部分預(yù)應(yīng)力混凝土斜拉橋非線性性能與設(shè)計方法研究
發(fā)布時間：2018-08-03 19:21
【摘要】：中國是世界上斜拉橋數(shù)量最多的國家。本文從斜拉橋體系的受力特點出發(fā),研究如何將部分預(yù)應(yīng)力設(shè)計應(yīng)用于混凝土斜拉橋上,使其在保證安全的前提下結(jié)構(gòu)受力更為合理。本論文首先對部分預(yù)應(yīng)力混凝土(PPC)結(jié)構(gòu)的研究現(xiàn)狀和將部分預(yù)應(yīng)力技術(shù)應(yīng)用于混凝土斜拉橋設(shè)計的理論進(jìn)行了全面評述,然后考慮混凝土材料非線性,對PPC斜拉橋進(jìn)行局部節(jié)段模型試驗和全橋預(yù)應(yīng)力設(shè)計參數(shù)分析,最后提出了適用于PPC斜拉橋設(shè)計的實用簡化方法。論文主要工作有：(1)提出了混凝土斜拉橋主梁采用部分預(yù)應(yīng)力混凝土的設(shè)計理念。按部分預(yù)應(yīng)力設(shè)計的橋梁可以克服全預(yù)應(yīng)力設(shè)計的不足,尤其適合于自重效應(yīng)比重較小、活載效應(yīng)比重較大、大部分區(qū)間壓應(yīng)力足夠的斜拉橋；兩者相結(jié)合,能有效減小斜拉橋主梁壓應(yīng)力和節(jié)約成本又不影響其正常使用要求和結(jié)構(gòu)安全。(2)提出基于帶剛臂的分層梁單元法,進(jìn)行混凝土截面開裂和裂縫宏觀發(fā)展過程的模擬,編寫了相關(guān)計算程序。進(jìn)一步通過對比不同軸壓力作用下的鋼筋混凝土梁和室內(nèi)靜載試驗的預(yù)應(yīng)力混凝土T梁數(shù)據(jù),驗證了程序的可靠性,克服了常規(guī)數(shù)值分析法在臨近破壞時可能出現(xiàn)迭代不收斂的問題,簡化了計算過程。(3)提出了混凝土斜拉橋兩階段設(shè)計的局部節(jié)段模型試驗方法。為反映斜拉橋體系的受力特點,以實橋塑性最明顯的區(qū)間作為試驗區(qū)間,在模型兩端設(shè)置無索區(qū)以消除邊界條件的影響,加以彈性支撐以體現(xiàn)整體結(jié)構(gòu)對局部節(jié)段模型的影響,進(jìn)行節(jié)段模型設(shè)計。該方法包含了縮減階段與縮尺階段兩部分,通過計算確定無索區(qū)長度和端部彈性支撐剛度的大小,保證了控制截面和控制索的受力與實橋的相近性,實現(xiàn)了在保證試驗精度的前提下,用有限數(shù)量的索、梁組合模型來反映斜拉橋整體性能的試驗?zāi)繕?biāo)。(4)開展了PPC斜拉橋室內(nèi)節(jié)段模型試驗。完成了試驗梁設(shè)計和加工,確定了節(jié)段模型合理成橋狀態(tài),并在彈性范圍內(nèi)和不同裂縫寬度工況下進(jìn)行重復(fù)控制加載以及結(jié)構(gòu)破壞試驗。試驗發(fā)現(xiàn)裂紋在加載過程中有良好的平穩(wěn)性和重復(fù)性且卸載后裂紋能完全閉合,主梁開裂后結(jié)構(gòu)仍有較大承載空間,開裂后恢復(fù)的結(jié)構(gòu)整體剛度有所下降但并不明顯。完成了實測數(shù)據(jù)和理論計算結(jié)果對比,驗證了理論計算的正確性。(5)進(jìn)行了PPC斜拉橋內(nèi)力重分布與參數(shù)分析。分析了混凝土斜拉橋開裂后跨中截面彎矩增量和撓度的非線性性能；對后期預(yù)應(yīng)力數(shù)量和普通鋼筋配筋率進(jìn)行應(yīng)力、裂縫寬度、裂縫開展和全橋承載能力的參數(shù)分析；分析了裂縫寬度和分布范圍隨荷載的增長趨勢。計算表明主梁開裂后斜拉橋發(fā)生了明顯的內(nèi)力重分布,減小后期預(yù)應(yīng)力能有效減小混凝土最大壓應(yīng)力,同時對加載后期的裂縫寬度影響較小,也不會降低全橋的承載能力。通過對三座不同跨徑、不同邊中跨比的混凝土斜拉橋的非線性對比分析,發(fā)現(xiàn)跨度越大開裂后的內(nèi)力重分布程度越大,斜拉橋全橋承載力主要由斜拉索的強(qiáng)度控制。(6)提出了PPC斜拉橋主梁按裂縫寬度控制設(shè)計和簡化的設(shè)計方法。根據(jù)主梁截面上、下緣的應(yīng)力控制條件,提出用“應(yīng)力平衡法”確定部分預(yù)應(yīng)力混凝土斜拉橋主梁合理狀態(tài)。討論了多種裂縫寬度計算公式,提出了根據(jù)0.1mm裂縫寬度確定主梁允許拉應(yīng)力的大小,從而作為部分預(yù)應(yīng)力混凝土斜拉橋主梁設(shè)計參考。研究了部分預(yù)應(yīng)力估算和布束方法,提出了部分預(yù)應(yīng)力混凝土斜拉橋主梁設(shè)計步驟。進(jìn)一步結(jié)合典型算例提出了按部分預(yù)應(yīng)力進(jìn)行PPC斜拉橋主梁簡化設(shè)計和驗算的方法。
[Abstract]:China is the country with the largest number of cable-stayed bridges in the world. This paper, starting from the stress characteristics of the cable-stayed bridge system, studies how to apply the partial prestress design to the concrete cable-stayed bridge to make it more reasonable under the premise of ensuring safety. First, the research status and the part of the part of the pre stress concrete (PPC) structure are studied in this paper. The theory of the application of partial prestress to the design of concrete cable-stayed bridge is reviewed. Then, considering the nonlinearity of concrete material, the local segment model test and the design parameter analysis of the PPC cable-stayed bridge are carried out. Finally, the simplified method suitable for the design of PPC cable-stayed bridge is put forward. The main work of this paper is (1) put forward the main work of this paper. The design concept of partial prestressed concrete is adopted in the main beam of concrete cable-stayed bridge. The bridge designed by partial prestress can overcome the shortage of full prestress design, especially suitable for a cable-stayed bridge with small gravity effect, large proportion of live load effect and enough stress in the interval. The combination of the two can effectively reduce the main of the cable-stayed bridge. The stress and cost saving of the beam do not affect its normal use requirements and structural safety. (2) a layered beam element method based on the rigid arm is proposed to simulate the macro development process of the crack and crack of the concrete section, and the related calculation program is written. The data of pre-stressed concrete T beams verify the reliability of the program, overcome the problem that the conventional numerical analysis method may appear iterative non convergence in the near failure, and simplify the