多腔矩形复材约束混凝土组合短柱受压性能

杨来运; 方海; 谢红磊; 李奔奔

多腔矩形复材约束混凝土组合短柱受压性能

南京工业大学　土木工程学院, 南京 211816

基金项目: 国家自然科学基金 (52078248；52208252)

详细信息

通讯作者:
方海，博士，教授，博士生导师，研究方向为复合材料结构　E-mail: fanghainjut@163.com

中图分类号: TB332
计量
- 文章访问数: 63
- HTML全文浏览量: 30
- 被引次数: 0
出版历程
- 收稿日期: 2023-02-20
- 修回日期: 2023-03-27
- 录用日期: 2023-04-15
- 网络出版日期: 2023-05-04

Compressive behavior of concrete-filled multi-cavity composite rectangular columns

College of Civil Engineering, Nanjing Tech University, Nanjing 211816, China

Funds: National Natural Science Foundation of China (52078248; 52208252)

摘要

摘要: 拉挤型材轻质高强，具有较好的轴压及弯曲性能。受加工工艺影响，拉挤型材脆性破坏特征明显，与混凝土的组合应用易发生局部屈曲，混凝土约束效率较低。为改善拉挤型材受力性能，提高拉挤型材混凝土约束效率，提出了一种多腔矩形复材约束混凝土组合短柱，基于格构结构和真空导入成型工艺，实现了多腔拉挤截面的制造，解决了现有多腔复材柱生产工艺复杂的问题；改善了纤维面层与拉挤型材的界面粘结强度，提高了拉挤型材混凝土约束效率。本文分别对多腔矩形复材管及其约束混凝土构件进行了轴压试验研究，研究了多腔结构和增设格构腹板对拉挤型材约束混凝土结构破坏模式、峰值承载力及其延性特征的影响。试验结果表明，多腔结构有效提高矩形拉挤型材混凝土约束效率，改善拉挤型材脆性破坏特征；增设格构腹板有效改善材料界面粘结能力，延缓约束面层局部屈曲，提高结构整体变形能力；增设格构腹板进一步提高多腔结构混凝土约束效率，结构具有更高的峰值承载力。1多腔矩形复材管及其约束混凝土构件2混凝土组合柱荷载-应变曲线
- 复材约束混凝土柱 /
- 多腔结构 /
- 格构腹板 /
- 轴压性能 /
- 峰值荷载
Abstract: Concrete-filled multi-cavity pultruded composite rectangular column are proposed to improve the mechanical performance of rectangular pultruded profiles and their confinement effectiveness on the concrete core. The axial compression tests were carried out on the concrete-filled multi-cavity composite rectangular columns and related multi-cavity pultruded tubes. The effects of applications of the multi-cavity structure and lattice-webs on the failure modes, bearing capacity and ductility of specimens were investigated. The results reveal that the multi-cavity structure effectively improves the brittle manner of pultruded tubes, and thus improves the mechanical performance and the confinement efficiency of pultruded profiles, with an average 53.08% increase in the peak load and an average 27.45% increase in the axial stress of confining concrete. Moreover, applications of lattice-webs have positive effects on improving the interface bonding performance and thus better deformation capacity of the structure is observed. The average ductility coefficient of concrete-filled specimens reinforced with lattice-webs is 2.23, higher than that of specimens without lattice-webs (1.88). Applications of lattice-webs further improve the confinement effectiveness of the multi-cavity structure on the concrete, thus increasing the peak load of specimens. The maximum increase in the peak load of the concrete-filled multi-cavity structure is 21.17%, which is much higher than 7.44% of specimens without lattice-webs. A simple design-oriented model was proposed to predict the peak load of concrete-filled multi-cavity specimens and related multi-cavity pultruded tubes. The results are consistent with the test data.
- concrete-filled composite column /
- multi-cavity structures /
- lattice-webs /
- compressive behavior /
- peak loads

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图 1 多腔复材约束混凝土组合柱

Figure 1. Concrete-filled multi-cavity pultruded composite rectangular columns

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图 2 构件制作及准备

Figure 2. Preparation and manufacturing of composite columns

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图 3 轴压试验装置及仪器布置

Figure 3. Axial compression test setup and instrumentation

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图 4 单管受压破坏模式

Figure 4. Failure models of pultruded tubes under axial load

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图 5 单管荷载-应变曲线

Figure 5. Load-displacement curves of single tubes

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图 6 多腔组合柱轴压破坏模式

Figure 6. Axial compressive failure modes of multi-cavity composite rectangular columns

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图 7 多腔组合柱荷载-应变曲线

Figure 7. Load-axial strain curves of multi-cavity composite rectangular columns

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图 8 多腔混凝土组合柱荷载-环向应变曲线

Figure 8. Load-hoop strain curves of concrete-filled multi-cavity composite rectangular columns

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图 9 多腔组合柱约束混凝土应力-应变曲线

Figure 9. Axial stress-strain curves of confined concrete in multi-cavity composite rectangular columns

