上承式肋拱渡槽抗震性能研究
發(fā)布時(shí)間：2018-10-04 23:24
【摘要】：渡槽是遠(yuǎn)距離調(diào)水工程和灌區(qū)水工建筑物中應(yīng)用最廣泛的交叉建筑物之一，我國(guó)是一個(gè)多地震國(guó)家。地震區(qū)渡槽區(qū)別于一般建筑物，除承受水壓、自重等靜力荷載外，還承受風(fēng)、地震等動(dòng)力荷載，因而對(duì)渡槽結(jié)構(gòu)的抗震分析難度較大。我國(guó)目前尚無(wú)關(guān)于渡槽結(jié)構(gòu)的抗震設(shè)計(jì)規(guī)范，對(duì)渡槽的抗震研究主要集中在槽身結(jié)構(gòu)選型、動(dòng)力荷載下水體晃動(dòng)等方面，對(duì)渡槽支承結(jié)構(gòu)的研究較少，運(yùn)用時(shí)程分析法對(duì)渡槽支撐結(jié)構(gòu)的抗震研究則更少。 本文借鑒國(guó)內(nèi)外關(guān)于橋梁、渡槽結(jié)構(gòu)、地震動(dòng)力時(shí)程分析法以及地震波的研究成果，以東滑峪渡漕為例，運(yùn)用ANSYS進(jìn)行動(dòng)力時(shí)程分析。在過(guò)水流量、跨度、抗震設(shè)防烈度及地基承載一定的情況下，運(yùn)用不同實(shí)驗(yàn)設(shè)計(jì)方案（單因素、正交試驗(yàn)），分別改變矢跨比、拱軸線(xiàn)形式、排列方式、排架密度進(jìn)行動(dòng)力時(shí)程分析，最終得到既滿(mǎn)足安全性又具有顯著經(jīng)濟(jì)效益和工程價(jià)值的結(jié)構(gòu)參數(shù)，主要工作內(nèi)容如下： （1）研究國(guó)內(nèi)外關(guān)于橋梁、渡槽結(jié)構(gòu)模型的簡(jiǎn)化方法，確定渡槽槽身結(jié)構(gòu)、支撐結(jié)構(gòu)以及槽內(nèi)水體簡(jiǎn)化模型的單元類(lèi)型，邊界約束條件，支撐排架與槽身的節(jié)點(diǎn)耦合等。在空槽工況和過(guò)水工況下，對(duì)東滑峪渡漕進(jìn)行靜力分析、模態(tài)分析，在此基礎(chǔ)上施加橫槽向地震激勵(lì)、順槽向地震激勵(lì)，運(yùn)用時(shí)程分析法進(jìn)行動(dòng)力時(shí)程分析。通過(guò)靜力分析，研究?jī)?nèi)力（軸力、剪力、面內(nèi)彎矩、面外彎矩）沿主拱圈的分布規(guī)律。通過(guò)動(dòng)力時(shí)程分析，研究主拱圈位移、內(nèi)力分布情況，分別確定其位移最大值、內(nèi)力最大值截面位置。將靜力分析結(jié)果與動(dòng)力分析結(jié)果組合，確定主拱圈最不利位置。 （2）運(yùn)用單因素法安排實(shí)驗(yàn)，改變結(jié)構(gòu)的矢跨比、拱軸線(xiàn)形式、排列方式以及排架密度，建立有限元模型，并進(jìn)行動(dòng)力分析，將動(dòng)力分析結(jié)果與靜力分析結(jié)果組合，通過(guò)對(duì)比拱腳內(nèi)力極值（軸力、剪力、面內(nèi)彎矩、面外彎矩）和應(yīng)力極值，分別確定最優(yōu)矢跨比、拱軸線(xiàn)形式、排列方式、排架密度。 （3）運(yùn)用正交試驗(yàn)法安排實(shí)驗(yàn)，建立有限元模型，并進(jìn)行動(dòng)力分析，將動(dòng)力分析結(jié)果與靜力分析結(jié)果組合，運(yùn)用SPSS軟件分別對(duì)拱腳內(nèi)力極值和應(yīng)力極值進(jìn)行方差分析，，確定因素主次順序，綜合考慮，最終確定最優(yōu)組合因素水平，即最優(yōu)結(jié)構(gòu)參數(shù)組合。 單因素法得：最優(yōu)矢跨比為1/6，最優(yōu)拱軸線(xiàn)形式為懸鏈線(xiàn)，最優(yōu)排列方式為拱頂不設(shè)排架，最優(yōu)排架密度為原排架密度。正交試驗(yàn)法得：除橫槽向地震激勵(lì)下，最優(yōu)排架排列方式為拱頂設(shè)置排架，其他最優(yōu)結(jié)構(gòu)參數(shù)與單因素法相同。
[Abstract]:Aqueduct is one of the most widely used cross structures in remote water transfer project and irrigation area. China is a country with many earthquakes. The aqueduct in earthquake area is different from the general building. Besides static load such as water pressure and deadweight, it also bears dynamic loads such as wind and earthquake, so the seismic analysis of aqueduct structure is difficult. At present, there is no seismic design code for aqueduct structure in China. The seismic research of aqueduct is mainly focused on the selection of aqueduct structure, the sloshing of water body under dynamic load and so on, but the research on aqueduct supporting structure is less. The seismic analysis of aqueduct braces by time history analysis is less. This paper draws lessons from the research results of bridge, aqueduct structure, seismic dynamic time-history analysis and seismic wave at home and abroad, and uses ANSYS as an example to carry out dynamic time-history analysis. Under the conditions of water flow, span, seismic fortification intensity and foundation bearing capacity, different experimental design schemes (single factor, orthogonal test) are used to change the rise-span ratio, the form of arch axis, and the arrangement