箍筋约束超高性能混凝土短柱轴压承载力试验研究

常亚峰; 师俊平; 侯亚鹏; 陆婷婷

doi:10.13801/j.cnki.fhclxb.20210716.006

箍筋约束超高性能混凝土短柱轴压承载力试验研究

doi: 10.13801/j.cnki.fhclxb.20210716.006

常亚峰^{1, 2,},
师俊平^1, ,,
侯亚鹏^1,,
陆婷婷^3,

1.
西安理工大学　土木建筑工程学院，西安 710048
2.
陕西建研结构工程股份有限公司，西安 710082
3.
西京学院　土木工程学院，西安 710199

基金项目: 国家自然科学基金(11872300)；陕西省重点研发计划(2020ZDLSF06-11)；陕西省技术创新引导专项基金(2019CGHJ-02)

详细信息

通讯作者:
师俊平，博士，教授，博士生导师，研究方向为工程力学　E-mail：shijp@xaut.edu.cn

中图分类号: TU375.4
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- 被引次数: 0
出版历程
- 收稿日期: 2021-06-04
- 修回日期: 2021-07-01
- 录用日期: 2021-07-05
- 网络出版日期: 2021-07-19
- 刊出日期: 2022-07-30

Experimental study on the axial compression capacity of ultra-high performance concrete stub columns confined with stirrups

CHANG Yafeng^{1, 2
,},
SHI Junping^{1
, ,},
HOU Yapeng^1
,,
LU Tingting^3
,

1.
School of Civil Engineering and Architecture, Xi’an University of Technology, Xi’an 710048, China
2.
Shaanxi Jianyan Structural Engineering Co., Ltd., Xi’an 710082, China
3.
School of Civil Engineering, Xijing University, Xi’an 710199, China

摘要

摘要: 通过对10组配置菱形、十字形复合箍筋的超高性能混凝土(UHPC)短柱和1组未配置钢筋的UHPC短柱进行轴压承载力试验，研究了其破坏过程和破坏形态，分析了箍筋间距、纤维掺量和箍筋形式对其轴向应变-轴向荷载曲线和应力-应变曲线的影响。结果表明，箍筋形式的闭合环数和纤维掺量对UHPC短柱的变形能力有一定程度的改善作用。箍筋间距和纤维掺量对试件轴压承载力及相应轴向峰值应变有显著的影响，箍筋间距对轴向峰值应变的影响更大。相同箍筋间距的菱形复合箍筋(DC)较十字形复合箍筋(CC)试件的峰值荷载有所提高。随着箍筋间距的减小，各试件归一化应力-应变曲线上升段斜率增大，但其下降段却表现出更大差异。纤维掺量和箍筋类形对UHPC试件的应力-应变归一化曲线影响较小。考虑箍筋约束效应及纤维约束效应，建立了复合箍筋约束UHPC短柱轴心受压承载力计算公式；计算结果与试验结果比较，吻合较好。
- 菱形复合箍筋 /
- 十字形复合箍筋 /
- 约束UHPC /
- 轴压承载力 /
- 纤维掺量
Abstract: The failure process and failure modes of ultra-high performance concrete (UHPC) stub columns were investigated through the axial compression capacity test of ten groups of UHPC stub columns with diamond-shaped and cross-shaped composite stirrups and one group of columns without steel bars. The effects of stirrup spacing, fiber content and stirrup form on their axial strain-axial load curve and stress-strain curve were analyzed. Results show that increasing numbers of closed loops in the form of stirrups and fiber content could improve the deformed capacity of UHPC stub columns. The effects of stirrup spacing and fiber content on the axial compression bearing capacity and corresponding axial peak strain of the UHPC are significant. The impact of stirrup spacing on the axial peak strain is greater. The peak load of diamond-shaped composite stirrups (DC) with the same stirrup spacing is higher than that of cross-shaped composite stirrups (CC) specimens. As the spacing of stirrups decreases, the slope of the ascending section of the UHPC normalized stress-strain curve of each specimen increases, at the same time the differences of descending sections are more significant. The effects of fiber content and different types of stirrups on the stress-strain normalized curve of UHPC specimens are small. Considering the restraint effect of stirrups and fiber restraint, the calculation formula of axial compression capacity of UHPC short columns constrained by composite stirrups was proposed. The calculation results are in good agreement with the experimental results.
- diamond-shaped composite stirrups /
- cross-shaped composite stirrups /
- constrained UHPC /
- axial compression capacity /
- fiber content

