- 摘 要
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(內(nèi)蒙古科技大學土木工程學院,包頭 014010)
摘要: 為了獲得 H 型鋼部分包裹混凝土組合柱(PEC 組合柱)-型鋼梁框架半剛性節(jié)點各組成部件合理的耗能組合,以端板厚度、柱翼緣寬厚比及是否設置背墊板為變量參數(shù),設計制作了 6 個 PEC 組合柱-型鋼梁框架半剛性節(jié)點試件,并完成了低周往復荷載試驗和試件相關參數(shù)有限元拓展分析.除未設置背墊板試件外,其他試件滯回曲線均呈現(xiàn)飽滿的梭形,試件最終破壞特征表現(xiàn)為梁端翼緣嚴重屈曲而形成明顯的塑性鉸區(qū),表現(xiàn)出良好的抗震性能.設置背墊板后,試件滯回曲線趨于飽滿,表明合理的設置背墊板可明顯提升節(jié)點轉(zhuǎn)動剛度,約束效應突出.建議該類框架半剛性節(jié)點在未設置背墊板,柱翼緣寬厚比為 8 時,端板厚度宜取 10 ~ 24mm;設置背墊板時,柱翼緣寬厚比為 16 時,當背墊板、端板厚度分別取 12、24mm,此時既能實現(xiàn)“強柱弱梁”的抗震設計目標,同時組合件半剛性節(jié)點性能可得到充分發(fā)揮,耗能能力良好.
關鍵詞: H 型鋼部分包裹混凝土組合柱;半剛性節(jié)點;抗震性能;有限元分析;優(yōu)化分析
中圖分類號:TU398 文獻標志碼:A 文章編號:1002-848X(2022)18-0092-07
DOI:10.19701 / j.jzjg.20200976
Experimental study and optimization analysis on PEC composite column-type steel beamframe semi-rigid joint seismic performance
ZHAO Gentian,ZHAO Chong,LI Bushuan,WANG Liaoyang
(School of Civil Engineering,Inner Mongolia University of Science & Technology,Baotou 014010,China)
Abstract: In order to obtain the reasonable energy dissipation combination on semi-rigid joint of H-type steel part wrappedin the concrete composite column(PEC composite column)and type steel beam frame,six PEC composite column-type steelbeam frame semi-rigid joint specimens were designed and fabricated based on the variable parameters of end platethickness,column flange width ratio and whether to set back cushion plate,the low weekly reciprocating load test wascompleted,and the finite element expansion of test parameters was analyzed. All the hysteretic curves shown full fusiformshape except the specimen without back cushion plate. The final failure of the specimen was characterized by severebuckling of the flange at the end of the beam to form an obvious plastic hinge region,resulting in good seismic performance.After setting the back pad plate,the hysteretic curve of the specimen tends to be full,which indicated that the reasonablesetting of the back pad plate can obviously enhance the rotational stiffness of the joint,and the constraint effect wasprominent. It is recommended that the semi-rigid joints of this kind of frame are not provided with back pad plate,when thecolumn flange width-to-thickness ratio is 8,the thickness of the end plate should be 10~ 24mm. When the back pad plateplate is installed,and the column flange width-to-thickness ratio is 16,the thickness of the backing plate and the end plateare 12mm and 24mm respectively,the seismic design goal of “ strong column and weak beam” can be achieved,theperformance of the semi-rigid joint of the assembly can be fully exerted,and the energy consumption can be good ability.
Keywords:H-type steel part wrapped in the concrete composite column;semi-rigid joint;seismic performance;finiteelement analysis;optimized analysis
∗國家自然科學基金資助項目(51268042),內(nèi)蒙古科技大學創(chuàng)新基金項目(2019QOL-S08).
第一作者:趙根田,教授,博士,碩士生導師,主要從事新型組合結(jié)構(gòu)研究,Emai:zhaogentian93110@ sina. com.
[引用本文] 趙根田,趙沖,李補拴,等. PEC 組合柱-型鋼梁框架半剛性節(jié)點抗震性能試驗及優(yōu)化分析[J]. 建筑結(jié)構(gòu),2022,52(18):92-98. ZHAO Gentian,ZHAO Chong,LI Bushuan,et al. Experimental study and optimization analysison PEC composite column-type steel beam frame semi-rigid joint seismic performance [ J]. Building Structure,2022,52(18):92-98.
