【摘要】：鋼框架內(nèi)嵌鋼板剪力墻是一種有效的雙重抗側(cè)力結(jié)構(gòu)體系，其具有優(yōu)越的耗能能力和良好的延性，在抗震地區(qū)的高層建筑中有著很好的應(yīng)用前景。工程中廣泛設(shè)置加勁肋來提高鋼板剪力墻的初始剛度和穩(wěn)定承載力，減輕滯回曲線的捏縮。我國高鋼規(guī)（JGJ-98）中給出了鋼板剪力墻的設(shè)計方法，但規(guī)程設(shè)計方法難以指導(dǎo)實際工程的設(shè)計。本文采用理論分析、試驗研究和數(shù)值分析相結(jié)合的方法，對考慮有限豎向荷載的豎向加勁鋼板剪力墻進(jìn)行了研究，主要完成了以下有特色的工作： （1）、設(shè)計了3個縮尺比為1/3的豎向加勁鋼板剪力墻模型試件，，分別對其進(jìn)行了單向推覆試驗和低周往復(fù)試驗，并對試驗現(xiàn)象和數(shù)據(jù)曲線進(jìn)行了詳細(xì)分析。試驗結(jié)果表明：豎向加勁鋼板剪力墻首先發(fā)生區(qū)格內(nèi)的局部失穩(wěn)，然后整體屈曲破壞；剪力墻區(qū)格屈曲前，豎向加勁肋的應(yīng)力較小，區(qū)格屈曲后，豎向加勁肋的應(yīng)力會急劇增加，最后局部屈曲破壞；一定范圍內(nèi)的豎向荷載對鋼板剪力墻的抗側(cè)剛度、骨架曲線、屈服承載能力和極限承載能力等的影響均較小。 （2）、建立了合理的精細(xì)化加勁鋼板剪力墻有限元模型，并對其進(jìn)行了靜力推覆分析和往復(fù)加載分析。與試驗情況對比，本文有限元模型能夠較好地模擬鋼板剪力墻在單向和往復(fù)荷載作用下的受力性能�？疾炝瞬煌Q向荷載下鋼板剪力墻的性能，結(jié)果表明，豎向荷載對加勁鋼板剪力墻的極限承載力和極限位移影響較大，但對其初始剛度影響不大。往復(fù)加載時豎向荷載對鋼板剪力墻的初始割線剛度影響不大，而對其后期割線剛度影響較多。一定范圍內(nèi)的豎向荷載對鋼板剪力墻的性能基本沒有影響。 （3）、研究了純剪、簡支條件下的完善豎向加勁鋼板剪力墻的加勁肋門檻剛度及彈性屈曲臨界應(yīng)力。結(jié)果表明，板梁的橫向加勁肋設(shè)計計算公式可用于豎向加勁鋼板剪力墻，能有較好的精確度。分析了豎向加勁鋼板剪力墻對初始缺陷的敏感性，并對其進(jìn)行了考慮初始屈曲缺陷的非線性屈曲分析。分析結(jié)果表明，初始屈曲缺陷對豎向加勁鋼板剪力墻屈曲荷載影響較大，此時門檻剛度應(yīng)放大一定數(shù)值。 （4）、采用有限元對鋼板剪力墻的彈塑性屈曲性能進(jìn)行了研究，擬合了四邊簡支鋼板剪力墻不考慮屈曲后性能和考慮屈曲后性能的彈塑性穩(wěn)定計算公式，公式具有較高精度，且便于工程設(shè)計。
[Abstract]:Steel frame shear wall embedded with steel plate is an effective dual lateral force resisting structure system, which has excellent energy dissipation capacity and good ductility, and has a good application prospect in high-rise buildings in seismic area. In order to improve the initial stiffness and stable bearing capacity of steel plate shear wall, stiffener ribs are widely set up in order to reduce the pinch of hysteretic curve. The design method of steel plate shear wall is given in high steel gauge (JGJ-98) in our country, but the design method of code is difficult to guide the design of practical engineering. In this paper, the method of theoretical analysis, experimental study and numerical analysis is used to study the vertical stiffened steel plate shear wall with finite vertical load. The main works are as follows: (1) Three vertical stiffened steel plate shear wall model specimens with a scale ratio of 1 / 3 were designed. The unidirectional push-over test and low-cycle reciprocating test were carried out, and the experimental phenomena and data curves were analyzed in detail. The experimental results show that local buckling occurs in the vertical stiffened steel plate shear wall first, and then the whole buckling failure occurs. Before lattice buckling of shear wall, the stress of vertical stiffener is smaller. After buckling, the stress of vertical stiffener will increase sharply, and finally the local buckling will be destroyed. The vertical loads in a certain range have little effect on the lateral stiffness, skeleton curve, yield bearing capacity and ultimate bearing capacity of steel plate shear wall. (2) the finite element model of steel plate shear wall is established, and the static and reciprocating load analysis is carried out. Compared with the experimental results, the finite element model in this paper can well simulate the behavior of steel plate shear wall under unidirectional and reciprocating loads. The behavior of steel plate shear wall under different vertical loads is investigated. The results show that vertical load has great influence on ultimate bearing capacity and ultimate displacement of stiffened steel plate shear wall, but has little effect on its initial stiffness. The vertical load has little effect on the initial Secant stiffness of the steel plate shear wall, but has more effect on the Secant stiffness of the steel plate shear wall in the later stage. The vertical load in a certain range has no effect on the performance of steel plate shear wall. (3) the threshold stiffness and critical stress of elastic buckling of perfect vertical stiffened steel plate shear wall under pure shear and simple support are studied. The results show that the design formula of transverse stiffening rib of slab beam can be applied to the vertical stiffened steel plate shear wall with good accuracy. The sensitivity of vertical stiffened steel plate shear walls to initial defects is analyzed, and the nonlinear buckling analysis considering initial buckling defects is carried out. The results show that the initial buckling defect has a great effect on the buckling load of the vertical stiffened steel plate shear wall and the threshold stiffness should be enlarged by a certain value. (4) the elastoplastic buckling behavior of steel plate shear wall is studied by finite element method, and the formula of elastoplastic stability of steel plate shear wall with simply supported steel plate with four sides is fitted, which does not consider the post-buckling performance and takes into account the post-buckling behavior. The formula has high accuracy. And it is convenient for engineering design.
【學(xué)位授予單位】：江蘇科技大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2013
【分類號】：TU392

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