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(合肥工業(yè)大學(xué)土木與水利工程學(xué)院, 合肥 230009)

摘要: 為提升鋼框架節(jié)點(diǎn)抗震性能,實(shí)現(xiàn)塑性鉸轉(zhuǎn)移、損傷集中和損傷構(gòu)件的可更換,針對(duì)帶懸臂梁段拼接節(jié)點(diǎn),提出了一種屈曲約束翼緣蓋板連接的鋼框架節(jié)點(diǎn). 對(duì) 7 個(gè)系列共 14 個(gè)節(jié)點(diǎn)進(jìn)行了數(shù)值模擬分析,對(duì)比了不同類型節(jié)點(diǎn)的性能差異并研究了關(guān)鍵設(shè)計(jì)參數(shù)對(duì)節(jié)點(diǎn)滯回性能的影響規(guī)律. 結(jié)果表明,節(jié)點(diǎn)塑性變形集中在可更換的屈曲約束翼緣蓋板上,滯回較為飽滿且穩(wěn)定;翼緣蓋板與翼緣面積比增加時(shí),節(jié)點(diǎn)承載力增加,但比值超過(guò)約 1 / 2時(shí),梁柱可能出現(xiàn)損傷,難以實(shí)現(xiàn)損傷集中的設(shè)計(jì)目標(biāo);梁段間隙過(guò)大,翼緣蓋板可能發(fā)生局部屈曲,建議控制其厚度與梁段間隙比值不低于 1 / 5;約束板約束范圍達(dá)到 50%時(shí),即能有效約束翼緣蓋板;增加翼緣蓋板削弱段長(zhǎng)度,使梁段間隙偏心率在 0~ 0. 25 區(qū)間時(shí),節(jié)點(diǎn)滯回曲線變化不大,翼緣蓋板損傷減小;當(dāng)螺栓數(shù)量較少時(shí),翼緣蓋板在屈服耗能前會(huì)產(chǎn)生滑移,進(jìn)而影響節(jié)點(diǎn)滯回性能;腹板近翼緣側(cè)螺栓孔由圓形改為槽形時(shí),可以改善腹板螺栓孔處應(yīng)力狀況.

關(guān)鍵詞: 屈曲約束翼緣蓋板; 鋼框架節(jié)點(diǎn); 數(shù)值模擬; 滯回性能; 損傷集中; 參數(shù)化分析

中圖分類號(hào):TU391 文獻(xiàn)標(biāo)志碼:A 文章編號(hào):1002-848X(2023)05-0110-09

DOI:10. 19701 / j. jzjg. 20201046

Study on hysteretic behavior of steel frame joints connected with buckling-restrained flange cover plates

FENG Yulong, WEI Mingtu, CHONG Xun, JIANG Qing

(School of Civil and Hydraulic Engineering, Hefei University of Technology, Hefei 230009, China)

Abstract: To improve the seismic performance of steel frame joints and realize the transfer of plastic hinge, concentrateddamage and replacement of damaged members, a kind of steel frame joint with buckling-restrained flange cover plates wasproposed. A total of 14 joints in 7 series were numerically simulated. The performance differences between various types ofjoints were compared, and the influence of key design parameters on the hysteretic performance of the joints was studied.The results show that the plastic deformation of the joint proposed is concentrated on the replaceable buckling-restrainedflange cover plate, and it exhibits a full and stable hysteretic performance. When the area ratio between the flange coverplate and the flange increases, the bearing capacity of the joints increases; however, the beam and column may damage,making it difficult to achieve centralized damage when the ratio exceeds about 1 / 2. If the gap between beam segments is toolarge, a local buckling may occur to the cover plate; and it is recommended to control the ratio of thickness of cover plateto the gap at least 1 / 5. The flange cover plate can be effectively restrained when the range of the restraining plate reaches50%. When the eccentricity ratio of the gap is between 0 and 0. 25 with increasing weakened segment length of the flangecover plate, the hysteretic curves of the joints change slightly, and the damage of the cover plates decreases. When thenumber of bolts is small, the cover plate will slide before yield, which will affect the hysteretic performance of the joint.When the bolt holes of the web flange near the flanges are changed from circular to grooved, the stress situation at the boltholes of the web can be improved.

Keywords: buckling-restrained flange cover plate; steel frame joint; numerical simulation; hysteretic behavior;concentrated damage; parametric analysis

∗國(guó)家自然科學(xué)基金項(xiàng)目(51708166),中央高?；究蒲袠I(yè)務(wù)費(fèi)專項(xiàng)資金資助( JZ2019HGTB0086),中國(guó)博士后科學(xué)基金資助項(xiàng)目(2018M630706).

第一作者:馮玉龍,博士,副教授,主要從事結(jié)構(gòu)工程和工程抗震研究,Email: feng_yulong@ 126. com.

[引用本文] 馮玉龍,韋明途,種迅,等. 屈曲約束翼緣蓋板連接的鋼框架節(jié)點(diǎn)滯回性能研究[J]. 建筑結(jié)構(gòu),2023,53( 5): 110-118. FENG Yulong, WEI Mingtu,CHONG Xun, et al. Study on hysteretic behavior of steel frame jointsconnected with buckling-restrained flange cover plates[J]. Building Structure,2023,53(5):110-118.