本文選題：方鋼管混凝土組合異形柱 + 擬靜力試驗　； 參考：《天津大學(xué)》2014年碩士論文

【摘要】：近年來方鋼管混凝土組合異形柱框架結(jié)構(gòu)逐漸在多層住宅中推廣應(yīng)用,為了研究其抗震性能,本文對三榀兩層單跨的方鋼管混凝土組合異形柱-H型鋼梁框架在恒定軸壓力和往復(fù)水平力作用下的力學(xué)性能進(jìn)行了試驗研究,主要考察不同的軸壓比和梁柱線剛度比對其力學(xué)性能的影響。由試驗結(jié)果發(fā)現(xiàn),方鋼管混凝土組合異形柱-H型鋼梁框架具有良好的耗能能力和延性,強(qiáng)度和剛度退化不明顯,具有良好的抗震性能。軸壓比的增加會降低試件的延性和耗能能力,但能增加試件的承載力;梁柱剛度比的增加會增大試件的延性和耗能能力,減小承載力;而框架的剛度退化受梁柱線剛度比作用不明顯,會隨著軸壓比的增加略微加劇。建立了兩種有限元模型,分別是有接觸單元和無接觸單元的有限元模型,并將兩種有限元模型與試驗結(jié)果作對比。經(jīng)過對比發(fā)現(xiàn),兩種有限元模型的應(yīng)力變化基本同步,服從梁端首先形成塑性鉸,隨后柱腳屈服的破壞模式。有接觸單元的有限元模型比無接觸單元的有限元模型計算更精確,更符合試驗規(guī)律。后使用無接觸單元建立了與試驗試件完全相同的有限元模型,將其計算結(jié)果與試驗結(jié)果作對比,發(fā)現(xiàn)無接觸單元的有限元模型計算結(jié)果總體擬合較好,其計算所得承載力和延性都較試驗結(jié)果略偏高。但有接觸單元的計算所需時間是無接觸單元的五倍,應(yīng)視所需計算精度和計算時間選取合適的計算模型。使用經(jīng)試驗驗證的有限元模型對SCFST框架進(jìn)行參數(shù)化分析,考察其在不同軸壓比作用下的力學(xué)性能,發(fā)現(xiàn)所有框架都有很好的耗能能力和延性,但當(dāng)軸壓比達(dá)到0.6時,柱腳會先于梁端屈服。隨軸壓比的增加框架的耗能能力、延性和承載力都會降低。通過改變梁尺寸和跨度的方法改變框架的梁柱線剛度比,對比6個不同梁柱線剛度比的SCFST框架,發(fā)現(xiàn)框架的承載力和延性隨著線剛度比的增加而增大,并且加大梁高是提高框架承載力更有效途徑,減小跨度是加大試件延性更有效的方法。通過五個不同加勁肋間距的框架在滯回荷載下的分析發(fā)現(xiàn),加勁肋間距較大的試件,連接板在位移較大會大面積屈服,而加勁肋間距較密的構(gòu)件,會造成連接板受力不均勻,在節(jié)點(diǎn)處應(yīng)力較大,因此從分析結(jié)果可以認(rèn)為加勁肋間距與連接板寬度之比為1.75時連接板受力情況最好。
[Abstract]:In recent years, concrete-filled square steel tube (CFST) composite special-shaped column frame structure has been popularized and applied in multi-story residential buildings, in order to study its seismic performance, In this paper, the mechanical properties of three concrete-filled square steel tubular composite columns with two stories and one span under constant axial pressure and reciprocating horizontal force are studied experimentally. The effects of axial compression ratio and Liang Zhu line stiffness ratio on mechanical properties were investigated. It is found from the test results that the steel beam frame with concrete-filled square steel tubular composite special-shaped column has good energy dissipation capacity and ductility, strength and stiffness degradation is not obvious, and has good seismic performance. The increase of axial compression ratio will decrease the ductility and energy dissipation capacity of the specimen, but increase the bearing capacity of the specimen, increase the Liang Zhu stiffness ratio will increase the ductility and energy dissipation capacity of the specimen, and reduce the bearing capacity. However, the stiffness degradation of the frame is not obvious by the Liang Zhu line stiffness ratio, and will be slightly aggravated with the increase of axial compression ratio. Two kinds of finite element models, one with contact element and the other without contact element, are established, and the two finite element models are compared with the experimental results. By comparison, it is found that the stress changes of the two finite element models are basically synchronous, and the failure mode of plastic hinge is first formed from the end of the beam and then the column foot yields. The finite element model with contact element is more accurate than the finite element model without contact element. The finite element model which is exactly the same as the test specimen is established by using the contactless element, and the calculated results are compared with the experimental results. It is found that the finite element model of the contactless element fits well in the whole. The calculated bearing capacity and ductility are slightly higher than the experimental results. However, the calculation time of the contact element is five times that of the non-contact element, and the appropriate calculation model should be selected according to the required calculation accuracy and calculation time. The finite element model is used to parameterize the SCFST frame. The mechanical properties of SCFST frame under different axial compression ratios are investigated. It is found that all the frames have good energy dissipation capacity and ductility, but when the axial compression ratio reaches 0.6, The foot of the column will yield before the end of the beam. With the increase of axial compression ratio, the energy dissipation capacity, ductility and bearing capacity of the frame will decrease. By changing the beam size and span, the Liang Zhu linear stiffness ratio of the frame is changed, and six different Liang Zhu linear stiffness ratios are compared. It is found that the bearing capacity and ductility of the frame increase with the increase of the linear stiffness ratio. Increasing the beam height is a more effective way to increase the bearing capacity of the frame, and reducing the span is a more effective way to increase the ductility of the specimens. Through the analysis of five frames with different stiffening rib spacing under hysteretic load, it is found that the specimens with larger stiffening rib spacing will yield in a large area when the displacement is large, while the members with more stiffened rib spacing will cause the joint plate to be subjected to uneven forces. The stress at the joint is large, so it is considered that when the ratio of stiffened rib spacing to the width of the connecting plate is 1.75, the stress of the connection plate is the best.
【學(xué)位授予單位】：天津大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2014
【分類號】：TU398.9;TU352.11

