Study on Axial Compression Performance of UHPC Fully Encased Q690 High-Strength Steel Composite Stub Columns

doi:10.12141/j.issn.1000-565X.240443

Abstract

Abstract:

To investigate the axial compression performance and strain compatibility of UHPC fully encased Q690 high-strength steel composite stub columns, this study designed, fabricated, and tested seven specimens under axial compression. The research parameters included the internal arrangement of steel wire mesh, the volume content of UHPC steel fibers, the stirrup spacing, and the cross-section type of steel profiles. It investigated the deformation failure process, ultimate failure mode, and peak bearing capacity of each specimen. The results showed that the UHPC fully encased Q690 high-strength steel composite stub columns exhibited excellent axial compression bea-ring capacity and deformation performance, and the strain compatibility between core UHPC and Q690 high-strength steel can be achieved at peak load. By referring to the bearing capacity calculation methods mentioned in various national codes, including China, Europe, and the United States, theoretical calculations of the axial compression ultimate bearing capacity of the UHPC fully encased Q690 high-strength steel composite stub columns were conducted and the results were compared with the experimental results. It shows that Tthe calculated results are in good agreement with the experimental results, providing a reference for calculating the axial compression bearing capacity of UHPC fully encased Q690 high-strength steel composite stub columns.

Key words: UHPC, Q690 high-strength steel, composite stub column, axial compressive performance, stirrup spacing

CLC Number:

TU 398

LI Tao, HE Zhengbo, WEI Guozheng, CAO Hongyou. Study on Axial Compression Performance of UHPC Fully Encased Q690 High-Strength Steel Composite Stub Columns[J]. Journal of South China University of Technology(Natural Science Edition), 2025, 53(8): 87-99.

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规范	箍筋间距要求	计算最大间距/mm
EN 1994-1-1^［15］	间距不得超过：①纵筋最小直径的20倍；②柱的最小边长；③400 mm	220
AISC 360-22^［16］	箍筋的最大间距不得超过柱截面最小尺寸的0.5倍	110
JGJ 138—2016^［17］	箍筋间距不应大于纵筋直径的15倍	180
ACI 318-08^［18］	箍筋的最大间距不得超过：①16倍的纵筋直径；②48倍箍筋的直径；③试件的最小尺寸	192

材料	用量
预混料	2 100
钢纤维	0（0%）；157（2%）
固态减水剂	9
水	260

试块类型	试块编号	钢纤维体积含量分数/%	立方体抗压强度/MPa	平均值/MPa
SF0	1	0	119.5	118.3
	2	0	119.7
	3	0	115.6
SF2	1	2	130.3	126.9
	2	2	118.3
	3	2	132.2

试块类型	试块编号	钢纤维体积含量分数/%	抗压强度/MPa	抗压强度平均值/MPa	弹性模量/MPa	弹性模量平均值/MPa
SF0	1	0	77.8	80.9	36 360	35 258
	2	0	70.8		34 687
	3	0	94.1		34 728
SF2	1	2	90.8	92.4	34 485	36 756
	2	2	93.2		39 279
	3	2	93.1		36 503

试件编号	屈服强度/MPa	平均屈服强度/MPa	屈服应变	平均屈服应变	极限抗拉强度/MPa	平均极限抗拉强度/MPa	弹性模量/MPa	平均弹性模量/MPa
Q690-1	721	720	0.003 30	0.003 33	790	786	218 320	216 833
Q690-2	723		0.003 22		785		224 737
Q690-3	717		0.003 46		782		207 443
Q355-1	374	379	—	—	—	—	—	—
Q355-2	379		—		—		—
Q355-3	383		—		—		—
Φ12-1	443	453	—	—	609	611	—	—
Φ12-2	441		—		609		—
Φ12-3	475		—		615		—
Φ10-1	439	468	—	—	600	629	—	—
Φ10-2	478		—		653		—
Φ10-3	462		—		633		—