本文關(guān)鍵詞： 高墩曲線(xiàn)橋梁 多階段 力學(xué)模型 性態(tài)傳遞理論 靜力分析 地震分析 振動(dòng)臺(tái)試驗(yàn)　出處：《西安建筑科技大學(xué)》2014年博士論文　論文類(lèi)型：學(xué)位論文

【摘要】：高墩曲線(xiàn)橋梁由于其對(duì)地形地貌的適應(yīng)性強(qiáng)、造型美觀等優(yōu)點(diǎn)，，在高等級(jí)公路及城市立交中廣泛應(yīng)用。該類(lèi)型橋梁由于結(jié)構(gòu)形式與力學(xué)特性復(fù)雜，在地震作用下容易發(fā)生損傷與破壞，但破壞過(guò)程和破壞機(jī)理的研究較少，相應(yīng)的分析方法還不成熟，亟待深入研究。 本文基于對(duì)高墩曲線(xiàn)橋梁上部結(jié)構(gòu)、支座、橋墩及樁基礎(chǔ)的構(gòu)造形式、受力特點(diǎn)以及上、下部結(jié)構(gòu)與樁基共同工作模式的分析，提出曲線(xiàn)橋梁彈性、彈塑性及倒塌系統(tǒng)的多階段力學(xué)計(jì)算模型，建立符合力學(xué)傳遞規(guī)律的性態(tài)傳遞理論開(kāi)展研究工作。 （1）提出了曲線(xiàn)橋梁彈性系統(tǒng)的力學(xué)計(jì)算模型。以經(jīng)典彈性理論為基礎(chǔ)，考慮曲線(xiàn)箱梁橋的空間彎曲、剪切、扭轉(zhuǎn)、拉壓、翹曲及其相互間的耦合作用，考慮截面的剪切中心與形心不重合的影響，基于輔助體系法分別推導(dǎo)了曲線(xiàn)箱梁橋在無(wú)外荷載作用及在三向均布力、三向集中力、三向均布力矩和三向集中力矩作用下的顯式空間傳遞矩陣，并進(jìn)行編程與算例驗(yàn)證。 （2）提出了Cayley-Hamilton傳遞矩陣法�？紤]曲線(xiàn)橋梁的空間彎曲、剪切、扭轉(zhuǎn)、拉壓、翹曲及其相互間的耦合作用，根據(jù)曲線(xiàn)梁及集中質(zhì)點(diǎn)的應(yīng)力-應(yīng)變關(guān)系、幾何方程及運(yùn)動(dòng)方程，并結(jié)合Cayley-Hamilton定理，推導(dǎo)了曲線(xiàn)箱梁橋連續(xù)模型和離散模型的振動(dòng)空間傳遞矩陣，并進(jìn)行編程與算例分析。 （3）提出了Cayley-Hamilton離散時(shí)間傳遞矩陣法。采用逐步積分法對(duì)速度和加速度進(jìn)行線(xiàn)性化，在此基礎(chǔ)上考慮曲線(xiàn)橋梁的空間彎曲、剪切、扭轉(zhuǎn)、拉壓、翹曲及其相互間的耦合作用，利用曲線(xiàn)梁及集中質(zhì)點(diǎn)的應(yīng)力-應(yīng)變關(guān)系、幾何方程及運(yùn)動(dòng)方程并結(jié)合Cayley-Hamilton定理，推導(dǎo)了地震作用下曲線(xiàn)箱梁橋在不考慮阻尼時(shí)連續(xù)模型和離散模型的空間傳遞矩陣，及考慮阻尼時(shí)離散模型的空間傳遞矩陣，并進(jìn)行編程與算例分析。該方法將傳遞矩陣法的應(yīng)用范圍擴(kuò)展到動(dòng)力、非線(xiàn)性、時(shí)變領(lǐng)域，避免了傳統(tǒng)方法建立系統(tǒng)總體動(dòng)力學(xué)方程的巨大工程，系統(tǒng)總傳遞矩陣的階次低，僅取決于元件的最高矩陣階次，在時(shí)域內(nèi)即可進(jìn)行運(yùn)動(dòng)方程的計(jì)算，免去了在頻域內(nèi)動(dòng)力計(jì)算時(shí)需進(jìn)行傅立葉變換的復(fù)雜過(guò)程，計(jì)算量小，計(jì)算速度快，建模靈活、簡(jiǎn)潔、程式化程度高。 （4）考慮墩柱的空間彎曲、扭轉(zhuǎn)、剪切及拉壓作用，基于輔助體系法，分別推導(dǎo)了墩柱在無(wú)外荷載作用及在三向均布力、三向集中力、三向均布力矩和三向集中力矩作用下的顯式空間傳遞矩陣。并進(jìn)行編程與算例驗(yàn)證。系統(tǒng)探討了曲線(xiàn)橋梁中的可能出現(xiàn)的各種支承及連接鉸形式，并推導(dǎo)了其傳遞矩陣。以鏈桿支承、中間鉸和固定鉸為例闡述了連接元件中未知量的求解方法。推導(dǎo)了支座單元的空間傳遞矩陣。探討了曲梁系統(tǒng)中可能存在的各種邊界條件。結(jié)合傳遞矩陣法與m法，給出樁基在單一土層及不同土層中的計(jì)算理論，并推導(dǎo)了其傳遞矩陣。 （5）提出了曲線(xiàn)橋梁彈塑性系統(tǒng)的力學(xué)計(jì)算模型。利用輔助體系法推導(dǎo)了墩柱在p-Δ效應(yīng)下的空間傳遞矩陣。利用剛度矩陣與傳遞矩陣之間的內(nèi)在聯(lián)系，求得墩柱單元同時(shí)考慮p-Δ效應(yīng)和p-δ效應(yīng)的空間傳遞矩陣。建立了考慮塑性鉸長(zhǎng)度的塑性域模型以模擬彈塑性墩柱，探討了不同體系橋墩在縱橫方向的塑性域分布模式。研究了塑性鉸長(zhǎng)度的計(jì)算方法。推導(dǎo)了不同受力狀態(tài)下橋墩的塑性傳遞矩陣。 （6）提出了曲線(xiàn)橋倒塌破壞系統(tǒng)的力學(xué)計(jì)算模型�；谒苄糟q破壞理論，分析了不同受力狀態(tài)下橋墩的可能倒塌破壞模式，建立了橋墩在不同階段破壞過(guò)程中的傳遞矩陣。推導(dǎo)了局部坐標(biāo)系與整體坐標(biāo)系之間的空間轉(zhuǎn)換矩陣。根據(jù)墩梁連接點(diǎn)處節(jié)點(diǎn)的平衡方程及位移協(xié)調(diào)條件，分別推導(dǎo)了橋梁剛架橋體系、簡(jiǎn)支梁體系及連續(xù)梁體系的整體傳遞矩陣，并進(jìn)行編程與算例驗(yàn)證。探討了剛架橋體系、簡(jiǎn)支梁體系和連續(xù)梁體系在地震作用下的可能破壞模式，并建立了各種體系橋梁在不同破壞階段的整體傳遞矩陣。以振動(dòng)臺(tái)試驗(yàn)為基礎(chǔ)，分析探討了C形、S形及人字形曲線(xiàn)橋梁在地震作用下的倒塌破壞模式及破壞過(guò)程。
[Abstract]:High pier bridge because of its strong adaptability to the terrain, has the advantages of beautiful appearance, widely used in highway and city overpass. This type of bridge due to the structure form and mechanical characteristics of the complex, prone to damage in the earthquake, but the study on the failure process and failure mechanism of the less, corresponding analysis method is not mature, which needs to be studied further.
