【摘要】：襯砌式閘墻是一種經(jīng)濟(jì)、適應(yīng)的的結(jié)構(gòu)型式，其應(yīng)用十分廣泛。在工程設(shè)計(jì)中，襯砌式閘墻結(jié)構(gòu)的計(jì)算方法主要是采用基于材料力學(xué)基本假定的解析法，但其計(jì)算結(jié)果很難反映巖體與襯砌墻之間的相互作用以及結(jié)構(gòu)發(fā)生應(yīng)力集中時(shí)其值的大小和位置。而這往往是結(jié)構(gòu)產(chǎn)生裂縫甚至破壞的主要原因。因此，對(duì)襯砌式閘墻結(jié)構(gòu)進(jìn)行全面的內(nèi)力分析和研究，采用合理方法分析計(jì)算，對(duì)船閘結(jié)構(gòu)優(yōu)化設(shè)計(jì)和保障其運(yùn)行安全具有重要意義。 本文主要采用解析法(材料力學(xué)簡(jiǎn)化計(jì)算法)和ANSYS有限元仿真計(jì)算法，分別對(duì)襯砌式閘墻結(jié)構(gòu)進(jìn)行計(jì)算，主要內(nèi)容如下： 1、通過對(duì)國(guó)內(nèi)外船閘相關(guān)文獻(xiàn)的收集與閱讀，了解了目前國(guó)內(nèi)外船閘結(jié)構(gòu)的研究及發(fā)展現(xiàn)狀。并根據(jù)襯砌式閘墻結(jié)構(gòu)特點(diǎn)，評(píng)述了現(xiàn)有計(jì)算方法的優(yōu)缺點(diǎn)。 2、針對(duì)依托工程，采用解析法、有限元法計(jì)算結(jié)果與原型觀測(cè)數(shù)據(jù)對(duì)比分析得出，解析法在閘墻內(nèi)力計(jì)算、確定結(jié)構(gòu)應(yīng)力集中的位置及其結(jié)構(gòu)位移等方面存在局限性，較難反映襯砌式閘墻結(jié)構(gòu)與巖體的相互作用，且部分結(jié)構(gòu)應(yīng)力、應(yīng)變計(jì)算結(jié)果與實(shí)際情況有一定差異。 3、有限元法的計(jì)算結(jié)果較接近原型觀測(cè)數(shù)據(jù)，并且能真實(shí)的反映出襯砌式閘墻結(jié)構(gòu)內(nèi)部危險(xiǎn)的位置及其應(yīng)力值，以及襯砌式閘墻結(jié)構(gòu)的受力狀態(tài)。 4、襯砌式閘墻結(jié)構(gòu)的三維非線性有限元計(jì)算結(jié)果表明，在完建、低水運(yùn)行、檢修下，襯砌式閘墻頂部都有向內(nèi)側(cè)的變形趨勢(shì)，而底部有向外的變形趨勢(shì)。 5、襯砌墻第一及第三主拉應(yīng)力顯示，拉應(yīng)力均出現(xiàn)在各臺(tái)階截面形式改變處，其中檢修工況下應(yīng)力值最大；從等效應(yīng)力分布看出，襯砌閘墻前趾處更容易屈服。因此，襯砌墻的危險(xiǎn)位置為各臺(tái)階截面形式改變處及襯砌墻前趾位置。 6、通過對(duì)襯砌墻各階梯上的接觸壓應(yīng)力和接觸切應(yīng)力計(jì)算得知，臺(tái)階上基巖和閘墻的接觸壓應(yīng)力多呈拋物線型分布，，與傳統(tǒng)解析法采用的線性假設(shè)有很大差異；而豎墻和臺(tái)階上的接觸應(yīng)力分布幾種工況相差不大，均為頂部和底部較大，中部較小的分布形式。
[Abstract]:Lining sluice wall is an economical and suitable type of structure, which is widely used. In the engineering design, the calculation method of lining type gate wall structure is mainly based on the analytical method based on the basic assumptions of material mechanics. However, the calculated results can hardly reflect the interaction between the rock mass and the lining wall and the magnitude and position of the value when the stress concentration occurs in the structure. This is often the main cause of cracks and even damage to the structure. Therefore, it is of great significance to optimize the design of lock structure and ensure its operation safety by using reasonable method to analyze and study the internal force of lining type lock wall structure. In this paper, analytical method (simplified calculation method of mechanics of materials) and ANSYS finite element simulation method are used to calculate the lining type gate wall structure, respectively. The main contents are as follows: 1. Through the collection and reading of the relevant documents of lock at home and abroad, the research and development status of lock structure at home and abroad are understood. According to the structural characteristics of lining sluice wall, the advantages and disadvantages of the existing calculation methods are reviewed. 2. According to the supporting engineering, the analytical method, the finite element method and the prototype observation data are compared and analyzed. The analytical method has some limitations in calculating the internal force of the sluice wall, determining the position of the stress concentration of the structure and the displacement of the structure, so it is difficult to reflect the interaction between the lining type gate wall structure and the rock mass, and part of the structural stress. The result of strain calculation is different from the actual situation. 3. The results of finite element method are close to the prototype observation data, and can truly reflect the dangerous position and stress value of lining type sluice wall structure. 4. Three-dimensional nonlinear finite element calculation results of lining type gate wall structure show that the top of lining type gate wall has the tendency of inner deformation under the condition of finished construction, low water operation and overhaul. 5. The first and third main tensile stresses of the lining wall show that the tensile stress appears at the change of the cross section of each step, among which the stress value is the largest under the condition of maintenance, and the equivalent stress distribution shows that, The front toe of the lining gate wall is more prone to yield. Therefore, the dangerous position of lining wall is the change of step cross section and the position of front toe of lining wall. 6. Through the calculation of contact compressive stress and contact shear stress on each step of lining wall, The contact compressive stresses of bedrock and gate wall on the steps are parabolic, which is very different from the linear assumption used by the traditional analytical method, but the distribution of contact stress on the vertical wall and the step is not different in several conditions, which is the top and the bottom. A small form of distribution in the middle.
【學(xué)位授予單位】：重慶交通大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2014
【分類號(hào)】：U641.31

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