本文選題：節(jié)點(diǎn)域箱形加強(qiáng)式連接 + 弱軸連接�。� 參考：《長(zhǎng)安大學(xué)》2017年碩士論文

【摘要】：1994年美國(guó)北嶺地震和1995年日本阪神地震后,人們對(duì)工地焊接的梁柱連接節(jié)點(diǎn)的抗震性能產(chǎn)生了懷疑,帶懸臂梁段拼接的梁柱連接形式得到了重視。帶懸臂梁段拼接的梁柱連接節(jié)點(diǎn)具有“工廠焊接、現(xiàn)場(chǎng)拼接”的特點(diǎn),這種連接能夠克服現(xiàn)場(chǎng)焊接對(duì)氣候和焊工技術(shù)要求較高、焊接質(zhì)量難以控制等缺點(diǎn),耗能能力好,施工速度快。結(jié)合課題組前期對(duì)節(jié)點(diǎn)域箱形加強(qiáng)式工字形柱弱軸連接節(jié)點(diǎn)(新型弱軸連接節(jié)點(diǎn))的研究成果,本文設(shè)計(jì)了兩個(gè)帶懸臂梁段拼接的新型弱軸連接節(jié)點(diǎn)試件,一個(gè)為標(biāo)準(zhǔn)試件(S-2),另一個(gè)為懸臂短梁段變材性試件(S-5),利用試驗(yàn)及ABAQUS有限元分析軟件對(duì)兩試件進(jìn)行了深入分析。試驗(yàn)研究表明:受焊縫脆斷的影響,兩試件的延性系數(shù)、耗能系數(shù)、剛度退化系數(shù)等沒有表現(xiàn)出明顯的規(guī)律性。試件延性系數(shù)最大值為2.44,說明帶懸臂梁段拼接的新型弱軸連接節(jié)點(diǎn)的延性性能有待提高;兩試件的節(jié)點(diǎn)域在最大荷載時(shí)刻仍處于彈性階段,符合“強(qiáng)節(jié)點(diǎn)域”的受力特征;試件梁柱連接焊縫及梁梁拼接焊縫的應(yīng)力均較大,為危險(xiǎn)截面,試驗(yàn)過程中出現(xiàn)了梁梁拼接焊縫脆性斷裂的情況,這對(duì)鋼框架節(jié)點(diǎn)的抗震十分不利,故在實(shí)際工程中要嚴(yán)格保證該部位的焊縫質(zhì)量。有限元分析表明:S-2拉向及S-5的推、拉向屈服荷載和峰值荷載誤差均小于15%,這說明有限元模擬能夠較好的擬合試件在循環(huán)荷載下的受力特征;有限元模擬所得的延性系數(shù)均大于試驗(yàn)所得但仍小于3;蒙皮板厚度對(duì)節(jié)點(diǎn)的破壞形式影響較大;懸臂梁段采用較高強(qiáng)度鋼材能夠推遲懸臂連接節(jié)點(diǎn)進(jìn)入屈服階段的時(shí)間,提高鋼結(jié)構(gòu)框架的極限承載力;采用梁端加強(qiáng)型懸臂連接節(jié)點(diǎn)能夠提高節(jié)點(diǎn)的承載力,但其延性會(huì)有所降低;當(dāng)懸臂梁段采用栓焊混合連接時(shí),本文推薦懸臂梁段長(zhǎng)度取為1-2倍梁高,但不應(yīng)大于1.6米。
[Abstract]:After the North Ridge earthquake in 1994 and the Hanshin earthquake in Japan in 1995, the seismic behavior of welded Liang Zhu joints on site was questioned, and the form of Liang Zhu connection with cantilever beam segment was paid more attention. The joint of Liang Zhu with cantilever beam segment has the characteristic of "factory welding, spot splicing". This kind of connection can overcome the disadvantages of high requirement of weather and welder technology, difficult control of welding quality, and good energy consumption ability. The construction speed is fast. Combined with the previous research results of the research on the new type of weak axis connection joint (new type of weak axis connection joint) of the box reinforced I-shaped column in the node domain, two new type of weak axis connection joint specimens with cantilever beam segment are designed in this paper. One is a standard specimen, and the other is a cantilever short beam section material changing test piece. The two specimens are deeply analyzed by means of test and Abaqus finite element analysis software. The experimental results show that the ductility coefficient, energy dissipation coefficient and stiffness degradation coefficient of the two specimens do not show obvious regularity due to the brittle fracture of the weld. The maximum ductility coefficient of the specimen is 2.44, which indicates that the ductility performance of the new type of weakly axially connected joints with cantilever beam segments needs to be improved, and the joint domain of the two specimens is still in the elastic stage at the time of the maximum load, which conforms to the stress characteristics of the "strong joint domain". The stress of weld seam and beam joint weld in Liang Zhu connection is large, which is dangerous section. The brittle fracture of beam-beam joint weld appears during the test, which is very disadvantageous to the seismic resistance of steel frame joint. Therefore, the welding quality of this position should be strictly guaranteed in the actual engineering. The finite element analysis shows that the error of tensile yield load and peak load is less than 15 by the push of S-2 and S-5, which shows that the finite element simulation can better fit the stress characteristics of the specimen under cyclic load. The ductility coefficients obtained by finite element simulation are all larger than the test results but are still less than 3; the thickness of the sheathed plate has a great influence on the failure form of the joints; the high strength steel used in the cantilever beam section can delay the time when the cantilever joints enter the yield stage. The ultimate bearing capacity of steel frame is improved, the bearing capacity of joints can be improved by using beam end reinforced cantilever joints, but its ductility will be reduced. It is recommended that the length of cantilever beam should be 1-2 times the height of beam, but should not be more than 1.6 meters.
【學(xué)位授予單位】：長(zhǎng)安大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2017
【分類號(hào)】：TU391;TU312.3

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本文編號(hào)：2008036