發(fā)布時(shí)間：2018-01-29 19:15

  本文關(guān)鍵詞： 門式剛架 抗震性能 半剛性連接 擬靜力試驗(yàn) M-θ模型 有限元分析 恢復(fù)力模型　出處：《西安建筑科技大學(xué)》2013年博士論文　論文類型：學(xué)位論文

【摘要】：輕型門式剛架結(jié)構(gòu)具有良好的經(jīng)濟(jì)效益和抗震性能，在低層建筑中應(yīng)用廣泛。由于自重較輕，地震作用力較小，人們對于該結(jié)構(gòu)的抗震研究較少。但在后來的一些強(qiáng)烈地震中，結(jié)構(gòu)局部仍然會發(fā)生一定程度的破壞，嚴(yán)重的局部變形甚至?xí)鹫w結(jié)構(gòu)的倒塌，這引起了人們對其抗震性能研究的重視。 本文對1/2縮尺模型端板豎放、平放、斜放螺栓連接節(jié)點(diǎn)進(jìn)行滯回試驗(yàn)研究，每種節(jié)點(diǎn)形式3個(gè)試件。試驗(yàn)得到了節(jié)點(diǎn)的荷載-位移曲線、骨架曲線、剛度退化和螺栓內(nèi)力分布情況。研究表明：三種形式節(jié)點(diǎn)的破壞模式基本相似，均為距梁端約1.5倍梁大頭截面高度位置翼緣發(fā)生局部屈曲，構(gòu)件承載力達(dá)到峰值后迅速下降，呈脆性破壞形式。試件的荷載-位移滯回曲線飽滿程度不高，說明其塑性發(fā)展較小，耗能能力較差，地震作用下不能利用其塑性耗能能力，結(jié)構(gòu)設(shè)計(jì)應(yīng)按彈性階段考慮。端板厚度和螺栓強(qiáng)度對節(jié)點(diǎn)剛度影響較大，端板越厚，螺栓強(qiáng)度越高，節(jié)點(diǎn)剛度越大。但進(jìn)入彈塑性階段，端板越厚其剛度退化速度越快。綜合考慮三種節(jié)點(diǎn)的抗震性能，建議設(shè)計(jì)時(shí)優(yōu)先考慮使用端板豎放形式�？傊�，按“規(guī)程”設(shè)計(jì)的節(jié)點(diǎn)可滿足了“強(qiáng)節(jié)點(diǎn)，弱構(gòu)件”的抗震設(shè)計(jì)理念要求。 本文同時(shí)對1/3縮尺模型柱腳鉸接端板豎放節(jié)點(diǎn)的整體門式剛架結(jié)構(gòu)進(jìn)行擬靜力試驗(yàn)研究，，剛架的破壞模式為形成3個(gè)“屈曲鉸”的機(jī)構(gòu)：2個(gè)鉸位于梁的兩個(gè)端部，1個(gè)位于梁跨中截面薄弱處；試驗(yàn)得到了結(jié)構(gòu)的滯回曲線、骨架曲線、剛度、剛度退化及水平位移情況，并利用底部剪力法對其地震承載力進(jìn)行驗(yàn)算。結(jié)果表明：雖然該結(jié)構(gòu)延性、耗能能力較低，難以利用其塑性變形提高抗震性能；但由于結(jié)構(gòu)自重輕，地震作用力小，仍可較好滿足抗震設(shè)防要求。通過應(yīng)變數(shù)據(jù)的分析，發(fā)現(xiàn)塑性階段，近、遠(yuǎn)端梁應(yīng)變差異較大，并分析了影響結(jié)構(gòu)整體性能的因素，如局部屈曲、蒙皮效應(yīng)、楔率、翼緣寬厚比及腹板高厚比等。 本文通過有限元軟件對試驗(yàn)?zāi)Ｐ瓦M(jìn)行驗(yàn)證，并分析了試驗(yàn)?zāi)Ｐ驮徒Y(jié)構(gòu)的抗震性能，在此基礎(chǔ)上進(jìn)行參數(shù)分析，包括翼緣寬厚比、腹板高厚比和楔率對結(jié)構(gòu)抗震性能的影響。研究發(fā)現(xiàn)：梁翼緣寬厚比、腹板高厚比及楔率主要影響結(jié)構(gòu)的承載力和耗能情況；柱翼緣寬厚比、腹板高厚比及楔率主要影響結(jié)構(gòu)初始剛度、退化剛度和位移情況。在有限元參數(shù)分析結(jié)果上，擬合得到結(jié)構(gòu)屈服荷載、峰值荷載與破壞荷載之間的計(jì)算公式以及退化剛度、負(fù)剛度與初始剛度之間的計(jì)算公式。同時(shí)，本文提出了一種提高門式剛架整體抗震性能的支撐形式，有限元分析表明：帶支撐結(jié)構(gòu)比未設(shè)置支撐結(jié)構(gòu)承載力提高10%以上，耗能能力提高1.8倍。 在強(qiáng)化雙線性模型以及端板豎放節(jié)點(diǎn)滯回試驗(yàn)的基礎(chǔ)上，建立了該節(jié)點(diǎn)的M-θ簡化模型，與整體擬靜力試驗(yàn)及有限元模型對比發(fā)現(xiàn)，該簡化模型對結(jié)構(gòu)的屈服荷載與最大荷載計(jì)算較準(zhǔn)確，具有較高的工程意義。最后，本文提出了考慮翼緣寬厚比、腹板高比及楔率影響的門式剛架退化三線型恢復(fù)力模型，與試驗(yàn)結(jié)果吻合較好，為該結(jié)構(gòu)的抗震性能分析提供了一種簡化方法。 根據(jù)上述研究結(jié)果，對輕型門式剛架節(jié)點(diǎn)及整體結(jié)構(gòu)的抗震性能有了較全面認(rèn)識，可為相關(guān)規(guī)范修訂提供一定依據(jù)，并為日后展開更深入的研究奠定基礎(chǔ)。
[Abstract]:The light portal frame structure has good economic benefit and seismic performance, widely used in low rise buildings. Due to lighter weight, smaller earthquake force, people for the seismic research of the structure is less. But in some strong earthquake later, local structure may still occur to a certain degree of damage, serious local deformation even caused the collapse of the whole structure, which caused people to pay more attention to the seismic performance research.
In this paper, a 1/2 scale model of vertical end plate, flat, inclined bolt connections were tested to study the hysteretic, each node form of 3 specimens. The test node of the load displacement curve, skeleton curve, stiffness degradation and bolt stress distribution. The results show that: the failure mode of three kinds of form the nodes are similar, both from the end of the beam is about 1.5 times the bulk of beam section height position flange local buckling, peak bearing capacity decreased rapidly after the brittle failure form of specimens. The load displacement hysteretic curve is full degree is not high, the development of plastic energy dissipation capacity is poor, the smaller. Cannot use the plastic energy dissipation capacity under earthquake, the structure design should be considered according to the elastic stage. The thickness of the end plate and bolt strength has great effect on the stiffness of end plate thickness, bolt strength is high, the joint stiffness is greater. But in the elastic-plastic stage, the end plate The faster the degradation of the stiffness is, the more comprehensive consideration is given to the seismic performance of the three joints. It is suggested that the end plate vertical placement should be considered in the design. In conclusion, the nodes designed according to the "rules" can satisfy the requirements of the seismic design concept of "strong nodes and weak components".
