- 摘 要
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（河南科技大學土木工程學院， 洛陽 471023）
［摘要］對9個內(nèi)隔板式異形鋼管混凝土節(jié)點試件進行了低周反復荷載試驗，研究了該類節(jié)點試件損傷破壞全過程，得出節(jié)點域腹板肢鋼腹板第一薄弱點、最薄弱點的位置，以及鋼腹板全截面屈服時最薄弱點處殘余應變發(fā)展規(guī)律。在此基礎上，研究了內(nèi)隔板式異形鋼管混凝土節(jié)點試件位移延性系數(shù)、塑性發(fā)展系數(shù)和延性發(fā)展系數(shù)，分析了柱截面形狀、柱截面肢高肢厚比、軸壓比、節(jié)點域第一薄弱點位置、最薄弱點位置對內(nèi)隔板式異形鋼管混凝土節(jié)點試件延性的影響。結(jié)果表明：該類節(jié)點試件位移延性系數(shù)高于普通鋼筋混凝土異形節(jié)點的位移延性系數(shù)，表現(xiàn)出良好的抗震性能；柱截面肢高肢厚比相同時中節(jié)點試件塑性發(fā)展系數(shù)小于角節(jié)點、邊節(jié)點試件，隨著軸壓比的增大中節(jié)點試件塑性發(fā)展系數(shù)逐漸增大；柱截面肢高肢厚比相同時角節(jié)點、邊節(jié)點試件延性發(fā)展系數(shù)小于中節(jié)點試件，最薄弱點出現(xiàn)在節(jié)點域中心附近的試件延性發(fā)展系數(shù)較??；柱截面肢高肢厚比為3時的中節(jié)點、邊節(jié)點試件塑性發(fā)展系數(shù)、延性發(fā)展系數(shù)平均值大于柱截面肢高肢厚比為2時的對應值。
［關(guān)鍵詞］異形鋼管混凝土柱； 節(jié)點； 位移延性系數(shù)； 塑性發(fā)展系數(shù)； 延性發(fā)展系數(shù)； 材料損傷
中圖分類號：TU398文獻標識碼：A文章編號：1002-848X(2019)16-0101-07
Research on material damage-based ductility of special-shaped concrete-filled steel tubular joint with inner diaphragm
Chen Xi， Jiao Yufeng， Guo Erwei， Bai Xiaohong
(School of Civil Engineering, Henan University of Science and Technology, Luoyang 471023, China)
Abstract:Nine joints specimens with inner diaphragm consisting of concrete-filled steel tubular special-shaped columns and steel beams were tested under the low cyclic loading. The damage failure process of joints specimens was studied.The appearing location of the first weak point and the weakest point at the steel web of the web\|pier of joints, and the development law of residual strain of the weakest point of joints as steel web of joints reached full section yield were given. On this basis, the displacement ductility factor, plastic evolution factor and ductility evolution factor of joints specimens with inner diaphragm consisting of concrete-filled steel tubular special-shaped columns and steel beams were researched. The influences of different parameters such as sectional shape of special-shaped columns, the ratio of the height to thickness of section of column, axial compression ratio, the first weak point appearing location and the weakest point appearing location of joints specimens were analyzed. The results show that the displacement ductility factor of the joint specimen is higher than the common special-shaped reinforced concrete joint, and the joints specimens have good seismic performance. When the specimens have the same ratio of the height to thickness of section of column, the plastic evolution factor of intermediate joint specimen is less than the exterior joint specimen and corner joint specimen. With the axial compression ratio increasing gradually, the plastic evolution factors of intermediate joint specimen increase. When the specimens have the same ratio of the height to thickness of section of column, the ductility evolution factor of intermediate joint specimen is greater than the exterior joint specimen and corner joint specimen. The ductility evolution factors of the specimens were smaller, where the weakest point of joint specimen appeared in the centre steel web of joints. When the ratio of the height to thickness of section of column was 3, the average of the plastic evolution factor and ductility evolution factor of the intermediate joint specimen and corner joint specimen were greater than the specimens when the ratio of the height to thickness of section of column was 2.
Keywords:concrete-filled steel tubular special-shaped columns; joint; displacement ductility coefficient; plastic evolution coefficient; ductility evolution coefficient; material damage
*國家自然科學基金項目（51808195），河南科技大學博士科研啟動基金(13480014)。
作者簡介：陳茜，博士，講師，Email：chenximy2013@163.com。