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图 1 箍筋约束超高性能混凝土(UHPC)试件几何尺寸和配筋

Figure 1. Dimensions and reinforcement details of ultra-high performance concrete (UHPC) stub column specimen confined with stirrups

CC and DC—Cross- and diamond-shaped stirrups, respectively

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图 2 试验加载装置及测点布置

Figure 2. Test equipment and arrangement of measuring points

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图 3 箍筋约束UHPC试件破坏形态

Figure 3. Failure patterns of UHPC stub column specimens confined with stirrups

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图 4 箍筋约束UHPC轴向应变与轴向压力的关系

Figure 4. Relationship between axial strain and axial force of UHPC stub column specimens confined with stirrups

s—Stirrup spacing; V_f—Volume fraction of steel fibers; N—Axial force of columns; ε—Strain of columns

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图 5 箍筋约束UHPC应力-应变曲线

Figure 5. Stress–strain relationship curves of UHPC stub columns specimens confined with stirrups

N/N_u—Ratio of axial force and the peak load of columns; ε/ε_u—Ratio of strain and the peak strain of columns

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图 6 箍筋及UHPC的应力

Figure 6. Stress of rectangular stirrups and UHPC

w_i—Net distance between adjacent longitudinal bars; f_yv—Yield strength of stirrups; s'—Net distance between stirrups; b_c and d_c—Distances between the axis of the stirrup restraining the short and long sides of the UHPC cross section, respectively

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图 7 箍筋约束UHPC的 f_cc,sf/f_cc,f与(1.24−0.03Ω_f)I_e的关系

Figure 7. Relationship between f_cc,sf/f_cc,f ratio and (1.24−0.03Ω_f)I_e of UHPC stub column specimen confined with stirrups

f_cc,sf/f_cc,f—Ratio of the peak stress of the UHPC under the combined stress of stirrups and without stirrups; Ω_f—Influence of the fiber constraint coefficient; I_e—Effective constraint indicator

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表 1 箍筋约束UHPC试件参数及UHPC材料性能

Table 1. Parameters of specimens and material properties of UHPC stub column specimen confined with stirrups

Code	Stirrup			V_f/vol%	f_cu/MPa	E_cc,f/GPa	λ_v
Code	s/mm	ρ_v/%	Type	V_f/vol%	f_cu/MPa	E_cc,f/GPa	λ_v
UHPC-1	40	3.07	DC	2	117.5	39.50	0.17
UHPC-2	60	2.05	DC	2	117.5	39.50	0.11
UHPC-3	80	1.54	DC	2	117.5	39.50	0.09
UHPC-4	100	1.23	DC	2	117.5	39.50	0.07
UHPC-5	120	1.02	DC	2	117.5	39.50	0.06
UHPC-6	60	2.05	DC	1.5	114.8	39.04	0.12
UHPC-7	60	2.05	DC	1	110.2	38.72	0.12
UHPC-8	60	2.05	DC	0	92.5	32.52	0.14
UHPC-9	40	2.61	CC	2	117.5	39.50	0.14
UHPC-10	60	1.74	CC	2	117.5	39.50	0.10
UHPC-11	—	—	—	2	117.5	39.50	—
Notes：s—Stirrup spacing; ρ_v—Volume stirrup ratio; CC and DC—Cross- and diamond-shaped stirrups, respectively; V_f—Volume fraction of steel fibers; f_cu—Compressive strength of the fiber UHPC cube; E_cc,f —Elastic modulus of the fiber-constrained UHPC; λ_v—Stirrup characteristic value.