This paper also put the whole portal node on the 1/3 scale model of hinged vertical end plate frame structure of pseudo static test, the failure mode of the frame for the formation of 3 "buckling hinge" mechanism: the two ends of the 2 hinge in beam, 1 in the mid span section is weak; test the hysteretic curve, skeleton curve, stiffness, stiffness degradation and horizontal displacement, and the checking of bearing capacity of the earthquake using the bottom shear method. The results show that although the ductility, energy dissipation capacity is low, it is difficult to use the plastic deformation to improve the seismic performance; but due to the structure of light weight the earthquake force, small, can better meet the anti-seismic requirements. Through the analysis of the strain data, found that the plastic stage, near the distal beam strain differences, and analyzes the factors affecting the overall performance of the structure, such as local buckling, skin effect, wedge ratio, flange width The thickness ratio and the thickness ratio of the web.
In this paper, to verify the test model by finite element software, and the analysis of the seismic performance test model of the prototype structure, based on the analysis of parameters, including the flange slenderness ratio, web depth thickness ratio and wedge ratio influence on seismic performance. The study found that: the flange width thickness ratio, web thickness ratio and high rate of wedge the main effect of the bearing capacity and energy dissipation structure; column flange slenderness ratio, web depth thickness ratio and wedge rate mainly affects the initial stiffness, stiffness degradation and displacement. The finite element analysis results in parameter fitting structure, yield load, peak load and the calculation formula between the failure load and stiffness degradation. Negative stiffness and initial stiffness between the calculation formula proposed in this paper. At the same time, support for improving the overall seismic performance of portal frame, finite element analysis showed that the supporting structure than the support structure is not set The bearing capacity is raised by more than 10%, and the energy dissipation capacity is increased by 1.8 times.
In strengthening the bilinear model and vertical end plate connections hysteretic test based on the set up of the node M- theta model, and found the whole quasi comparative static test and finite element model, the simplified model of yield load structure and maximum load calculation is more accurate, and has high engineering significance. Finally, this paper considering the flange slenderness ratio, web portal effect and high rate of wedge frame three linear force restoring model agree well with the experimental results, provides a simplified method for analysis of seismic performance of the structure.
According to the above results, a more comprehensive understanding of the seismic performance of portal frame and the overall structure of the node, can provide certain basis for the revision of relevant norms, and for the day after more study to lay the foundation.

