【摘要】：斜拉橋和懸索橋是目前大跨度橋梁最常用的兩種橋型。在橋梁受到建設(shè)條件的制約時(shí)，采用斜拉—懸吊協(xié)作體系結(jié)構(gòu)往往能體現(xiàn)出更好的技術(shù)經(jīng)濟(jì)優(yōu)勢(shì)。但由于結(jié)構(gòu)受力復(fù)雜，該類橋梁營(yíng)運(yùn)多年后，受到混凝土徐變、收縮、拉索的松弛及疲勞荷載等影響，結(jié)構(gòu)線形和內(nèi)力發(fā)生變化，導(dǎo)致斜拉索內(nèi)力重分布，部分超過(guò)其允許強(qiáng)度甚至斷索，而不得不換索。由于斜拉—懸索體系橋梁屬高次超靜定結(jié)構(gòu)，換索施工方法、現(xiàn)場(chǎng)施工荷載與環(huán)境的不斷變化都將導(dǎo)致施工過(guò)程中的內(nèi)力和位移偏離設(shè)計(jì)值，這種偏離積累到一定程度如不及時(shí)加以調(diào)整修正，換索施工過(guò)程中結(jié)構(gòu)的安全狀態(tài)將難以保證。因此，必需對(duì)換索施工的每一階段進(jìn)行詳盡的分析、驗(yàn)算，求得斜拉索張拉力和主梁撓度、塔柱位移等施工控制參數(shù)的理論計(jì)算值，明確施工順序，并在施工中對(duì)線形及內(nèi)力進(jìn)行嚴(yán)格監(jiān)測(cè)和控制，及時(shí)掌握結(jié)構(gòu)的實(shí)際狀態(tài)，進(jìn)而對(duì)施工步驟及控制條件做出調(diào)整，防止施工中的誤差積累，保證全橋線形與結(jié)構(gòu)安全。針對(duì)該類橋梁結(jié)構(gòu)的特殊性，施工監(jiān)控主要是對(duì)主梁的線形、應(yīng)力和斜拉索的張拉力進(jìn)行三控；控制的最基本要求是確保施工中結(jié)構(gòu)的安全，其次必須保證結(jié)構(gòu)的幾何線形和內(nèi)力在設(shè)計(jì)要求的容許誤差范圍之內(nèi)。 本課題以烏江大橋維修加固工程為依托，重點(diǎn)研究了換索過(guò)程中塔、梁、索的監(jiān)控方法、結(jié)果分析及索力調(diào)整等技術(shù)。首先對(duì)烏江特大橋進(jìn)行建模分析，，分別利用MIDAS和ANSYS軟件進(jìn)行全橋建模，對(duì)全橋的初始狀態(tài)以及換索過(guò)程進(jìn)行動(dòng)態(tài)模擬；對(duì)全橋初始狀態(tài)，根據(jù)前期檢測(cè)結(jié)論，針對(duì)本橋構(gòu)件出現(xiàn)的主要病害，對(duì)構(gòu)件承載能力不同程度的劣化，進(jìn)行承載能力折減，截面折減，進(jìn)而模擬結(jié)構(gòu)初始狀態(tài)。其次根據(jù)換索順序，進(jìn)行全橋內(nèi)力、應(yīng)力以及索力計(jì)算，確定了合理的換索初張力以及全橋調(diào)索索力值。最后針對(duì)換索、調(diào)索過(guò)程中結(jié)構(gòu)內(nèi)力、索力的變化，對(duì)比分析理論計(jì)算與實(shí)測(cè)結(jié)果；對(duì)其過(guò)程中各索力變化限值、主塔偏位情況、主梁應(yīng)力變化情況以及線形變化情況進(jìn)行跟蹤監(jiān)測(cè)，并及時(shí)在理論模型中進(jìn)行參數(shù)修正，指導(dǎo)換索施工，得到各換索、調(diào)索過(guò)程中各參數(shù)變化情況。通過(guò)全過(guò)程監(jiān)控保證橋梁施工安全，確保成橋后結(jié)構(gòu)受力和線形滿足設(shè)計(jì)要求的同時(shí)，通過(guò)進(jìn)一步的深入分析總結(jié)，為日后同類橋梁的更換施工提供參考和借鑒。
[Abstract]:The cable-stayed bridge and suspension bridge are the two most commonly used bridges at present. When the bridge is restricted by the construction conditions, the use of cable-stayed suspension cooperation system structure can often reflect better technical and economic advantages. However, due to the complexity of the structure and the influence of concrete creep, shrinkage, relaxation of cables and fatigue load on the bridge after many years of operation, the structural line shape and internal force are changed, which results in the redistribution of the internal force of the stay cable. Part exceeds its allowable strength even breaks the cable, but has to replace the cable. Because the cable-stayed suspension system bridge belongs to the high-order statically indeterminate structure, the construction method of changing cables, the continuous change of site construction load and environment will cause the internal force and displacement to deviate from the design value in the construction process. If this deviation accumulates to a certain extent, it will be difficult to ensure the safety state of the structure in the process of cable replacement construction if it is not adjusted and corrected in time. Therefore, it is necessary to carry out detailed analysis and checking calculation for each stage of cable replacement construction, to obtain the theoretical calculation values of construction control parameters such as cable tension, deflection of main beam, displacement of tower column, etc., and to define the construction sequence. In the construction, the line shape and internal force are strictly monitored and controlled, the actual state of the structure is grasped in time, and then the construction steps and control conditions are adjusted to prevent the accumulation of errors in construction, and to ensure the safety of the whole bridge alignment and structure. In view of the particularity of this kind of bridge structure, the construction monitoring is mainly to control the line shape, stress and tension of the main girder. The most basic requirement of control is to ensure the safety of the structure in construction. Secondly, the geometric alignment and internal force of the structure must be within the allowable error range of the design requirements. Based on the maintenance and reinforcement project of Wujiang Bridge, the monitoring methods of tower, beam and cable in the process of cable exchange, the analysis of the results and the adjustment of cable force are studied in this paper. Firstly, the model of Wujiang super bridge is analyzed, and the whole bridge is modeled by MIDAS and ANSYS software, and the initial state of the bridge and the process of cable exchange are simulated dynamically. For the initial state of the whole bridge, according to the early detection conclusion, aiming at the main diseases of the bridge component, the bearing capacity of the member is reduced, the section is reduced, and the initial state of the structure is simulated by varying degrees of deterioration of the bearing capacity of the member. Secondly, according to the sequence of cable exchange, the internal force, stress and cable force of the whole bridge are calculated, and the reasonable initial tension and the cable force of the whole bridge are determined. Finally, according to the change of internal force and cable force in the process of changing cable and adjusting cable, the theoretical calculation and the measured results are compared and analyzed. The limit value of cable force, the deflection of main tower, the stress change of main beam and the change of linear shape are tracked and monitored, and the parameters are corrected in time in the theoretical model to guide the construction of cable replacement, and the cable replacement is obtained. The variation of parameters in the process of cable adjustment. In order to ensure the safety of bridge construction through the whole process of monitoring and control, to ensure that the force and alignment of the structure after completion of the bridge meet the design requirements, and through further in-depth analysis and summary, to provide reference and reference for the replacement construction of similar bridges in the future.
【學(xué)位授予單位】：長(zhǎng)安大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2014
【分類號(hào)】：U445.4