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表 2 钢纤维性能指标

Table 2. Performance indicators of the steel fibers

Length/mm	Diameter/mm	Aspect ratio	Shape pass rate/%	Mass density/(g·cm⁻³)	Tensile strength/MPa
13	0.2	65	98	7.8	2850

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表 3 钢筋材料性能

Table 3. Material performance indicators of the steel bars

Rebar grade	d/mm	f_y/MPa	f_u/MPa	δ/%
HRB400	6	444.5	566.5	19.5
HRB400	10	425.8	533.6	17.7
Notes：d—Diameter of steel bars; f_y—Yield strength of steel bars; f_u—Ultimate tensile strength of steel bars; δ—Elongation of steel bars.

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表 4 箍筋约束UHPC试验结果

Table 4. Test results of UHPC stub columns confined with stirrups

Code	N_u/kN	f_cc,f/MPa	f_cc,sf/MPa	ε_cc,f / 10⁻³	ε_cc,sf / 10⁻³	ε_0.85 / 10⁻³
UHPC-1	5155.3	91.4	122.5	2.63	3.79	6.20
UHPC-2	4644.8	91.4	109.8	2.63	3.46	4.83
UHPC-3	4386.7	91.4	103.3	2.63	3.21	4.10
UHPC-4	4239.4	91.4	99.6	2.63	3.05	3.68
UHPC-5	4092.3	91.4	95.9	2.63	2.92	3.39
UHPC-6	4579.9	89.2	108.1	2.55	3.32	4.50
UHPC-7	4410.7	85.3	103.9	2.45	3.14	4.24
UHPC-8	3810.7	71.7	88.9	2.26	2.85	3.52
UHPC-9	4931.0	91.4	116.9	2.63	3.69	5.64
UHPC-10	4530.7	91.4	106.9	2.63	3.39	4.36
UHPC-11	4031.3	91.4	91.4	2.63	2.63	2.89
Notes：N_u—Maximum load; f_cc,f and ε_cc,f—Peak stress and corresponding strain of UHPC without stirrups, respectively; f_cc,sf and ε_cc,sf—Peak stress and corresponding strain of UHPC under the combined stress of stirrups and fibers, respectively; ε_0.85—Corresponding strain when the bearing capacity of the specimen is reduced to 85% of the peak stress.

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表 5 UHPC短柱箍筋及纤维约束系数及其轴压承载力

Table 5. Stirrup and fiber constraint index and compression capacity of UHPC stub columns

Code	σ_l,e/MPa	I_e	Ω_f	N_uc/kN	N_ue/kN	N_ue/N_uc
UHPC-1	5.54	0.061	1.34	5155.3	5026.8	0.98
UHPC-2	3.48	0.038	1.34	4644.8	4598.7	0.99
UHPC-3	2.46	0.027	1.34	4386.7	4387.0	1.00
UHPC-4	1.85	0.020	1.34	4239.4	4261.7	1.01
UHPC-5	1.46	0.016	1.34	4092.3	4179.6	1.02
UHPC-6	3.48	0.039	1.01	4579.9	4518.1	0.99
UHPC-7	3.48	0.041	0.67	4410.7	4370.7	0.99
UHPC-8	3.48	0.048	0.00	3810.7	3847.3	1.01
UHPC-9	4.69	0.051	1.34	4931.0	4850.6	0.98
UHPC-10	2.91	0.032	1.34	4530.7	4481.3	0.99
Notes: σ_l,e—Hoop constraint stress; I_e—Effective constraint indicator; Ω_f—Influence of the fiber constraint coefficient; N_uc—Test value of axial load; N_ue—Calculated value of axial load; N_ue/N_uc—Ratio of the calculated value and test value of axial load.

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