發(fā)布時(shí)間：2018-10-22 14:08

【摘要】：現(xiàn)代梁柱式木結(jié)構(gòu)采用符合工業(yè)化標(biāo)準(zhǔn)的金屬連接件代替榫卯連接,其抗側(cè)力通常由框架梁柱和節(jié)點(diǎn)的抗彎能力提供。由于柱腳、梁柱的節(jié)點(diǎn)并不能做到完全的剛性連接,導(dǎo)致純梁柱體系具有有限的抗側(cè)能力。依據(jù)一體式的鋼-木組合結(jié)構(gòu)形式、同心斜撐構(gòu)架之型式、常見的綴條式格構(gòu)柱以及鋼筋綴件格構(gòu)柱的布置形式及其耗能原理,本文提出一種適合于裝配式結(jié)構(gòu)的抗側(cè)力鋼-木組合柱結(jié)構(gòu)形式,以彎折鋼筋為綴件結(jié)合木肢柱、橫梁抵抗水平側(cè)向力,用于結(jié)構(gòu)抗震耗能。本文主要采用ABAQUS數(shù)值模擬分析以及擬靜力試驗(yàn)研究相結(jié)合并互相驗(yàn)證的方法,研究鋼-木組合柱的抗側(cè)力性能。首先,采用軟件ABAQUS詳細(xì)說明了對(duì)鋼-木組合柱模型的鋼筋綴件細(xì)部尺寸優(yōu)選過程,并總結(jié)了三組鋼筋綴件不同彎折形式的鋼-木組合柱模型的類型。第二,完成了三組模型在水平低周反復(fù)荷載作用下的ABAQUS數(shù)值模擬分析。第三,完成了三組對(duì)應(yīng)模型的足尺試件的擬靜力試驗(yàn)研究。第四,通過對(duì)三組試件從模擬應(yīng)力狀態(tài)與試驗(yàn)破壞形態(tài)、荷載-位移滯回曲線、荷載-位移骨架曲線、極限承載力、延性系數(shù)、割線剛度退化規(guī)律、最大剛度、累積耗能及等效粘滯阻尼系數(shù)等方面進(jìn)行了數(shù)值模擬分析結(jié)果與試驗(yàn)研究結(jié)果的對(duì)比。得到的結(jié)論主要有以下幾點(diǎn):(1)三組試件的滯回曲線呈較為飽滿的弓形,其中ZHZA組的滯回曲線更飽滿,滯回環(huán)面積更大,有更好的耗能能力。(2)三組足尺試件的滯回曲線因鋼筋綴件不同彎折形式而有較大差異,表明鋼筋綴件的參數(shù)包括彎曲形式、彎曲尺寸與交叉連接等改變對(duì)鋼-木組合柱的抗側(cè)力性能影響較大。(3)ZHZA組平均延性系數(shù)是2.41、在破壞荷載時(shí)的等效粘滯阻尼系數(shù)是0.175,都是三組試件中最大的,表明試件ZHZA組在水平低周反復(fù)荷載作用下表現(xiàn)出良好的塑性變形能力和耗能能力。(4)三組試件在破壞荷載時(shí)的等效粘滯阻尼系數(shù)為0.152~0.175,比一般木骨架剪力墻(0.113~0.155)較大,并且遠(yuǎn)大于《建筑抗震設(shè)計(jì)規(guī)范》(GB50011-2010)中規(guī)定的結(jié)構(gòu)的一般阻尼比0.05,表明鋼-木組合柱的彎折鋼筋綴件與木肢柱、橫梁具有較好的協(xié)同工作性,耗能能力較好,能達(dá)到一般建筑結(jié)構(gòu)抗側(cè)力要求,因此抗側(cè)力鋼-木組合柱結(jié)構(gòu)形式是一種合理的結(jié)構(gòu)形式。(5)對(duì)比有限元分析與試驗(yàn)研究結(jié)果,兩者大體一致,所建立的有限元模型可以較為準(zhǔn)確地模擬鋼-木組合柱在試驗(yàn)加載過程中抗側(cè)力性能的變化。通過對(duì)三組鋼筋綴件不同彎折形式的鋼-木組合柱的ABAQUS數(shù)值模擬分析和擬靜力試驗(yàn)研究,明確了鋼-木組合柱的抗震耗能機(jī)理,為鋼-木組合柱在應(yīng)用于仿古建筑、度假木屋、木結(jié)構(gòu)別墅、園林小品、戶外木結(jié)構(gòu)、木屋會(huì)所、木結(jié)構(gòu)住宅、個(gè)別地區(qū)的竹木結(jié)構(gòu)裝配式房屋,以及既有建筑、古建筑的維護(hù)和抗震加固工作等實(shí)際工程中提供參考。
[Abstract]:Modern Liang Zhu type wooden structure adopts metal connectors conforming to industrialization standard instead of mortise joints, and its lateral force is usually provided by the flexural resistance of frame Liang Zhu and joints. Because of column foot, Liang Zhu's joints can not be connected completely, which leads to the limited anti-lateral ability of pure Liang Zhu system. According to the integrated steel-wood composite structure, the type of concentric diagonal braced frame, the common arrangement form and energy dissipation principle of the lattice column and reinforcing bar lattice column, In this paper, a kind of steel-wood composite column structure, which is suitable for assembly structure, is proposed. The beam is used to resist horizontal lateral force, and the bending steel bar is used to combine the wood limb column with the bending steel bar to resist the horizontal lateral force, which can be used for seismic energy dissipation of the structure. In this paper, the lateral force resistance of steel-wood composite columns is studied by means of ABAQUS numerical simulation and quasi-static test. Firstly, the process of selecting the details of reinforcing steel affixes of steel-wood composite column model is explained in detail by the software ABAQUS, and the types of steel-wood composite column model with different bending forms of three groups of reinforcing bar affixes are summarized. Secondly, the ABAQUS numerical simulation analysis