基于改進(jìn)的模態(tài)往復(fù)pushover方法的拱橋抗震性能評估
發(fā)布時(shí)間：2019-05-14 22:00
【摘要】：本拱橋以其良好的跨越能力優(yōu)美的外觀經(jīng)濟(jì)適用在橋梁設(shè)計(jì)中得到了廣泛應(yīng)用，在現(xiàn)今交通網(wǎng)絡(luò)運(yùn)輸和社會(huì)經(jīng)濟(jì)中，拱橋擔(dān)當(dāng)著重要作用和關(guān)鍵地位，研究其抗震性能是一項(xiàng)很有意義的工作針對橋梁抗震的不足，將改進(jìn)的模態(tài)往復(fù)pushover（MMCP）方法引入拱橋結(jié)構(gòu)的抗震分析本文主要進(jìn)行了以下研究工作： 1建立了3組常見大跨度拱橋?qū)Ρ葮蚨眨ㄤ摴芑炷翗蚨珍摴腔炷翗蚨蘸推胀ㄤ摻罨炷翗蚨眨┯邢拊Ｐ�，橋墩高度均�?.9m，鋼骨混凝土橋墩和普通鋼筋混凝土橋墩截面尺寸為300mm300mm，其配筋率均為2.7%，鋼管混凝土橋墩直徑D為300mm，含鋼率為2.7%對3組橋墩分別采用OBG SFS SUN SGS和TAR5條地震波進(jìn)行了MMCP法分析和動(dòng)力時(shí)程分析，通過對其分析得到的頂點(diǎn)位移滯回耗能和損傷指標(biāo)進(jìn)行對比，得出3組橋墩在不同材料下的抗震性能差異，驗(yàn)證了MMCP法不僅在鋼筋混凝土結(jié)構(gòu)存在適用性，在鋼骨和鋼管混凝土結(jié)構(gòu)上同樣存在適用性和精確度 2建立了3組剛架拱結(jié)構(gòu)的有限元模型，拱肋均采用截面直徑為165mm跨度為5.4m的鋼管拱肋，橋墩材料高度截面尺寸和配筋率與上述柱式橋墩相同對鋼筋混凝土剛架拱用投影方法分別將均勻分布倒三角分布和等效振型分布3種水平荷載分布形式應(yīng)用于該結(jié)構(gòu)上，對其進(jìn)行MMCP法分析，得到3種側(cè)向荷載分布模式在地震波不同強(qiáng)度（EPA）下的結(jié)構(gòu)損傷指標(biāo)，通過對比分析得到不同荷載分布對拱橋結(jié)構(gòu)的損傷評估影響 3考慮模態(tài)的影響，對3組剛架拱結(jié)構(gòu)采用倒三角荷載分布形式的側(cè)向力，，進(jìn)行了OBG SFS TAR3條地震波的MMCP法分析和動(dòng)力時(shí)程分析，通過對其分析得到的頂點(diǎn)位移滯回耗能損傷指標(biāo)和滯回耗能曲線進(jìn)行對比，得出3個(gè)剛架拱在不同材質(zhì)的橋墩下的抗震性能差異，驗(yàn)證了MMCP法在拱橋結(jié)構(gòu)上的適用性 4對柱式橋墩和剛架拱結(jié)構(gòu)進(jìn)行動(dòng)力時(shí)程分析時(shí)，均采用位于特征周期為一區(qū)的ē類場地的地震波進(jìn)行分析，利用其分析得到的損傷指標(biāo)與采用設(shè)計(jì)反應(yīng)譜的MMCP法的損傷指標(biāo)進(jìn)行對比，得出利用橋梁抗震規(guī)范的設(shè)計(jì)反應(yīng)譜的MMCP法進(jìn)行拱橋結(jié)構(gòu)損傷評估具有一定的安全度與經(jīng)濟(jì)性 5利用3組剛架拱和3組柱式單橋墩的MMCP法與動(dòng)力時(shí)程分析得到的結(jié)構(gòu)損傷指標(biāo)進(jìn)行對比，得出剛架拱結(jié)構(gòu)由于拱肋的存在，其抗震性能與柱式單橋墩的相比更好，在相同強(qiáng)度（EPA）的地震作用下，剛架拱比柱式單橋墩損傷指標(biāo)要小50%~80%
[Abstract]:The arch bridge has been widely used in bridge design because of its good leapfrogging ability and beautiful appearance economy. In today's transportation and social economy, arch bridge plays an important role and key position. It is a very meaningful work to study its seismic performance, aiming at the shortage of seismic resistance of bridges. The improved modal reciprocating pushover (MMCP) method is introduced into the seismic analysis of arch bridge structure. In this paper, the following research work is carried out: 1) three groups of common contrast piers of long-span arch bridge (concrete-filled steel tubular pier steel bone coagulation) are established. Finite element model of soil pier and ordinary reinforced concrete pier, The height of piers is 1.9 m, the cross section size of steel reinforced concrete piers and ordinary reinforced concrete piers is 300mm 300mm, the reinforcement ratio is 2.7%, and the diameter D of concrete filled steel tubular piers is 300mm. The steel content is 2.7%. The seismic waves of three groups of piers are analyzed by OBG SFS SUN SGS method and TAR5 strip seismic wave, respectively, and the energy dissipation and damage indexes of Vertex displacement hysteretic are compared by using MCP method and dynamic time history analysis. It is concluded that the seismic performance of three groups of piers under different materials is different, and it is verified that the MMC method is not only applicable to reinforced concrete structures. There are also applicability and accuracy in steel bone and concrete filled steel tubular structures. Three groups of finite element models of rigid frame arch structures are established. The arch ribs are all steel tube arch ribs with 165mm span of 5.4 m. The material height section size and reinforcement ratio of the pier are the same as those of the column pier mentioned above. Three horizontal load distribution forms of uniform distribution inverted triangle distribution and equivalent vibration mode distribution are applied to the structure by projection method for reinforced concrete rigid frame arch. The structural damage indexes of three lateral load distribution modes under different strength (EPA) of seismic wave are obtained by analyzing them by (EPA) method. Through comparative analysis, the influence of different load distribution on damage assessment of arch bridge structure is obtained. 3 the influence of mode is considered, and the lateral force in the form of inverted triangular load distribution is adopted for three groups of rigid frame arch structures. The MMCP method and dynamic time history analysis of OBG SFS TAR3 seismic waves are carried out, and the hysteretic energy dissipation damage index and hysteretic energy dissipation curve obtained by the analysis are compared. The seismic performance of three rigid frame arches under different material piers is obtained, and the applicability of MMCP method in arch bridge structure is verified. Four pairs of dynamic time history analysis of column pier and rigid frame arch structure are carried out. The seismic waves located in the area with characteristic period are used to analyze the seismic waves, and the damage indexes obtained by the analysis are compared with those obtained by the MMCP method with the design response spectrum. It is concluded that the MMCP method of seismic response spectrum of bridge has certain safety and economy in structural damage assessment of arch bridge. MMCP method and dynamic time history analysis of three groups of rigid frame arch and three groups of column single piers are obtained by using MMCP method and dynamic time history analysis of three groups of rigid frame arch and three groups of column single piers. The structural damage indexes are compared. It is concluded that due to the existence of arch ribs, the seismic performance of rigid frame arch structure is better than that of column single pier. Under the earthquake action of (EPA) of the same intensity, the damage index of rigid frame arch is 50% less than that of column single pier.