calculation process. (3) the local segment model test method for the two stage design of the concrete cable-stayed bridge is proposed. The most obvious plastic interval is used as the test interval. The non cable zone is set at both ends of the model to eliminate the influence of the boundary conditions. The elastic support is made to reflect the influence of the whole structure on the local segment model. The segment model is designed. The method includes two parts of the reduction stage and the scale stage, and the length of the cable free zone and the end projectile are determined by calculation. The size of the rigid support stiffness ensures the similarity between the force of the control section and the control cable and the actual bridge. Under the premise of ensuring the accuracy of the test, the experimental target of reflecting the overall performance of the cable-stayed bridge is realized on the premise of guaranteeing the accuracy of the test. (4) the model test of the PPC cable-stayed bridge section is carried out. The design and processing of the test beam are completed. The reasonable bridge state of the segment model is determined, and the repeated control loading and structural failure test are carried out in the elastic range and the crack width. It is found that the crack has good stability and repeatability during the loading process and the crack can be completely closed after unloading. After the cracking of the main beam, the structure still has a larger bearing space and after the cracking. The overall stiffness of the reconstructed structure has been reduced, but it is not obvious. The correctness of the theoretical calculation is verified by comparing the measured data and theoretical calculation. (5) the internal force redistribution and parameter analysis of the PPC cable-stayed bridge are carried out. The nonlinear performance of the bending moment increment and deflection of the middle cross section of the concrete cable-stayed bridge is analyzed. Stress, crack width, crack development and full bridge bearing capacity are analyzed by the force quantity and the normal reinforcement ratio. The increase trend of the crack width and the distribution range with the load is analyzed. The calculation shows that the cable-stayed bridge has obvious internal force redistribution after the main beam cracking, and the post stress can reduce the maximum compressive stress of the concrete effectively. Force, at the same time, has little effect on the width of the cracks at the later stage of loading, and it will not reduce the bearing capacity of the full bridge. Through the nonlinear analysis of the concrete cable-stayed bridge with three different span and different side span ratio, it is found that the greater the degree of internal force redistribution after the larger span is cracked, the bearing capacity of the whole bridge of the cable-stayed bridge is mainly controlled by the strength of the cable. 6) the design method of the main beam of PPC cable-stayed bridge is designed and simplified according to the width of the crack. According to the stress control condition of the lower edge of the main beam, the rational state of the main beam of the partially prestressed concrete cable-stayed bridge is determined by the stress balance method. The calculation formulas of various crack width are discussed, and the determination of the width of the crack width is put forward according to the 0.1mm crack width. The main beam allows the size of tensile stress to be a reference for the design of the main beam of partially prestressed concrete cable-stayed bridge. The partial prestress estimation and beam distribution method are studied. The design steps of the main beam of the partially prestressed concrete cable-stayed bridge are put forward. The simplified design and test of the main beam of the PPC cable-stayed bridge according to the partial prestress are further combined with the typical example. The method of calculation.