of three groups of models under horizontal low cycle cyclic loading is completed. Thirdly, the pseudostatic test of three groups of full-scale specimens with corresponding models was completed. Fourth, through simulating stress state and test failure form, load-displacement hysteretic curve, load-displacement skeleton curve, ultimate bearing capacity, ductility coefficient, Secant stiffness degradation rule, maximum stiffness, The accumulative energy dissipation and the equivalent viscous damping coefficient are compared with the experimental results. The main conclusions are as follows: (1) the hysteretic curve of the three groups of specimens is more full, and the hysteretic curve of ZHZA group is fuller and the area of hysteresis loop is larger. (2) the hysteretic curves of three groups of full-scale specimens are different from each other because of the different bending forms of reinforcing bars, which indicates that the parameters of reinforcement affixes include bending forms. The change of bending size and cross connection has great influence on the lateral force resistance of steel-wood composite columns. (3) the average ductility coefficient of ZHZA group is 2.41, and the equivalent viscous damping coefficient is 0.175, which is the largest of the three groups of specimens. The results show that the ZHZA group shows good plastic deformation capacity and energy dissipation ability under horizontal low cycle repeated load. (4) the equivalent viscous damping coefficient of the three groups of specimens under failure load is 0.152 ~ 0.175, which is larger than that of the normal wood skeleton shear wall (0.113 ~ 0.155). Moreover, it is much larger than the general damping ratio of the structure specified in the Code for Seismic Design of buildings (GB50011-2010), which indicates that the flexural reinforcement of the steel-wood composite column has a good synergistic working capacity with the wooden limb column and the crossbeam, and the energy dissipation capacity is better. It can meet the requirement of lateral force resistance of general building structure, so the structure form of steel-wood composite column with resisting lateral force is a reasonable structural form. (5) comparing the results of finite element analysis and experimental research, the results are basically the same. The finite element model can accurately simulate the change of lateral force resistance of steel-wood composite columns under experimental loading. The aseismic energy dissipation mechanism of steel-wood composite columns with three groups of steel fasteners with different bending forms is studied by ABAQUS numerical simulation and quasi-static test. The results show that the steel-wood composite columns are used in antique buildings and holiday wooden houses. Wood structure villas, garden sketches, outdoor wooden structures, wooden house clubs, wooden structure houses, bamboo and wood structure prefabricated houses in individual areas, as well as existing buildings, maintenance and seismic reinforcement of ancient buildings, and other practical projects to provide reference.
【學(xué)位授予單位】：北京建筑大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2017
【分類號(hào)】：TU398.6