【學(xué)位授予單位】：廣州大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2014
【分類號(hào)】：U442.55;U448.22
本文編號(hào)：2477084
[Abstract]:The arch bridge has been widely used in bridge design because of its good leapfrogging ability and beautiful appearance economy. In today's transportation and social economy, arch bridge plays an important role and key position. It is a very meaningful work to study its seismic performance, aiming at the shortage of seismic resistance of bridges. The improved modal reciprocating pushover (MMCP) method is introduced into the seismic analysis of arch bridge structure. In this paper, the following research work is carried out: 1) three groups of common contrast piers of long-span arch bridge (concrete-filled steel tubular pier steel bone coagulation) are established. Finite element model of soil pier and ordinary reinforced concrete pier, The height of piers is 1.9 m, the cross section size of steel reinforced concrete piers and ordinary reinforced concrete piers is 300mm 300mm, the reinforcement ratio is 2.7%, and the diameter D of concrete filled steel tubular piers is 300mm. The steel content is 2.7%. The seismic waves of three groups of piers are analyzed by OBG SFS SUN SGS method and TAR5 strip seismic wave, respectively, and the energy dissipation and damage indexes of Vertex displacement hysteretic are compared by using MCP method and dynamic time history analysis. It is concluded that the seismic performance of three groups of piers under different materials is different, and it is verified that the MMC method is not only applicable to reinforced concrete structures. There are also applicability and accuracy in steel bone and concrete filled steel tubular structures. Three groups of finite element models of rigid frame arch structures are established. The arch ribs are all steel tube arch ribs with 165mm span of 5.4 m. The material height section size and reinforcement ratio of the pier are the same as those of the column pier mentioned above. Three horizontal load distribution forms of uniform distribution inverted triangle distribution and equivalent vibration mode distribution are applied to the structure by projection method for reinforced concrete rigid frame arch. The structural damage indexes of three lateral load distribution modes under different strength (EPA) of seismic wave are obtained by analyzing them by (EPA) method. Through comparative analysis, the influence of different load distribution on damage assessment of arch bridge structure is obtained. 3 the influence of mode is considered, and the lateral force in the form of inverted triangular load distribution is adopted for three groups of rigid frame arch structures. The MMCP method and dynamic time history analysis of OBG SFS TAR3 seismic waves are carried out, and the hysteretic energy dissipation damage index and hysteretic energy dissipation curve obtained by the analysis are compared. The seismic performance of three rigid frame arches under different material piers is obtained, and the applicability of MMCP method in arch bridge structure is verified. Four pairs of dynamic time history analysis of column pier and rigid frame arch structure are carried out. The seismic waves located in the area with characteristic period are used to analyze the seismic waves, and the damage indexes obtained by the analysis are compared with those obtained by the MMCP method with the design response spectrum. It is concluded that the MMCP method of seismic response spectrum of bridge has certain safety and economy in structural damage assessment of arch bridge. MMCP method and dynamic time history analysis of three groups of rigid frame arch and three groups of column single piers are obtained by using MMCP method and dynamic time history analysis of three groups of rigid frame arch and three groups of column single piers. The structural damage indexes are compared. It is concluded that due to the existence of arch ribs, the seismic performance of rigid frame arch structure is better than that of column single pier. Under the earthquake action of (EPA) of the same intensity, the damage index of rigid frame arch is 50% less than that of column single pier.
【學(xué)位授予單位】：廣州大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2014
【分類號(hào)】：U442.55;U448.22
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