴條寬度、減小空間鋼構(gòu)架之間間距和增大鋼骨方鋼管管壁厚度等也可以提高空間鋼構(gòu)架-鋼骨混凝土柱受力性能。并得到了空間鋼構(gòu)架-鋼骨混凝土柱受力性能的主要因素:綜合套箍系數(shù)。在試驗研究和機理分析的基礎上,首先研究了方鋼管對核芯混凝土約束效應以及空間鋼構(gòu)架對混凝土的約束作用;得到了兩種不同的混凝土本構(gòu)關(guān)系計算模型。其次,采用三種不同的方法推導了這種新型空間鋼構(gòu)架-鋼骨混凝土柱偏心受壓極限承載力計算公式。得到的理論公式運算結(jié)果與試驗數(shù)據(jù)擬合均比較好;可為空間鋼構(gòu)架-鋼骨混凝土柱偏壓計算提供依據(jù)。
[Abstract]:In recent years, with the continuous increase in the number of tall buildings, the requirements for seismic performance of columns are becoming higher and higher. How to improve the bearing capacity and seismic performance of columns while reducing the section size is a hot issue. In this paper, a new type of steel-concrete composite column, namely, spatial steel skeleton and steel reinforced concrete column, is proposed by using the constraint of space steel frame and steel pipe on the core concrete. In this structure, space steel frame is used to replace the ordinary steel cage on the outside, at the same time, different forms of steel bone are arranged on the inner side and concrete composite columns are constructed. Through the experimental study and finite element analysis of seven spatial steel frame-steel reinforced concrete columns under low cyclic loading, the seismic behavior of the new composite columns is investigated. Through theoretical analysis, the formula for calculating ultimate bearing capacity of steel frame-steel reinforced concrete columns under eccentric compression is derived. Based on the design parameters of steel ratio (angle length), axial compression ratio and different steel form, six specimens of spatial steel frame-steel reinforced concrete column and one concrete column with normal reinforced frame outside were designed as contrast specimens. In the course of the test, the failure pattern, crack development, strain and ultimate bearing capacity of the specimen were observed and recorded. Seismic performance indexes such as hysteretic curve, skeleton curve, stiffness degradation curve and energy dissipation curve are analyzed. The experimental results show that the deformation capacity and ultimate bearing capacity of spatial steel frame-steel reinforced concrete columns can be improved obviously by increasing the angle length (increasing the steel content) and reducing the axial compression ratio. The spatial steel frame-steel reinforced concrete columns show typical bending failure type, the hysteretic curve is full without obvious pinch phenomenon, the ultimate bearing capacity is large, and the seismic performance is good. The nonlinear finite element model of steel frame-steel reinforced concrete column is established by using the large-scale finite element software ABAQUS. The axial compression ratio, internal and external reinforcement ratio, internal and external hoop ratio and wall thickness of square steel tube were selected as parameters on the basis of verification of test specimens. The simulation results show that the mechanical behavior of spatial steel frame-steel reinforced concrete columns can be improved by increasing the strip width of spatial steel frames, reducing the spacing between spatial steel frames and increasing the thickness of steel square steel pipe walls. The main factor of the mechanical performance of space steel frame-steel reinforced concrete column is the comprehensive hoop coefficient. On the basis of experimental study and mechanism analysis, the restraint effect of square steel tube on core concrete and the constraint effect of space steel frame on concrete are studied firstly, and two kinds of constitutive relation calculation models of concrete are obtained. Secondly, three different methods are used to calculate the eccentric ultimate bearing capacity of the new spatial steel frame-steel reinforced concrete column. The calculated results of the theoretical formula are fit well with the experimental data, which can provide the basis for the calculation of the bias pressure of the spatial steel frame-steel reinforced concrete column.
【學位授予單位】：蘇州科技大學
【學位級別】：碩士
【學位授予年份】：2017
【分類號】：TU398.9;TU352.11

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