The upper curve of high pier bridge structure, based on the support structure of pier and pile foundation, stress characteristic and Analysis on the lower part of the structure and the pile foundation together working mode, put forward the curve bridge calculation model of multi stage elastic, elastic-plastic and collapse mechanics system, establish mechanical behavior of transfer transfer the theoretical research work.
(1) the mechanical calculation model of curved bridge elastic systems. With the classical elastic theory, considering the curved box girder bridge bending space, shear, torsion, tension and compression, warping and mutual coupling, considering the influence of shear center and centroid section do not coincide, the auxiliary system method were used to derive the curve the box girder bridge under no load, in three to three based on the uniform force, to focus, to three and three uniform moments to explicit space under concentrated moment transfer matrix, and programming with examples.
(2) the Cayley-Hamilton transfer matrix method. Considering the curve bridge space bending, shear, torsion, tension and compression, warping and mutual coupling, and the concentration of particle beam according to the curves of stress-strain relationship, geometric equation and motion equation, and combined with the Cayley-Hamilton theorem, derived continuous curved box girder bridge model the discrete model and the vibration spatial transfer matrix, and programming and example analysis.
(3) Cayley-Hamilton is proposed. The discrete time transfer matrix method of linear velocity and acceleration of the step by step integral method, on the basis of considering the curve bridge space bending, shear, torsion, tension and compression, warping and mutual coupling, and the concentration of particle beam using the curve of stress-strain relationship, geometric equation and the motion equation and Cayley-Hamilton theorem is deduced under earthquake curved box girder bridge in the damp space continuous model and discrete model of transfer matrix, and considering the damping discrete model of the spatial transfer matrix, and programming and example analysis. The scope of application of the method of transfer matrix method is extended to dynamic. The nonlinear, time-varying field, to avoid the huge project to establish a general dynamic equations of the system of the traditional method, the system of transfer matrix order is lower, only depends on the components of the highest order of matrices, In the time domain, the motion equation can be calculated, which eliminates the complex process of Fu Liye transformation needed for dynamic calculation in the frequency domain. The computation is small, the computation speed is fast, the modeling is flexible, concise, and the degree of stylization is high.