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 熊海貝;劉應(yīng)揚(yáng);姚亞;李冰陽;;梁柱式木結(jié)構(gòu)加固方法及抗側(cè)力性能試驗(yàn)研究[J];同濟(jì)大學(xué)學(xué)報(bào)(自然科學(xué)版);2016年05期

2 張富文;許清風(fēng);張晉;劉瓊;貢春成;;不同方式加固的榫卯節(jié)點(diǎn)木框架抗震性能試驗(yàn)研究[J];建筑結(jié)構(gòu)學(xué)報(bào);2016年S1期

3 周乾;;故宮太和殿某正身順梁榫卯節(jié)點(diǎn)加固分析[J];防災(zāi)減災(zāi)工程學(xué)報(bào);2016年01期

4 楊建林;葛金明;;梁柱端板連接節(jié)點(diǎn)柱翼緣、柱腹板加強(qiáng)方法有限元分析[J];結(jié)構(gòu)工程師;2015年05期

5 熊海貝;劉應(yīng)揚(yáng);姚亞;李冰陽;;碳纖維布加固梁柱式膠合木結(jié)構(gòu)抗側(cè)性能試驗(yàn)[J];同濟(jì)大學(xué)學(xué)報(bào)(自然科學(xué)版);2015年10期

6 潘福婷;王艷華;吳京;;鋼木組合柱的有限元分析及其設(shè)計(jì)[J];陰山學(xué)刊(自然科學(xué)版);2016年01期

7 熊海貝;李冰陽;劉應(yīng)揚(yáng);姚亞;;梁柱式木框架-支撐體系低周反復(fù)試驗(yàn)研究[J];結(jié)構(gòu)工程師;2015年01期

8 王明謙;宋曉濱;顧祥林;張?jiān)品?羅烈;;膠合木梁柱螺栓-鋼填板節(jié)點(diǎn)轉(zhuǎn)動(dòng)性能研究[J];建筑結(jié)構(gòu)學(xué)報(bào);2014年09期

9 熊海貝;劉應(yīng)揚(yáng);楊春梅;秦惠紀(jì);;梁柱式膠合木結(jié)構(gòu)體系抗側(cè)力性能試驗(yàn)[J];同濟(jì)大學(xué)學(xué)報(bào)(自然科學(xué)版);2014年08期

10 李澤深;李秀梅;鄭小偉;張克實(shí);;T形鋼連接梁柱半剛性節(jié)點(diǎn)滯回性能試驗(yàn)研究及數(shù)值分析[J];建筑結(jié)構(gòu)學(xué)報(bào);2014年07期

相關(guān)會(huì)議論文 前1條

1 王小盾;陳志華;白晶晶;李珊珊;安琦;;鋼木組合結(jié)構(gòu)的研究現(xiàn)狀與發(fā)展前景[A];'2011全國(guó)鋼結(jié)構(gòu)學(xué)術(shù)年會(huì)論文集[C];2011年

相關(guān)博士學(xué)位論文 前1條

1 馮宏;型鋼高強(qiáng)混凝土框架柱抗震性能研究[D];重慶大學(xué);2013年

相關(guān)碩士學(xué)位論文 前7條

1 李登輝;鋼—木組合梁抗彎性能研究[D];北京交通大學(xué);2016年

2 張旭陽;鋼筋綴件格構(gòu)柱抗震性能研究[D];北京建筑大學(xué);2015年

3 方超;鋼—木組合連接靜力性能研究[D];北京交通大學(xué);2015年

4 張峰;鋼—木屈曲約束支撐抗震性能研究[D];南京工業(yè)大學(xué);2015年

5 黃海棠;T型鋼梁柱半剛性連接節(jié)點(diǎn)在靜載作用下的極限承載性能研究[D];廣西大學(xué);2012年

6 馮志榮;大開孔木框架剪力墻受力性能研究[D];揚(yáng)州大學(xué);2007年

7 侯建芬;現(xiàn)代鋼木復(fù)合結(jié)構(gòu)建筑設(shè)計(jì)研究[D];東南大學(xué);2006年

，

本文編號(hào)：2287368