mode, respectively. Dynamic time history analysis of the bent density is carried out, and the structural parameters which satisfy the safety and have significant economic benefit and engineering value are obtained. The main work is as follows: (1) the bridge at home and abroad is studied. The simplified method of aqueduct structure model, the element type of aqueduct body structure, bracing structure and water body simplification model, boundary constraint condition, coupling between bracing frame and trough body, etc. On the basis of static analysis and modal analysis, the dynamic time-history analysis is carried out on the condition of empty trough and over-water. On the basis of this, the transverse seismic excitation and the seismic excitation along the channel are applied, and the time-history analysis method is used to carry out the dynamic time-history analysis. Through static analysis, the distribution of internal forces (axial force, shear force, in-plane moment, out-of-plane moment) along the main arch ring is studied. Through dynamic time history analysis, the displacement and internal force distribution of the main arch ring are studied, and the maximum displacement and the maximum internal force section position are determined respectively. The most unfavorable position of the main arch ring is determined by combining the static analysis results with the dynamic analysis results. (2) the single factor method is used to arrange the experiment, which changes the rise-span ratio, the form of arch axis, the arrangement and the density of bent frame. The finite element model is established, and the dynamic analysis is carried out, and the dynamic analysis results are combined with the static analysis results. By comparing the extreme values of internal force (axial force, shear force, in-plane moment, out-of-plane moment) and stress extremum of arch foot, the optimum rise-span ratio, the form of arch axis, the arrangement mode and the density of bent frame are determined respectively. (3) the experiment is arranged by orthogonal test method, the finite element model is established, and the dynamic analysis is carried out. The results of dynamic analysis and static analysis are combined, and the extreme value of internal force and the extreme value of stress of arch foot are analyzed by SPSS software, respectively. Finally, the optimal combination factor level, i.e. the optimal structural parameter combination, is determined by determining the primary and secondary order of the factors and considering the factors synthetically. The single factor method shows that the optimal rise-span ratio is 1 / 6, the optimal arch axis is catenary, the optimal arrangement is that the arch has no bent frame, and the optimal bent density is the original bent density. The results of orthogonal test show that the optimal arrangement of bent frames is the same as that of the single factor method, except for the seismic excitation in the transverse groove direction, and the other optimal structural parameters are the same as that of the single factor method.
