本文選題：斜拉橋　切入點(diǎn)：施工監(jiān)控　出處：《重慶交通大學(xué)》2016年碩士論文

【摘要】：為了降低大跨度斜拉橋在大懸臂狀態(tài)下的施工風(fēng)險(xiǎn)、以及提高結(jié)構(gòu)的整體穩(wěn)定性,通常采用在邊跨設(shè)置臨時(shí)支墩的方法。臨時(shí)墩一般設(shè)置在距離索塔中心約0.6L(L為邊跨跨徑)附近較為合理。由于地質(zhì)條件的限制,西藏迫龍溝特大橋(跨徑布置為156m+430m+156m的混合梁斜拉橋)邊跨未設(shè)置輔助墩,邊跨與主跨的比例較小,臨時(shí)支墩設(shè)置在距索塔中心27.75m(約0.18L)的地方,不能充分發(fā)揮臨時(shí)支墩的作用,因此,有必要開展該橋施工過(guò)程的模擬計(jì)算及施工監(jiān)控。此外,還有必要對(duì)臨時(shí)墩的設(shè)置位置以及設(shè)置與否進(jìn)行計(jì)算分析,以探討其他方案的可行性。本文通過(guò)計(jì)算分析和現(xiàn)場(chǎng)監(jiān)控等工作,得到以下主要結(jié)論:1、本文依托工程為國(guó)內(nèi)首座采用邊跨懸澆+中跨懸拼非對(duì)稱平衡體系的混合梁斜拉橋,采用中跨組合梁超邊跨懸澆梁一個(gè)節(jié)段同步施工的方法,可以有效的控制主塔的不平衡力矩。2、通過(guò)對(duì)迫龍溝特大橋施工過(guò)程進(jìn)行模擬計(jì)算、現(xiàn)場(chǎng)監(jiān)測(cè)和反饋控制,主塔的變形和應(yīng)力、主梁的變形和應(yīng)力、斜拉索的內(nèi)力等主要監(jiān)測(cè)參數(shù)的實(shí)測(cè)值與預(yù)測(cè)值之間的誤差滿足要求。3、臨時(shí)支墩反力的計(jì)算值與實(shí)測(cè)值都反映出了臨時(shí)支墩未充分發(fā)揮其作用,即臨時(shí)支墩在多數(shù)施工工況下沒(méi)有反力,其為整體結(jié)構(gòu)提供的作用十分有限,且臨時(shí)支墩的最大反力值為173.3T,遠(yuǎn)小于其設(shè)計(jì)使用值(800T),處于安全狀態(tài)。4、通過(guò)對(duì)本橋臨時(shí)支墩設(shè)置方案的比較分析得出:當(dāng)臨時(shí)支墩設(shè)置在3L/4、2L/3、3L/5、L/2時(shí),可以有效減小主塔的水平位移、主塔的根部應(yīng)力、主梁的成橋位移等,但臨時(shí)支墩的設(shè)置位置對(duì)斜拉索成橋索力和主梁應(yīng)力影響較小;當(dāng)臨時(shí)支墩設(shè)置在27.75m、L/3、2L/5處時(shí),其在后期大多數(shù)施工過(guò)程中并無(wú)反力,而設(shè)置在3L/4處時(shí)又無(wú)法在前期為整體結(jié)構(gòu)提供作用。5、靜力計(jì)算結(jié)果表明:如果地質(zhì)條件允許,本橋臨時(shí)支墩設(shè)置在邊跨2L/3處更為合理,且不設(shè)臨時(shí)支墩并不會(huì)影響全橋結(jié)構(gòu)的靜力安全。
[Abstract]:In order to reduce the construction risk of long-span cable-stayed bridge under the condition of large cantilever, and to improve the overall stability of the structure, The method of setting temporary piers at side spans is usually adopted. The temporary piers are generally located near the center of the cable tower about 0.6L(L as the side span. There are no auxiliary piers on the side span of the Julonggou extra large Bridge (a cable-stayed bridge with a hybrid beam with a span of 156m 430m 156m), and the ratio of the side span to the main span is small, and the temporary pier is located 27.75m (about 0.18L) from the center of the cable tower. Therefore, it is necessary to carry out the simulation calculation and construction monitoring during the construction of the bridge. In addition, it is necessary to calculate and analyze the location of temporary pier and whether it is installed or not. In order to explore the feasibility of other schemes, this paper obtains the following main conclusions: 1 through calculation, analysis and field monitoring. This paper relies on the project to build the first hybrid girder cable-stayed bridge in China, which uses the asymmetric balance system of side span suspension casting and middle span suspension assembly. By adopting the method of synchronous construction of a section of overside-span cantilever cast-in-situ beam with mid-span composite beam, the unbalance moment of main tower can be effectively controlled. Through the simulation calculation, field monitoring and feedback control of the construction process of the oversized bridge of forced Longgou, The deformation and stress of the main tower, the deformation and stress of the main beam, The error between the measured and predicted values of the main monitoring parameters, such as the internal force of the stay cable, meets the requirement of .3.The calculation value and the measured value of the reaction force of the temporary pier all reflect that the temporary pier has not fully played its role. That is, the temporary pier has no reaction force under most construction conditions, and its function for the whole structure is very limited. The maximum reaction force of temporary pier is 173.3T, which is much smaller than its designed use value of 800Tu, and is in a safe state. By comparing and analyzing the scheme of temporary pier arrangement, it is concluded that when the temporary pier is set at 3L / 4L / 3L / 3L / 5L / 2, the horizontal displacement of the main tower can be reduced effectively. The stress at the root of the main tower and the bridge displacement of the main girder have little effect on the cable force and the stress of the main beam of the cable-stayed cable-stayed bridge, and when the temporary pier is set at 27.75mL / 32L / 5, there is no reaction force in most of the later construction processes. The static calculation results show that, if geological conditions permit, it is more reasonable for the temporary pier of the bridge to be located at the side span 2L/3. And the static safety of the whole bridge structure will not be affected by the temporary pier.
【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】：2016
【分類號(hào)】：U445.4;U448.27

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