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图 10 等效圆形及矩形截面

Figure 10. Equivalent circle and rectangular sections

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表 1 构件信息

Table 1. Details of specimens

Labels	Size(H×W×r)/mm	Layup of lattice-webs	Layup of fibre skin	Concrete
HF-PT-1	400×208×3	—	[(±45°)₂/(0, 90°)₂]₂	—
HF-PT-2		—	[(±45°)₂/(0, 90°)₂]₂	—
HL-PT-1		(±45°)₂	[(0, 90°)₂/ (±45°)₂]	—
HL-PT-2		(±45°)₂	[(0, 90°)₂/ (±45°)₂]	—
CF-PC-1		—	[(±45°)₂/(0, 90°)₂]₂	C60
CF-PC-2		—	[(±45°)₂/(0, 90°)₂]₂	C60
CL-PC-1		(±45°)₂	[(0, 90°)₂/ (±45°)₂]	C60
CL-PC-2		(±45°)₂	[(0, 90°)₂/ (±45°)₂]	C60
HPT-1	400×100×3	—	—
HPT-2
CPC-1				C60
CPC-2				C60
Notes：H is the height of specimens; W is the width of specimens; r is the corner radius of specimens. The thickness of GFRP wove fabrics of (±45°) and (0, 90°) was 0.5 mm. Labels of the specimens are as follows, “H” represents the hollow specimens; “C” represents the concrete-filled specimens; “L” represents the specimens reinforced with lattice-webs; “F” represents the specimens without lattice-webs; “HPT” and “CPC” are normal pultruded tubes and related concrete-filled specimens; and the number “1” and “2” followed the labels represent two nominally identical specimens in each pair.

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表 2 基本材料属性

Table 2. Material properties

Property		(±45°)		(0, 90°)		Pultruded tubes		Concrete
Property		Mean	Standard deviation	Mean	Standard deviation	Mean	Standard deviation	Mean	Standard deviation
Axial compression	f_xc/MPa	137.53	3.54	181.26	8.26	140.23	6.89	59.53	1.13
Axial compression	E_xc/GPa	22.92	1.86	26.16	4.63	18.03	2.14	36.53	2.01
Transverse compression	f_yc/MPa	137.53	3.54	181.26	8.26	1.56	—
Transverse compression	E_yc/GPa	22.92	1.86	26.16	4.63	6.78	—
Axial tension strength	f_xt/MPa	185.23	18.65	330.52	11.63		—
Transverse tension strength	f_yt/MPa	185.23	18.65	330.52	11.63	18.05	1.63
Poisson’s ratio	λ₁₂	0.30	0.031	0.30	0.031	0.28	0.028	0.2
Poisson’s ratio	λ₂₁	0.30	0.026	0.30	0.026	0.09	0.011	0.2
Notes: f represents stress of each kind of material, and E represents elastic modulus.

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表 3 单管轴压试验结果

Table 3. Test results of single tubes

Specimen	H×W/mm	N_pp /kN	ε_pp/10⁻⁶	N_ppA/kN	ε_ppA/10⁻⁶
HPT-1	400×100	214.86	5308	211.65	5367
HPT-2	400×100	208.44	5426	211.65	5367
CPC-1	400×100	625.00	3829	609.74	4088
CPC-2	400×100	618.62	4043	609.74	4088
Notes：H is the height of specimens; W is the width of specimens; N_pp is the peak load and ε_pp is the corresponding strain; N_ppA is the average peak load and ε_ppA is the average strain at the peak point.

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表 4 拉挤型材组合柱试验结果

Table 4. Test results of composite pultruded columns

Specimen	σ_c/MPa	N_y/kN	ε_y/10⁻⁶	N_p/kN	ε_p/10⁻⁶	N_u/kN	ε_u/10⁻⁶	ψ/%	η
HF-PT-1	—	1293	5594	1323	5872	1125	6512	56.27	1.16
HF-PT-2	—	1283	5987	1319	6345	1121	7115	55.80	1.19
HL-PT-1	—	727	3344	1259	5606	1070	9054	48.71	2.71
HL-PT-2	—	1032	4648	1283	5998	1091	6825	51.55	1.47
CF-PC-1	74.28	2612	2951	3136	4036	2666	4750	7.44	1.61
CF-PC-2	72.35	1973	2072	3030	3872	2576	4472	7.23	2.16
CL-PC-1	79.29	2715	3047	3537	5011	3006	5475	21.17	1.80
CL-PC-2	80.03	2126	2251	3457	5518	2938	5978	18.43	2.66
Notes: σ_c is the compressive stress of confined concrete; N_y and ε_y are the yield load and corresponding strain of multi-cavity composite columns; N_p and ε_p are the peak load and corresponding strain of multi-cavity composite columns; N_u and ε_u is the ultimate load and corresponding strain of multi-cavity composite columns; ψ and η are the load enhancement ratio and ductility coefficient of multi-cavity composite columns.

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表 5 等效圆形及矩形截面约束混凝土计算值

Table 5. Theoretical results of confined concrete in equivalent circle and rectangular sections

Specimen	L(D)/mm	t/mm	σ_c0/MPa	ε_c0/10⁻⁶	ε_hrup/10⁻⁶	σ_cc/MPa	ε_cu/10⁻⁶
CCL-PC	214	9	59.53	2600	4508	75.23	7745
CCF-PC	212	10			5151	81.85	9372
SCL-PC	190	9			1667	61.98	4869
SCF-PC	188	10			1905	63.02	5030

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表 6 多腔组合柱试验及理论结果对比

Table 6. Comparison of theoretical and experimental results of multi-cavity composite rectangular columns

Specimen	Experimental		Theoretical		(F_p−F_p^c)/F_p
Specimen	Peak loadF_p/kN	Axial strain at peak load/10⁻⁶	Peak loadF^c_p/kN	Axial strain at peak load/10⁻⁶	(F_p−F_p^c)/F_p
HF-PT-1	1323	5872	1302	5334	1.587%
HF-PT-2	1319	6345	1302	5334	1.288%
HL-PT-1	1259	5606	1257	5355	0.1589%
HL-PT-2	1283	5998	1257	5355	2.026%
CF-PC-1	3136	4036	3254	5334	3.763%
CF-PC-2	3030	3872	3254	5334	7.393%
CL-PC-1	3537	5011	3587	5355	1.414%
CL-PC-2	3457	5518	3587	5355	3.760%

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