【學(xué)位授予單位】：西北農(nóng)林科技大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2014
【分類(lèi)號(hào)】：TV672.3;TV313
本文編號(hào)：2252296
[Abstract]:Aqueduct is one of the most widely used cross structures in remote water transfer project and irrigation area. China is a country with many earthquakes. The aqueduct in earthquake area is different from the general building. Besides static load such as water pressure and deadweight, it also bears dynamic loads such as wind and earthquake, so the seismic analysis of aqueduct structure is difficult. At present, there is no seismic design code for aqueduct structure in China. The seismic research of aqueduct is mainly focused on the selection of aqueduct structure, the sloshing of water body under dynamic load and so on, but the research on aqueduct supporting structure is less. The seismic analysis of aqueduct braces by time history analysis is less. This paper draws lessons from the research results of bridge, aqueduct structure, seismic dynamic time-history analysis and seismic wave at home and abroad, and uses ANSYS as an example to carry out dynamic time-history analysis. Under the conditions of water flow, span, seismic fortification intensity and foundation bearing capacity, different experimental design schemes (single factor, orthogonal test) are used to change the rise-span ratio, the form of arch axis, and the arrangement mode, respectively. Dynamic time history analysis of the bent density is carried out, and the structural parameters which satisfy the safety and have significant economic benefit and engineering value are obtained. The main work is as follows: (1) the bridge at home and abroad is studied. The simplified method of aqueduct structure model, the element type of aqueduct body structure, bracing structure and water body simplification model, boundary constraint condition, coupling between bracing frame and trough body, etc. On the basis of static analysis and modal analysis, the dynamic time-history analysis is carried out on the condition of empty trough and over-water. On the basis of this, the transverse seismic excitation and the seismic excitation along the channel are applied, and the time-history analysis method is used to carry out the dynamic time-history analysis. Through static analysis, the distribution of internal forces (axial force, shear force, in-plane moment, out-of-plane moment) along the main arch ring is studied. Through dynamic time history analysis, the displacement and internal force distribution of the main arch ring are studied, and the maximum displacement and the maximum internal force section position are determined respectively. The most unfavorable position of the main arch ring is determined by combining the static analysis results with the dynamic analysis results. (2) the single factor method is used to arrange the experiment, which changes the rise-span ratio, the form of arch axis, the arrangement and the density of bent frame. The finite element model is established, and the dynamic analysis is carried out, and the dynamic analysis results are combined with the static analysis results. By comparing the extreme values of internal force (axial force, shear force, in-plane moment, out-of-plane moment) and stress extremum of arch foot, the optimum rise-span ratio, the form of arch axis, the arrangement mode and the density of bent frame are determined respectively. (3) the experiment is arranged by orthogonal test method, the finite element model is established, and the dynamic analysis is carried out. The results of dynamic analysis and static analysis are combined, and the extreme value of internal force and the extreme value of stress of arch foot are analyzed by SPSS software, respectively. Finally, the optimal combination factor level, i.e. the optimal structural parameter combination, is determined by determining the primary and secondary order of the factors and considering the factors synthetically. The single factor method shows that the optimal rise-span ratio is 1 / 6, the optimal arch axis is catenary, the optimal arrangement is that the arch has no bent frame, and the optimal bent density is the original bent density. The results of orthogonal test show that the optimal arrangement of bent frames is the same as that of the single factor method, except for the seismic excitation in the transverse groove direction, and the other optimal structural parameters are the same as that of the single factor method.
【學(xué)位授予單位】：西北農(nóng)林科技大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2014
【分類(lèi)號(hào)】：TV672.3;TV313
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