- 摘 要
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（1 華東建筑設計研究總院， 上海 200002； 2 上海超高層建筑設計工程技術(shù)研究中心， 上海 200002）
［摘要］翼緣焊接腹板栓接的梁柱栓焊混合剛性節(jié)點是鋼框架梁柱現(xiàn)場連接的主要形式之一，該節(jié)點需滿足“強節(jié)點”的設計原則。傳統(tǒng)的栓焊混合節(jié)點計算僅考慮翼緣抗彎和腹板抗剪，《高層民用建筑鋼結(jié)構(gòu)設計規(guī)范》（JGJ 99—2015）借鑒日本規(guī)范，給出了鋼梁腹板承擔梁端彎矩的計算方法?；诔Ｓ玫臒彳埿弯摻孛?，對比了考慮翼緣與腹板均參與抗彎的栓焊節(jié)點新算法與僅考慮翼緣抗彎的傳統(tǒng)算法之間的差別。結(jié)果表明：腹板對梁柱節(jié)點的極限抗彎承載力提高有限，腹板抗彎承載力占梁柱連接的極限抗彎承載力的比值為8%～14%；對常用HN型鋼，即便考慮腹板抗彎，仍然無法滿足《高層民用建筑鋼結(jié)構(gòu)技術(shù)規(guī)程》（JGJ 99—2015）公式（8.2.1-1）Mju≥αMp，還需要采用加強型連接或狗骨式節(jié)點。由于腹板螺栓的抗彎中心距明顯小于翼緣的抗彎中心距，用腹板螺栓抗彎不太經(jīng)濟。腹板配置受彎螺栓數(shù)量遠超抗剪所需螺栓，并造成連接板尺寸過大，相比單純加強翼緣反而更浪費材料。梁柱節(jié)點需進行小震彈性和極限承載力的兩階段設計，實際工程案例表明，跨高比較大的鋼梁腹板螺栓一般由彈性設計控制，跨高比較小時由極限承載力控制。
［關(guān)鍵詞］梁柱剛性節(jié)點；栓焊混合連接；翼緣抗彎；腹板抗剪；加強式連接；狗骨式節(jié)點
中圖分類號：TU398-7文獻標識碼：A文章編號：1002-848X(2021)07-0066-07
Discussion on calculation method of beam-column welded-bolted hybrid connection of steel frame
HUANG Yongqiang1,2, ZHU Jing1
(1 East China Architectural Design & Research Institute, Shanghai 200002, China；2 Shanghai Engineering Technology Research Center of Super High-Rise Building Design， Shanghai 200002， China)
Abstract:The beam-column welded-bolted hybrid rigid joint with flange welded and web bolted is one of the main forms of field connection of steel frame beam-column. This joint must meet the design principle of “strong connection”. The calculation of traditional welded-bolted hybrid joints only considers flange bending resistance and web shear resistance. The Technical specification for steel structure of tall building (JGJ 99—2015) draws on Japanese standards and gives the calculation method of steel beam webs to bear the beam end bending moment. Based on commonly used hot rolled HN steel sections, the difference between the new algorithm for welded-bolted joint that considers both flange and web to be involved in bending resistance and the traditional algorithm that only considers flange bending resistance was compared. The results show that the ultimate bending capacity of the web to the beam-column joint is limited, and the ratio of the bending capacity of the web to the ultimate bending capacity of the beam-column joint is 8%～14%. For commonly used HN steel section, even considering the bending resistance of the web, it still cannot meet the formula (8.2.1-1) Mju≥αMp in the Technical specification for steel structure of tall building (JGJ 99—2015). It is necessary to use strengthened connections or reduced-beam section joint. Since the bending center distance of the web bolts is significantly smaller than the bending center distance of the flange, it is not economical to use web bolts to resist bending. The number of bending bolts of the webs far exceed the bolts required for shear resistance, and the size of the connecting plate is too large, which wastes more material than simply strengthening the flange. The beam-column joint needs to be designed in two stages of seismic elasticity and ultimate bearing capacity. Actual engineering cases show that the web bolts of steel beams with relatively large spans are generally controlled by elastic design, and those with relatively small span are controlled by ultimate bearing capacity.
Keywords:beam-column rigid joint;welded-bolted hybrid connection;bending resistance of the flange;shear resistance of the web;strengthened connection;reduced-beam section joint
作者簡介：黃永強，碩士，高級工程師，Email:hyq@ecadi.com；通信作者：朱晶，碩士，工程師，Email:zj21158@ecadi.com。
