矩形不锈钢管混凝土短柱轴压性能试验研究

唐红元; 李政周; 范璐瑶; 杨虹

doi:10.3969/j.issn.0258-2724.20200416

矩形不锈钢管混凝土短柱轴压性能试验研究

doi: 10.3969/j.issn.0258-2724.20200416

西华大学结构工程研究所，四川成都 610039

基金项目: 国家自然科学基金(51268044)；教育部春晖计划合作项目(192647)

详细信息

作者简介:
唐红元(1974—)，男，教授，博士，研究方向为钢结构及组合结构，E-mail： tanghyseu@163.com

中图分类号: TU398.9
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- 文章访问数: 229
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- 被引次数: 0
出版历程
- 收稿日期: 2020-06-28
- 修回日期: 2020-09-04
- 刊出日期: 2020-09-23

Experimental Investigation on Behavior of Rectangular Concrete-Filled Stainless Steel Tubular Stub Columns under Axial Loading

Institute of structural engineering，Xihua University，Chengdu 610039，China

摘要

摘要:
为了研究矩形不锈钢管混凝土短柱轴压承载力性能，对7组不同截面尺寸的矩形不锈钢管混凝土短柱进行轴压试验，得到了不同试件的破坏模式、荷载-位移曲线、荷载-横向应变曲线、荷载-纵向应变曲线、荷载-长宽比曲线，分析了矩形截面长宽比对试件承载力的影响. 研究结果表明：矩形不锈钢管混凝土短柱在轴向压力作用下，其典型破坏模式为试件局部向外屈曲破坏；在相同长宽比的情况下，壁厚由4 mm增加到6 mm时，试件承载力增加25%~57%；在相同壁厚的情况下，长宽比由1增加到2，试件承载力减小22%~30%；将本文试验数据与国内外普通碳钢钢管混凝土柱的相关规范和标准的计算结果进行对比分析，发现不锈钢管混凝土短柱轴压承载力较相同截面的普通碳钢钢管混凝土短柱承载力平均高出14%；通过数值拟合得到了轴压承载力计算公式，该计算公式能较好地预测矩形不锈钢管混凝土短柱轴压承载力.
- 不锈钢管混凝土 /
- 短柱 /
- 破坏模式 /
- 轴压承载力 /
- 长宽比
Abstract:
In order to study the axial compressive behavior of rectangular concrete-filled stainless steel tubular (CFSST) short columns, axial compression tests were conducted on seven groups of rectangular CFSST short columns with different cross-sectional sizes. The failure modes, load-displacement curves, load-circumferential strain curves, load-longitudinal strain curves, and load-cross-sectional aspect ratio curves of different specimens under axial compression were obtained. The influence of aspect ratio of the rectangular cross-section on the bearing capacity of the specimens was analyzed. The results show that the typical failure mode of rectangular CFSST short columns under axial compression was local outward buckling. Under the same aspect ratio, when the wall thickness of the specimens increases from 4 mm to 6 mm, the bearing capacity of the specimens increases by 25%–57%. With the fixed wall thickness, when the aspect ratio of specimens increases from 1 to 2, the bearing capacity decreases by 22%–30%. Comparison of the test results with the calculated results by relevant codes and standards indicates that the bearing capacity of CFSST stub columns is more than 14% higher than that of the concrete-filled conventional carbon steel tubular stub columns with the same section. Furthermore, a formula for calculating the axial compression bearing capacity is obtained by numerical fitting of the data obtained in this study and those from literature, which can well predict the bearing capacity of rectangular CFSST short columns.
- concrete-filled stainless steel tube /
- stub column /
- failure mode /
- axial compression bearing capacity /
- aspect ratio

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图 1 加载系统和测点布置

Figure 1. Test setup and arrangement of strain gauges

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图 2 试件破坏模式

Figure 2. Failure modes of the specimens

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图 3 荷载-变形曲线

Figure 3. Load-displacement curves

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图 4 不同长宽比荷载-应变曲线

Figure 4. Load-strain curves with different aspect ratios

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图 5 不同壁厚荷载-应变曲线

Figure 5. Load-strain curves for different wall thicknesses

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图 6 长宽比对承载力比值的关系

Figure 6. Ralation of cross-sectional aspect ratio on bearing capacity

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图 7 基于本文和文献数据的线性拟合分析

Figure 7. Linear regression analysis of data obtained in this study and those from literature