(4) considering the pier space bending, torsion, shear and tension, the auxiliary system method based on pier column are derived under no load, in three to the coverage of three to three to focus, uniform moments and three explicit space under concentrated moment and transfer matrix. Programming and example verification system. Discusses various supporting curved bridges may appear and hinge form, and the transfer matrix is derived. With the chain rod support, a middle hinge and fixed hinge for example this paper discusses the solving method in unknown connection element is deduced. The spatial transfer matrix. The support unit of various boundary conditions may exist in the curved beam system. Combined with the transfer matrix method and m method, theoretical calculation in single layer and soil in pile foundation are given, and the transfer matrix is derived.
(5) the mechanical calculation model of elastic-plastic curve bridge system. By using the auxiliary system method of pier column in p- Delta under the effect of the spatial transfer matrix. The relationship between stiffness matrix and the transfer matrix, obtain the unit pier considering the transfer matrix of p- effect and p- effect of the delta delta space. The establishment of the plastic hinge length of the plastic domain model to simulate the elastic-plastic pier considering, discusses the different system of piers in vertical and horizontal direction, plastic region distribution pattern was studied. Calculation method of plastic hinge length. Plastic transfer matrix derived pier under different stress state.
(6) put forward the calculation model of curve bridge collapse mechanics failure system. The plastic hinge failure theory based on analysis of the pier under different stress state may collapse mode, transfer matrix is established in the pier failure process in different stages is deduced between local coordinate system and global coordinate space conversion matrix. According to the equations of equilibrium and compatibility conditions of pier and beam connection point node, the bridge bridge system are derived, the whole transfer matrix beam system and continuous beam system, and programming with examples. Discusses the rigid frame bridge system, beam system and continuous beam system under seismic failure mode and the establishment of various bridges in the whole transfer matrix of different damage stages. Based on the shaking table test, analysis of the C shape, collapsed in the earthquake under the action of S and herringbone curve bridge Failure mode and failure process.

【學(xué)位授予單位】：西安建筑科技大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2014
【分類(lèi)號(hào)】：U441

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 Edwin Kreuzer;;Discrete time transfer matrix method for dynamics of multibody system with flexible beams moving in space[J];Acta Mechanica Sinica;2012年02期

2 王東升;孫治國(guó);郭迅;李曉莉;霍q

本文編號(hào)：1551272