【學(xué)位授予單位】：西安建筑科技大學(xué)
【學(xué)位級別】：博士
【學(xué)位授予年份】：2013
【分類號】：TU392.5;TU352.11

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 章軍,王元清,陳宏,石永久;地震作用下門式剛架輕型房屋鋼結(jié)構(gòu)的設(shè)計(jì)與分析[J];四川建筑科學(xué)研究;2004年02期

2 廖新軍,石永久,王元清,陳宏;門式剛架輕鋼結(jié)構(gòu)端板連接節(jié)點(diǎn)承載性能的有限元分析[J];四川建筑科學(xué)研究;2005年01期

3 高軒能;李琨;;變截面門式剛架地震反應(yīng)研究進(jìn)展[J];四川建筑科學(xué)研究;2008年03期

4 崔文杰;吳乃森;羅加智;;門式剛架中半剛性節(jié)點(diǎn)的性能探討[J];低溫建筑技術(shù);2006年01期

5 張雷明,張昌金;多點(diǎn)激勵(lì)下結(jié)構(gòu)地震響應(yīng)計(jì)算擬靜力位移法討論[J];工程抗震與加固改造;2005年04期

6 陳紹蕃;門式剛架端板螺栓連接的強(qiáng)度和剛度[J];鋼結(jié)構(gòu);2000年01期

7 完海鷹;周濤;;半剛性節(jié)點(diǎn)研究綜述及展望[J];鋼結(jié)構(gòu);2006年01期

8 陳紹蕃;;輕型門式剛架梁柱連接如何設(shè)計(jì)成剛性節(jié)點(diǎn)[J];鋼結(jié)構(gòu);2012年04期

9 楊志勇,鄭冰心,范么清;我國輕鋼結(jié)構(gòu)的發(fā)展現(xiàn)狀[J];國外建材科技;2003年03期

10 荊軍,石永久;節(jié)點(diǎn)剛度對輕型門式剛架結(jié)構(gòu)設(shè)計(jì)的影響[J];工業(yè)建筑;2000年05期

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