【參考文獻(xiàn)】

相關(guān)期刊論文 前9條

1 蒙云,劉東,孫淑紅;大跨度P-F-C吊拉組合橋設(shè)計(jì)研究[J];重慶交通學(xué)院學(xué)報(bào);1999年04期

2 陳星燁,馬曉燕,宋建中;大型結(jié)構(gòu)試驗(yàn)?zāi)Ｐ拖嗨评碚摲治雠c推導(dǎo)[J];長(zhǎng)沙交通學(xué)院學(xué)報(bào);2004年01期

3 楊光華,蔡義前;烏江吊拉組合索橋—一種新的橋型及施工方法[J];公路;2001年03期

4 王伯惠;斜拉—懸索協(xié)作體系橋[J];遼寧省交通高等�？茖W(xué)校學(xué)報(bào);2000年03期

5 湯洪雁;張振學(xué);井潤(rùn)勝;;天津富民橋空間纜索系統(tǒng)關(guān)鍵技術(shù)[J];橋梁建設(shè);2008年05期

6 尹輝;盧洪宇;韋壯科;;天津富民橋空間纜索體系定位施工問(wèn)題及解決方法[J];橋梁建設(shè);2008年05期

7 王慧東;懸索橋施工控制分析與恒載初內(nèi)力分析的解析迭代法[J];橋梁建設(shè);1994年01期

8 項(xiàng)海帆;沿海高等級(jí)公路上的跨海大橋工程[J];同濟(jì)大學(xué)學(xué)報(bào)(自然科學(xué)版);1998年02期

9 方志,張智勇;斜拉橋的索力測(cè)試[J];中國(guó)公路學(xué)報(bào);1997年01期

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