【學(xué)位授予單位】：長沙理工大學(xué)
【學(xué)位級別】：博士
【學(xué)位授予年份】：2015
【分類號】：U448.27
[Abstract]:China is the country with the largest number of cable-stayed bridges in the world. This paper, starting from the stress characteristics of the cable-stayed bridge system, studies how to apply the partial prestress design to the concrete cable-stayed bridge to make it more reasonable under the premise of ensuring safety. First, the research status and the part of the part of the pre stress concrete (PPC) structure are studied in this paper. The theory of the application of partial prestress to the design of concrete cable-stayed bridge is reviewed. Then, considering the nonlinearity of concrete material, the local segment model test and the design parameter analysis of the PPC cable-stayed bridge are carried out. Finally, the simplified method suitable for the design of PPC cable-stayed bridge is put forward. The main work of this paper is (1) put forward the main work of this paper. The design concept of partial prestressed concrete is adopted in the main beam of concrete cable-stayed bridge. The bridge designed by partial prestress can overcome the shortage of full prestress design, especially suitable for a cable-stayed bridge with small gravity effect, large proportion of live load effect and enough stress in the interval. The combination of the two can effectively reduce the main of the cable-stayed bridge. The stress and cost saving of the beam do not affect its normal use requirements and structural safety. (2) a layered beam element method based on the rigid arm is proposed to simulate the macro development process of the crack and crack of the concrete section, and the related calculation program is written. The data of pre-stressed concrete T beams verify the reliability of the program, overcome the problem that the conventional numerical analysis method may appear iterative non convergence in the near failure, and simplify the calculation process. (3) the local segment model test method for the two stage design of the concrete cable-stayed bridge is proposed. The most obvious plastic interval is used as the test interval. The non cable zone is set at both ends of the model to eliminate the influence of the boundary conditions. The elastic support is made to reflect the influence of the whole structure on the local segment model. The segment model is designed. The method includes two parts of the reduction stage and the scale stage, and the length of the cable free zone and the end projectile are determined by calculation. The size of the rigid support stiffness ensures the similarity between the force of the control section and the control cable and the actual bridge. Under the premise of ensuring the accuracy of the test, the experimental target of reflecting the overall performance of the cable-stayed bridge is realized on the premise of guaranteeing the accuracy of the test. (4) the model test of the PPC cable-stayed bridge section is carried out. The design and processing of the test beam are completed. The reasonable bridge state of the segment model is determined, and the repeated control loading and structural failure test are carried out in the elastic range and the crack width. It is found that the crack has good stability and repeatability during the loading process and the crack can be completely closed after unloading. After the cracking of the main beam, the structure still has a larger bearing space and after the cracking. The overall stiffness of the reconstructed structure has been reduced, but it is not obvious. The correctness of the theoretical calculation is verified by comparing the measured data and theoretical calculation. (5) the internal force redistribution and parameter analysis of the PPC cable-stayed bridge are carried out. The nonlinear performance of the bending moment increment and deflection of the middle cross section of the concrete cable-stayed bridge is analyzed. Stress, crack width, crack development and full bridge bearing capacity are analyzed by the force quantity and the normal reinforcement ratio. The increase trend of the crack width and the distribution range with the load is analyzed. The calculation shows that the cable-stayed bridge has obvious internal force redistribution after the main beam cracking, and the post stress can reduce the maximum compressive stress of the concrete effectively. Force, at the same time, has little effect on the width of the cracks at the later stage of loading, and it will not reduce the bearing capacity of the full bridge. Through the nonlinear analysis of the concrete cable-stayed bridge with three different span and different side span ratio, it is found that the greater the degree of internal force redistribution after the larger span is cracked, the bearing capacity of the whole bridge of the cable-stayed bridge is mainly controlled by the strength of the cable. 6) the design method of the main beam of PPC cable-stayed bridge is designed and simplified according to the width of the crack. According to the stress control condition of the lower edge of the main beam, the rational state of the main beam of the partially prestressed concrete cable-stayed bridge is determined by the stress balance method. The calculation formulas of various crack width are discussed, and the determination of the width of the crack width is put forward according to the 0.1mm crack width. The main beam allows the size of tensile stress to be a reference for the design of the main beam of partially prestressed concrete cable-stayed bridge. The partial prestress estimation and beam distribution method are studied. The design steps of the main beam of the partially prestressed concrete cable-stayed bridge are put forward. The simplified design and test of the main beam of the PPC cable-stayed bridge according to the partial prestress are further combined with the typical example. The method of calculation.
【學(xué)位授予單位】：長沙理工大學(xué)
【學(xué)位級別】：博士
【學(xué)位授予年份】：2015
【分類號】：U448.27
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