【摘要】：抬梁式、穿斗式木構(gòu)架作為中國(guó)古代大型木構(gòu)架建筑的代表,在中國(guó)古建筑歷史上占有非常重要的地位。抬梁式廣泛用于宮殿、寺廟等大型建筑,穿斗式則是在南方地區(qū)非常普遍。迄今很多研究認(rèn)為這兩類木構(gòu)架具有良好的力學(xué)性能。為了探討抬梁、穿斗式木構(gòu)架力學(xué)性能。本文根據(jù)歷史文獻(xiàn)記錄,以明清抬梁式、穿斗式木構(gòu)架為原型,通過結(jié)構(gòu)實(shí)際受力情況確定試驗(yàn)?zāi)Ｐ?按照清代工部《工程做法則例》和南捕廳實(shí)測(cè)數(shù)據(jù),制作二榀1：1.76木構(gòu)架縮尺模型。木構(gòu)架模型榫卯節(jié)點(diǎn),采用馬炳堅(jiān)先生所著《中國(guó)古建筑木作營(yíng)造技術(shù)》中記載的方法。根據(jù)古建筑木構(gòu)架與柱礎(chǔ)、柱頂?shù)倪B接條件,對(duì)試件的邊界條件和加載方式進(jìn)行了合理假定,對(duì)該二榀木構(gòu)架模型進(jìn)行了水平單調(diào)加載力學(xué)性能試驗(yàn)研究。試驗(yàn)現(xiàn)象表明脫榫是木構(gòu)架模型破壞的主要形式,梁、柱構(gòu)件變形較小,未出現(xiàn)受壓破損；在水平單調(diào)荷載作用下,節(jié)點(diǎn)拔榫量、轉(zhuǎn)角隨著控制位移的增大而不斷增加,抬梁、穿斗木構(gòu)架具有良好的變形能力,木構(gòu)架整體性能較好,穿斗式整體性優(yōu)于抬梁式。通過分析木構(gòu)架荷載.位移曲線,確定了木構(gòu)架峰值荷載,極限位移等,在加載位移相同情況下,抬梁式先于穿斗式達(dá)到峰值荷載。采用大型有限元分析軟件ABAQUS12.0對(duì)本次試驗(yàn)所采用的二榀木構(gòu)架進(jìn)行了受力分析。榫卯節(jié)點(diǎn)通過加入連接器單元來(lái)模擬木構(gòu)架的半剛性特性,榫卯節(jié)點(diǎn)半剛性參數(shù)運(yùn)用現(xiàn)有的研究成果,得出了木構(gòu)架的整體變形圖、內(nèi)力圖及各榫卯隨加載位移的轉(zhuǎn)角及內(nèi)力變化。通過荷載.位移曲線模擬結(jié)果與試驗(yàn)結(jié)果對(duì)比,得出ABAQUS模擬與試驗(yàn)結(jié)果吻合良好,計(jì)算精度高。并從模擬結(jié)果中得到抬梁、穿斗木構(gòu)架中榫卯先后進(jìn)入屈服的順序,比較兩類木構(gòu)架進(jìn)入屈服的不同。通過與試驗(yàn)結(jié)果對(duì)比分析,本文認(rèn)為《古建筑木結(jié)構(gòu)維護(hù)與加固技術(shù)規(guī)范》針對(duì)抬梁、穿斗木構(gòu)架側(cè)移殘損點(diǎn)界限過于保守,本文將抬梁式木構(gòu)架殘損點(diǎn)定義為160mm,穿斗殘損點(diǎn)定義到200mm。根據(jù)試驗(yàn)現(xiàn)象與有限元模擬結(jié)果對(duì)這兩類木構(gòu)架進(jìn)行了理論分析,通過對(duì)屋蓋的簡(jiǎn)化以及對(duì)部分榫卯節(jié)點(diǎn)鉸接假定,得出了一般木構(gòu)架簡(jiǎn)化分析模型,分析推導(dǎo)得出木構(gòu)架抗側(cè)剛度,并推導(dǎo)了不同節(jié)點(diǎn)梁?jiǎn)卧霓D(zhuǎn)角位移方程,以及柱的計(jì)算長(zhǎng)度,對(duì)豎向荷載產(chǎn)生的二階效應(yīng)進(jìn)行了分析,對(duì)木構(gòu)件進(jìn)行了彈塑性分析。通過對(duì)明清木構(gòu)架的靜力試驗(yàn)研究及有限元分析,得到的試驗(yàn)與理論數(shù)據(jù)分析結(jié)果具有理論意義和工程實(shí)用價(jià)值。
[Abstract]:As the representative of the large wooden frame architecture in ancient China, beamlift and bucket wooden frame play a very important role in the history of Chinese ancient architecture. Beam-lifting is widely used in large buildings such as palaces and temples, while bucket wear is common in the south. Up to now, many researches think that these two kinds of wood frame have good mechanical properties. In order to investigate the mechanical properties of the lifting beam and the bucket wooden frame. In this paper, according to the records of historical documents, the experimental model is determined by the actual force situation of the structure, taking the beam lifting type and the bucket type wooden frame of the Ming and Qing dynasties as the prototype, according to the measured data of the Ministry of Industry of the Qing Dynasty and the South arrest Hall. Two scale models of 1: 1.76 wood frame were made. The wood frame model mortise joint adopts the method recorded in Mr. Ma Bingjian's "Chinese Ancient Architecture Wood Construction Technology". According to the connection conditions between the wooden frame and the foundation of the ancient building and the column top, the boundary conditions and loading modes of the specimens were reasonably assumed, and the mechanical properties of the two wooden frame models under horizontal monotonic loading were studied. The test results show that mortifying is the main form of failure of wood frame model. The deformation of beam and column members is small and no compression damage occurs. Under the action of horizontal monotone load, the joint tenon and angle increase with the increase of the control displacement. The beam-piercing timber frame has good deformation ability, the overall performance of the wooden frame is better, and the holonomic of the wooden frame is better than that of the beam-lift type. The load of wood frame is analyzed. The peak load and limit displacement of wood frame are determined by the displacement curve. When the loading displacement is the same, the lifting beam reaches the peak load before the bucket. Two wooden frames used in this experiment were analyzed by finite element analysis software ABAQUS12.0. The joint of tenon and joint is used to simulate the semi-rigid characteristic of wood frame by adding connector unit, and the integral deformation diagram of wood frame is obtained by using the existing research results of semi-rigid parameter of joint of tenon and joint. The internal force diagram and tenon and joint change with the load displacement angle and internal force. Through a load. The simulation results of displacement curve are compared with the experimental results. It is concluded that the ABAQUS simulation is in good agreement with the test results and the calculation accuracy is high. From the simulation results, the order of the beam lifting, the mortise and the mortise in the bucket frame is obtained, and the difference between the two kinds of wood frame is compared. By comparing with the test results, this paper considers that the technical specification for the maintenance and reinforcement of ancient building wood structures is too conservative for lifting beams, and the limit of the damage points of the wooden truss trusses is too conservative. In this paper, the damaged point of the lifting timber frame is defined as 160 mm. The wear bucket damage point is defined to 200 mm. According to the experimental phenomena and the results of finite element simulation, the theoretical analysis of these two kinds of wood frames is carried out. Through the simplification of the roof and the articulation assumption of some joints with tenon and tenon, the simplified analysis model of the general wood frame is obtained. The lateral stiffness of wood frame is derived, the angular displacement equation of beam elements with different joints and the calculated length of column are derived. The second order effect of vertical load is analyzed, and the elastic-plastic analysis of wood members is carried out. Through the static test and finite element analysis of the wood frame in Ming and Qing dynasties, the results of the test and theoretical data analysis are of theoretical significance and practical engineering value.
【學(xué)位授予單位】：東南大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2015
【分類號(hào)】：TU366.2

