【摘要】：樹(shù)狀結(jié)構(gòu)是由Frei Otto提出的一個(gè)結(jié)構(gòu)形態(tài)學(xué)概念,同時(shí)也是建筑仿生結(jié)構(gòu)中的一種特殊形式。它多級(jí)分支、三維開(kāi)展,造型自然優(yōu)美;且力流清晰,受力均勻合理,承載力高,支承范圍廣,因此在大跨空間結(jié)構(gòu)中得到了越來(lái)越廣泛的應(yīng)用。目前國(guó)內(nèi)外學(xué)者對(duì)樹(shù)狀結(jié)構(gòu)的研究主要集中在形態(tài)創(chuàng)建方法,節(jié)點(diǎn)性能等方面,而對(duì)其穩(wěn)定性研究較少�；诖�,本文對(duì)樹(shù)狀結(jié)構(gòu)的整體穩(wěn)定性和構(gòu)件計(jì)算長(zhǎng)度系數(shù)進(jìn)行系統(tǒng)研究,分析其參數(shù)影響規(guī)律,探討構(gòu)件計(jì)算長(zhǎng)度系數(shù)的確定方法,并給出主要影響參數(shù)的取值范圍建議,以及構(gòu)件計(jì)算長(zhǎng)度系數(shù)的最終取值公式,可為樹(shù)狀結(jié)構(gòu)在工程中的設(shè)計(jì)應(yīng)用及后續(xù)研究積累經(jīng)驗(yàn)。本文工作主要包含以下幾方面內(nèi)容:1.樹(shù)狀結(jié)構(gòu)整體穩(wěn)定性分析。將樹(shù)狀結(jié)構(gòu)分為有側(cè)移和無(wú)側(cè)移兩種形式,首先在彈性范圍內(nèi)分析結(jié)構(gòu)的失穩(wěn)形式,發(fā)現(xiàn)與傳統(tǒng)柱相似,有側(cè)移結(jié)構(gòu)最易發(fā)生整體傾覆,無(wú)側(cè)移結(jié)構(gòu)最易發(fā)生繞樹(shù)干和一級(jí)分枝連接節(jié)點(diǎn)的失穩(wěn),且一般整體失穩(wěn)先于構(gòu)件失穩(wěn)。進(jìn)而考慮幾何和材料非線性,對(duì)樹(shù)狀結(jié)構(gòu)進(jìn)行全過(guò)程分析,得到了有側(cè)移結(jié)構(gòu)和無(wú)側(cè)移結(jié)構(gòu)不同的失穩(wěn)過(guò)程和形式,其中,有側(cè)移結(jié)構(gòu)失穩(wěn)更趨于緩和,失穩(wěn)位移較大,受非線性影響較小,而無(wú)側(cè)移結(jié)構(gòu)失穩(wěn)較為突然,但一般穩(wěn)定性較好。之后對(duì)初始缺陷、結(jié)構(gòu)跨度、總高度等參數(shù)的影響規(guī)律進(jìn)行了分析。2.樹(shù)狀結(jié)構(gòu)構(gòu)件計(jì)算長(zhǎng)度確定方法。首先從理論出發(fā),利用解析法推導(dǎo)了平面一級(jí)和二級(jí)樹(shù)狀結(jié)構(gòu)構(gòu)件計(jì)算長(zhǎng)度系數(shù)的計(jì)算公式,并從而確定了構(gòu)件計(jì)算長(zhǎng)度系數(shù)的影響參數(shù)和影響機(jī)理。進(jìn)而提出了等效剛度法,并以平面有側(cè)移樹(shù)狀結(jié)構(gòu)為例說(shuō)明了其分析過(guò)程。之后分析了獲取屈曲荷載系數(shù)的常用方法,提出對(duì)樹(shù)狀結(jié)構(gòu)應(yīng)采用一階整體失穩(wěn)法,并給出其具體分析流程,說(shuō)明該方法關(guān)鍵在于獲取結(jié)構(gòu)整體的計(jì)算長(zhǎng)度系數(shù)值。最后對(duì)三種方法進(jìn)行對(duì)比分析,決定采用一階整體失穩(wěn)法進(jìn)行后續(xù)研究。3.樹(shù)狀結(jié)構(gòu)構(gòu)件計(jì)算長(zhǎng)度系數(shù)參數(shù)分析。對(duì)樹(shù)狀結(jié)構(gòu)主要構(gòu)件計(jì)算長(zhǎng)度系數(shù)的影響參數(shù)進(jìn)行分析,給出了各參數(shù)的取值范圍建議。之后在參數(shù)建議范圍內(nèi),采用一階整體失穩(wěn)法,進(jìn)行了系統(tǒng)的參數(shù)分析,統(tǒng)計(jì)給出了有側(cè)移和無(wú)側(cè)移樹(shù)狀結(jié)構(gòu)樹(shù)干以及各級(jí)分枝計(jì)算長(zhǎng)度系數(shù)的最終計(jì)算公式和取值范圍。
[Abstract]:Tree structure is a concept of structural morphology put forward by Frei Otto, and it is also a special form of building bionic structure. It has been widely used in large span spatial structures because of its multi-level branches, three-dimensional development, natural beautiful modeling, clear force flow, uniform and reasonable force, high bearing capacity and wide support range. At present, scholars at home and abroad mainly focus on the formation of the tree structure, node performance and other aspects, but less on its stability. Based on this, this paper makes a systematic study on the whole stability of tree structure and the calculated length coefficient of the component, analyzes the influence law of its parameters, discusses the method of determining the calculated length coefficient of the component, and gives some suggestions on the value range of the main influence parameters. The formula of calculating length coefficient of component can accumulate experience for the design and application of tree structure in engineering. This paper mainly includes the following aspects: 1. Analysis of the whole stability of tree structure. The tree structure is divided into two types: lateral displacement and non-lateral displacement. Firstly, the instability of the structure is analyzed in the elastic range. It is found that, similar to the traditional column, the structure with lateral displacement is most prone to overall overturn. The instability of the joints around the trunk and the first branch is most likely to occur in the non-lateral structure, and the instability of the whole structure is prior to the instability of the component in general. Furthermore, considering geometric and material nonlinearity, the whole process analysis of tree structure is carried out, and different instability processes and forms are obtained between the structure with and without lateral displacement. The instability of the structure with lateral displacement tends to be more moderate and the displacement of instability is larger. The influence of nonlinearity is small, but the instability of the structure without lateral displacement is more sudden, but the general stability is better. After that, the influence of initial defect, span, total height and other parameters are analyzed. 2. The method of determining the calculating length of tree structure component. Based on the theory, the formulas for calculating the length coefficients of the first and second order tree structures are derived by using the analytical method, and the influence parameters and mechanism of the calculated length coefficients of the members are determined. Then the equivalent stiffness method is put forward, and the analysis process of the plane tree structure with lateral displacement is illustrated. Then the common methods for obtaining buckling load coefficients are analyzed. The first order global instability method is proposed for the tree structure and its detailed analysis flow is given. It is shown that the key of this method is to obtain the calculated length coefficient of the whole structure. Finally, the three methods are compared and analyzed, and the first order global instability method is adopted for further study. 3. The parameter analysis of the calculated length coefficient of tree structure. The influence parameters of the calculated length coefficient of the main components of tree structure are analyzed and the range of each parameter is suggested. Then, in the range of parameter suggestion, the first order global instability method is used to carry out the systematic parameter analysis, and the final formula and the range of the calculated length coefficients of the tree trunks with and without lateral movement are given.
【學(xué)位授予單位】：哈爾濱工業(yè)大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2015
【分類號(hào)】：TU391

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