Modified Calculation of Axial Compressive Bearing Capacity of Ultra-High-Strength Concrete Precast Column Considering Constraint Effect of Stirrup

doi:10.12141/j.issn.1000-565X.240310

Abstract

Abstract:

To study the effect of stirrup confinement on the axial compressive bearing capacity of ultra-high-strength concrete (UHSC) precast columns, this paper first conducted an axial compression contrast experiment between full-size UHSC column and ordinary column, and investigated the difference of crack development, failure pattern and ultimate bearing capacity of these two type columns. Based on the experimental results, further finite element analysis was conducted to simulate 36 full-scale UHSC columns. The study focused on analyzing the effects of stirrup configuration, stirrup spacing, and stirrup diameter on the axial compressive performance of UHSC columns. Combining the experimental findings and parametric analysis results, a modified calculation formula for the axial compressive bearing capacity of UHSC columns considering stirrup confinement was proposed. The proposed formula was then compared with the calculation formula in the current Code for Design of Concrete Structures. The results show that: the ultimate bearing capacity of equal-strength designed UHSC column is higher than that of ordinary concrete column, but it is more brittle than ordinary concrete, especially when reaching the ultimate bearing capacity; the confinement effect of stirrups on the core concrete enhances the axial compressive bearing capacity of UHSC columns. Changes in stirrup configuration, stirrup spacing, and stirrup diameter have a significant impact on the ultimate bearing capacity and peak compressive strain of UHSC columns; the proposed axial compressive bearing capacity correction formula for UHSC columns incorporates the differences between UHSC columns and ordinary concrete columns, considering the confinement effect of stirrups on the core concrete. Compared to the calculation formula provided in the code, which does not account for stirrup confinement and is primarily applicable to ordinary concrete columns, this formula better utilizes the material’s potential while ensuring safety margins. It can serve as a useful reference for practical engineering design.

Key words: ultra-high-strength concrete, axial compression, constraint of stirrup, modified bearing capacity formula, confined concrete

CLC Number:

TU375

WANG Suguo, QIU Wei, CHEANG I, FAN Binghui. Modified Calculation of Axial Compressive Bearing Capacity of Ultra-High-Strength Concrete Precast Column Considering Constraint Effect of Stirrup[J]. Journal of South China University of Technology(Natural Science Edition), 2025, 53(4): 50-60.

Figures/Tables 18

Table 1

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Table 2

Fig.13

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Table 5

Applicability comparison of the revised formula and the Chinese standard formula for calculating axial compressive bearing capacity"

计算公式	样本均值 $X ¯$	样本方差 $S 2$	样本标准差S	变异系数 $δ$
砼规公式	0.490	0.001 6	0.040	0.081
修正公式	0.529	0.001 2	0.034	0.065

Table 5

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箍筋类型	箍筋间距为100 mm			箍筋间距为150 mm			箍筋间距为200 mm
箍筋类型	d=8 mm	d=10 mm	d=12 mm	d=8 mm	d=10 mm	d=12 mm	d=8 mm	d=10 mm	d=12 mm
A-方形箍筋	1.12	1.19	1.20	1.04	1.08	1.14	1.00	1.03	1.09
B-菱形箍筋	1.13	1.14	1.16	1.04	1.05	1.09	1.00	1.02	1.06
C-井字形箍筋	1.12	1.17	1.22	1.04	1.06	1.08	1.00	1.02	1.03
D-八边形箍筋	1.22	1.29	1.33	1.03	1.05	1.07	1.00	1.02	1.06

箍筋类型	箍筋间距100 mm			箍筋间距150 mm			箍筋间距200 mm
箍筋类型	d=8 mm	d=10 mm	d=12 mm	d=8 mm	d=10 mm	d=12 mm	d=8 mm	d=10 mm	d=12 mm
A-方形箍筋	1.34	1.73	1.77	1.05	1.17	1.27	1.00	1.02	1.08
B-菱形箍筋	1.52	2.02	2.07	1.21	1.48	1.70	1.00	1.23	1.36
C-井字形箍筋	1.16	1.23	1.28	1.06	1.09	1.13	1.00	1.01	1.04
D-八边形箍筋	1.69	2.31	2.59	1.04	1.06	1.08	1.00	1.02	1.07

构件编号	N_T或N_F/kN	N_O/kN	N_C/kN	N_O/N_T或N_O/N_F	N_C/N_T或N_C/N_F
S-C40	7 810.00	6 326.20	4 466.28	0.810	0.572
S-C100	8 014.00	4 546.34	4 305.91	0.567	0.537
A-100-8	8 780.85	4 556.14	4 305.91	0.519	0.490
A-100-10	9 272.63	4 589.38	4 305.91	0.495	0.464
A-100-12	9 344.36	4 652.01	4 305.91	0.498	0.461
A-150-8	8 109.25	4 543.73	4 305.91	0.560	0.531
A-150-10	8 405.44	4 558.08	4 305.91	0.542	0.512
A-150-12	8 887.76	4 584.94	4 305.91	0.516	0.484
A-200-8	7 810.02	4 539.49	4 305.91	0.581	0.551
A-200-10	8 024.39	4 547.41	4 305.91	0.567	0.537
A-200-12	8 474.72	4 562.20	4 305.91	0.538	0.508
B-100-8	9 364.71	4 600.45	4 305.91	0.491	0.460
B-100-10	9 419.88	4 702.15	4 305.91	0.499	0.457
B-100-12	9 523.38	4 896.06	4 305.91	0.514	0.452
B150-8	8 543.61	4 562.84	4 305.91	0.534	0.504
B-150-10	8 656.81	4 606.36	4 305.91	0.532	0.497
B-150-12	8 963.00	4 688.54	4 305.91	0.523	0.480
B-200-8	8 244.16	4 550.04	4 305.91	0.552	0.522
B-200-10	8 387.42	4 573.96	4 305.91	0.545	0.513
B-200-12	8 774.50	4 618.93	4 305.91	0.526	0.491
C-100-8	9 825.29	4 661.10	4 305.91	0.474	0.438
C-100-10	10 209.50	4 857.99	4 305.91	0.476	0.422
C-100-12	10 638.40	5 237.26	4 305.91	0.492	0.405
C-150-8	9 124.69	4 588.84	4 305.91	0.503	0.472
C-150-10	9 296.55	4 672.49	4 305.91	0.503	0.463
C-150-12	9 438.00	4 831.58	4 305.91	0.512	0.456
C-200-8	8 751.77	4 564.35	4 305.91	0.522	0.492
C-200-10	8 895.19	4 610.17	4 305.91	0.518	0.484
C-200-12	9 032.06	4 696.76	4 305.91	0.520	0.477
D-100-8	9 345.38	4 608.56	4 305.91	0.493	0.461
D-100-10	9 817.40	4 722.89	4 305.91	0.481	0.439
D-100-12	10 146.70	4 941.24	4 305.91	0.487	0.424
D-150-8	7 834.64	4 566.32	4 305.91	0.583	0.550
D-150-10	7 988.03	4 615.19	4 305.91	0.578	0.539
D-150-12	8 199.30	4 707.58	4 305.91	0.574	0.525
D-200-8	7 637.97	4 551.96	4 305.91	0.596	0.564
D-200-10	7 827.66	4 578.81	4 305.91	0.585	0.550
D-200-12	8 128.84	4 629.32	4 305.91	0.569	0.530

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