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 陳春超;邱洪興;包軼楠;;瓜柱柱腳直榫節(jié)點(diǎn)受彎力學(xué)模型研究[J];湖南大學(xué)學(xué)報(bào)(自然科學(xué)版);2015年03期

2 淳慶;呂偉;王建國(guó);潘建伍;;江浙地區(qū)抬梁和穿斗木構(gòu)體系典型榫卯節(jié)點(diǎn)受力性能[J];東南大學(xué)學(xué)報(bào)(自然科學(xué)版);2015年01期

3 田鵬剛;張風(fēng)亮;;古建筑木結(jié)構(gòu)震害分析及加固研究[J];世界地震工程;2014年03期

4 周乾;閆維明;;故宮古建筑結(jié)構(gòu)可靠性問題研究[J];中國(guó)文物科學(xué)研究;2012年04期

5 陳志勇;祝恩淳;潘景龍;;中國(guó)古建筑木結(jié)構(gòu)力學(xué)研究進(jìn)展[J];力學(xué)進(jìn)展;2012年05期

6 高大峰;曹鵬男;丁新建;;中國(guó)古建筑簡(jiǎn)化分析研究[J];地震工程與工程振動(dòng);2011年02期

7 周乾;閆維明;紀(jì)金豹;張博;;CFRP加固古建筑榫卯節(jié)點(diǎn)振動(dòng)臺(tái)試驗(yàn)[J];廣西大學(xué)學(xué)報(bào)(自然科學(xué)版);2011年01期

8 李小偉;趙均海;張玉芬;周春利;;清代九檁大式殿堂彈塑性動(dòng)力性能分析[J];建筑結(jié)構(gòu);2009年08期

9 楊艷華;王俊鑫;徐彬;;古木建筑榫卯連接M-θ相關(guān)曲線模型研究[J];昆明理工大學(xué)學(xué)報(bào)(理工版);2009年01期

10 余衛(wèi)華;王正中;;有側(cè)移半剛性連接鋼框架柱的計(jì)算長(zhǎng)度系數(shù)[J];建筑科學(xué);2008年07期

相關(guān)博士學(xué)位論文 前3條

1 張錫成;地震作用下木結(jié)構(gòu)古建筑的動(dòng)力分析[D];西安建筑科技大學(xué);2013年

2 謝啟芳;中國(guó)木結(jié)構(gòu)古建筑加固的試驗(yàn)研究及理論分析[D];西安建筑科技大學(xué);2007年

3 高大峰;中國(guó)木結(jié)構(gòu)古建筑的結(jié)構(gòu)及其抗震性能研究[D];西安建筑科技大學(xué);2007年

相關(guān)碩士學(xué)位論文 前3條

1 董春盈;古建筑木結(jié)構(gòu)榫卯連接的力學(xué)性能及試驗(yàn)研究[D];西安建筑科技大學(xué);2010年

2 李琪;古建筑木結(jié)構(gòu)榫卯及木構(gòu)架力學(xué)性能與抗震研究[D];西安建筑科技大學(xué);2008年

3 崔洪波;四角鋼半剛性連接剛架柱計(jì)算長(zhǎng)度系數(shù)[D];西安建筑科技大學(xué);2005年

，

本文編號(hào)：2333435