【摘要】：采用建筑物整體平移技術可以對古建筑進行保護,本文根據(jù)某古塔平移工程實例,對建筑物整體平移工程托換結(jié)構存在的問題進行分析。建筑物整體平移工程中,托換結(jié)構的強度和剛度關系到上部結(jié)構的安全,本文采用ANSYS建立托換結(jié)構的有限元模型,計算托換結(jié)構托換梁的最大撓度和最大應力;建筑物平移過程中可能出現(xiàn)超載,為保證托換結(jié)構具有足夠的安全儲備,將托換結(jié)構模型加載至開裂,對托換結(jié)構的抗裂安全系數(shù)進行分析;為對托換結(jié)構梁高設計提供一定的參考依據(jù),計算不同預應力托換梁梁高條件下托換結(jié)構的開裂允許荷載,對不同荷載作用下預應力托換梁梁高的選取提出建議;古塔在平移過程中可能出現(xiàn)失穩(wěn)破壞,對沿軌道方向和垂直于軌道方向兩種不利工況下塔體的塔底應力狀態(tài)和塔頂位移進行計算,根據(jù)計算結(jié)果對古塔的穩(wěn)定性進行分析。研究結(jié)果表明:在施工工況下,托換結(jié)構預應力托換梁的最大撓度為0.72mm,是梁計算跨度的1/11169,滿足《混凝土結(jié)構設計規(guī)范》對受彎構件撓度的要求;托換結(jié)構的預應力托換梁混凝土最大拉應力值為1.73MPa,小于C40混凝土抗拉強度標準值2.39MPa,混凝土最大壓應力小于混凝土抗壓強度標準值,托換結(jié)構混凝土不會發(fā)生開裂或壓碎。托換結(jié)構的抗裂安全儲備系數(shù)為1.6,大于預應力混凝土受彎構件的安全系數(shù)允許值1.5。設計的托換結(jié)構能夠滿足工程安全性要求,且具有足夠的抗裂承載能力安全儲備。在沿軌道方向不利工況下,古塔的底部應力處于全截面受壓狀態(tài),塔頂?shù)淖畲笪灰戚^小,古塔在平移過程中的穩(wěn)定性滿足工程要求;在垂直軌道方向的不利工況下,古塔的穩(wěn)定性不能按照塔底的應力狀態(tài)判定,應通過控制塔體的傾斜角度保證古塔的穩(wěn)定性。
[Abstract]:According to the example of an ancient pagoda translation project, the problems existing in the underpinning structure of the building integral translation engineering can be analyzed in this paper. The strength and stiffness of the underpinning structure are related to the safety of the superstructure in the whole translational engineering of the building. In this paper, the finite element model of the underpinning structure is established by ANSYS, and the maximum deflection and the maximum stress of the underpinning beam of the underpinning structure are calculated. In order to ensure the sufficient safety reserve of the underpinning structure, the model of the underpinning structure is loaded into the crack, and the anti-crack safety factor of the underpinning structure is analyzed. In order to provide a certain reference for the design of the beam height of the underpinning structure and calculate the allowable cracking load of the underpinning structure under different pre-stressed beam height conditions, some suggestions are put forward for the selection of the height of the pre-stressed underpinning beam under different loads. In the process of translation, the tower may lose stability. The stress state of tower bottom and the displacement of tower top are calculated under two unfavorable working conditions along the track direction and perpendicular to the track direction, and the stability of the tower is analyzed according to the calculation results. The results show that under construction conditions, the maximum deflection of prestressed underpinning beam is 0.72 mm, which is 1 / 11169 of the calculated span of beam, which meets the requirements of deflection of flexural members in the Code for Design of concrete structures. The maximum tensile stress of prestressed underpinning beam is 1.73 MPa, and the maximum compressive stress of concrete is less than the standard value of compressive strength of concrete, which is less than the standard value of C40 concrete tensile strength 2.39 MPa, and the maximum compressive stress of concrete is less than the standard value of concrete compressive strength. The underpinning structure concrete will not crack or crush. The fracture safety reserve coefficient of underpinning structure is 1.6, which is larger than the allowable value of safety factor of prestressed concrete flexural members. The designed underpinning structure can meet the requirements of engineering safety and has sufficient safety reserve of anti-crack bearing capacity. Under the unfavorable working conditions along the track direction, the stress at the bottom of the tower is in the state of full cross-section compression, and the maximum displacement of the tower top is smaller, and the stability of the tower in the process of translation meets the engineering requirements. The stability of the ancient pagoda can not be judged according to the stress state of the bottom of the tower under the adverse working condition of the vertical track, and the stability of the ancient tower should be ensured by controlling the inclined angle of the tower body.
【學位授予單位】：天津大學
【學位級別】：碩士
【學位授予年份】：2014
【分類號】：TU311;TU746.4

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