本文選題：節(jié)點域箱形加強式連接 + 弱軸連接�。� 參考：《長安大學》2017年碩士論文

【摘要】：1994年美國北嶺地震和1995年日本阪神地震后,人們對工地焊接的梁柱連接節(jié)點的抗震性能產(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)點具有“工廠焊接、現(xiàn)場拼接”的特點,這種連接能夠克服現(xiàn)場焊接對氣候和焊工技術(shù)要求較高、焊接質(zhì)量難以控制等缺點,耗能能力好,施工速度快。結(jié)合課題組前期對節(jié)點域箱形加強式工字形柱弱軸連接節(jié)點(新型弱軸連接節(jié)點)的研究成果,本文設(shè)計了兩個帶懸臂梁段拼接的新型弱軸連接節(jié)點試件,一個為標準試件(S-2),另一個為懸臂短梁段變材性試件(S-5),利用試驗及ABAQUS有限元分析軟件對兩試件進行了深入分析。試驗研究表明: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)點的延性性能有待提高;兩試件的節(jié)點域在最大荷載時刻仍處于彈性階段,符合“強節(jié)點域”的受力特征;試件梁柱連接焊縫及梁梁拼接焊縫的應力均較大,為危險截面,試驗過程中出現(xiàn)了梁梁拼接焊縫脆性斷裂的情況,這對鋼框架節(jié)點的抗震十分不利,故在實際工程中要嚴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)均大于試驗所得但仍小于3;蒙皮板厚度對節(jié)點的破壞形式影響較大;懸臂梁段采用較高強度鋼材能夠推遲懸臂連接節(jié)點進入屈服階段的時間,提高鋼結(jié)構(gòu)框架的極限承載力;采用梁端加強型懸臂連接節(jié)點能夠提高節(jié)點的承載力,但其延性會有所降低;當懸臂梁段采用栓焊混合連接時,本文推薦懸臂梁段長度取為1-2倍梁高,但不應大于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.
【學位授予單位】：長安大學
【學位級別】：碩士
【學位授予年份】：2017
【分類號】：TU391;TU312.3

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本文編號：2008036