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 薛建陽;高亮;劉祖強(qiáng);趙鴻鐵;葛鴻鵬;;空腹式型鋼混凝土異形柱中框架擬靜力試驗及有限元分析[J];建筑結(jié)構(gòu)學(xué)報;2012年08期

2 周婷;陳志華;劉紅波;閆翔宇;;汶川縣映秀鎮(zhèn)方鋼管混凝土異形柱結(jié)構(gòu)抗震性能研究[J];振動與沖擊;2012年04期

3 王先鐵;郝際平;周觀根;馬尤蘇夫;樊春雷;;方鋼管混凝土柱-鋼梁平面框架抗震性能試驗研究[J];建筑結(jié)構(gòu)學(xué)報;2010年08期

4 王先鐵;郝際平;周觀根;張耀;馬尤蘇夫;;兩層兩跨方鋼管混凝土框架抗震性能試驗研究[J];地震工程與工程振動;2010年03期

5 榮彬;陳志華;周婷;;L形方鋼管混凝土組合異形短柱的軸壓強(qiáng)度研究[J];工業(yè)建筑;2009年11期

6 陳志華;榮彬;;L形方鋼管混凝土組合異形柱的軸壓穩(wěn)定性研究[J];建筑結(jié)構(gòu);2009年06期

7 楊濤;張喜德;;T形截面鋼骨混凝土異形柱框架抗震性能[J];土木建筑與環(huán)境工程;2009年02期

8 李斌;任利民;;矩形鋼管混凝土框架結(jié)構(gòu)受力性能試驗研究[J];工程力學(xué);2009年02期

9 王文達(dá);韓林海;;鋼管混凝土框架結(jié)構(gòu)力學(xué)性能非線性有限元分析[J];建筑結(jié)構(gòu)學(xué)報;2008年06期

10 栗增欣;郭成喜;;軸心受壓L形柱的有限元非線性分析[J];鋼結(jié)構(gòu);2008年05期

相關(guān)博士學(xué)位論文 前5條

1 周婷;方鋼管混凝土組合異形柱結(jié)構(gòu)力學(xué)性能與工程應(yīng)用研究[D];天津大學(xué);2012年

2 劉祖強(qiáng);型鋼混凝土異形柱框架抗震性能及設(shè)計方法研究[D];西安建筑科技大學(xué);2012年

3 王文達(dá);鋼管混凝土柱—鋼梁平面框架的力學(xué)性能研究[D];福州大學(xué);2006年

4 趙艷靜;鋼筋混凝土異形柱結(jié)構(gòu)體系理論與試驗研究[D];天津大學(xué);2004年

5 王丹;鋼筋混凝土框架異形柱設(shè)計理論研究[D];大連理工大學(xué);2002年

，

本文編號：1987689