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图 8 试验值与计算值的关系

Figure 8. Relationship between experimental value and calculated value

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表 1 试件参数

Table 1. Parameters of specimens

试件编号	a/mm	b/mm	t/mm	L/mm	f_cu/MPa	f_ck/MPa	σ_0.2/MPa
120 × 60 × 4	120.0	61.3	4.4	359.7	44.0	28.9	538
120 × 60 × 5	119.5	60.4	5.4	360.3	44.0	28.9	581
120 × 80 × 4	119.8	81.0	4.2	359.6	44.0	28.9	516
120 × 80 × 5	120.5	81.1	5.0	361.0	44.0	28.9	558
120 × 120 × 4	120.8	120.3	4.0	360.2	44.0	28.9	549
120 × 120 × 5	120.0	120.5	5.4	360.5	44.0	28.9	578
120 × 120 × 6	120.5	120.1	5.8	361.2	44.0	28.9	598

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表 2 各试件的基本参数

Table 2. Basic parameters of all specimens

试件编号	A_s/mm²	A_c/mm²	σ_0.2/MPa	f_ck/MPa	η	数据来源
120 × 60 × 4	1523	5836	538	29.48	2.00	本文
120 × 60 × 5	1824	5390	581	29.48	2.00
120 × 80 × 4	1606	8094	516	29.48	1.50
120 × 80 × 5	1921	7847	558	29.48	1.50
120 × 120 × 4	1857	12745	578	29.48	1.00
120 × 120 × 5	2462	11939	598	29.48	1.00
120 × 120 × 6	2680	11829	549	29.48	1.00
200 × 110 × 4C40	2346	19088	503	31.22	1.80	文献[24]
160 × 80 × 3C40	1339	11637	536	31.22	2.00
160 × 80 × 3C60	1328	11568	536	41.47	2.00
140 × 80 × 3C40	1282	9861	486	31.22	1.75
140 × 80 × 3C60	1282	9861	486	41.47	1.75
150 × 150 × 6C40	3292	19250	497	31.22	1.00
150 × 150 × 6C60	3293	19281	497	41.47	1.00
150 × 150 × 3C40	1615	20988	448	31.22	1.00
150 × 150 × 3C60	1614	20989	448	41.47	1.00
100 × 100 × 2C30	856	9308	385	20.10	1.00	文献[17]
100 × 100 × 2C60	776	9269	385	35.51	1.00
100 × 100 × 5C30	1841	8123	458	20.10	1.00
100 × 100 × 5C60	1806	8151	458	35.51	1.00
50 × 50 × 2C20	384	2116	353	14.41	1.00	文献[18]
50 × 50 × 2C30	384	2116	353	23.38	1.00
50 × 50 × 3C20	564	1936	440	14.41	1.00
50 × 50 × 3C30	564	1936	440	23.38	1.00
100 × 100 × 3C20	1164	8836	358	14.41	1.00
100 × 100 × 3C30	1164	8836	358	23.38	1.00
100 × 100 × 5C20	1900	8100	435	14.41	1.00
100 × 100 × 5C30	1900	8100	435	23.38	1.00
150 × 150 × 3C20	1764	20736	268	14.41	1.00
150 × 150 × 3C30	1764	20736	268	23.38	1.00
150 × 150 × 5C20	2900	19600	340	14.41	1.00
150 × 150 × 5C30	2900	19600	340	23.38	1.00

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表 3 承载力计算与试验值

Table 3. Calculated and tested values of bearing capacity

序号	试件编号	规范计算值 N /kN					N_test/kN	N_exp/kN
序号	试件编号	文献[28]	文献[29]	文献[30]	文献[31]	文献[32]	N_test/kN	N_exp/kN
1	120 × 60 × 4	985.75	970.45	954.93	1127.31	925.15	1261	1344
2	120 × 60 × 5	1115.91	1101.78	971.97	1340.03	1059.94	1632	1708
3	120 × 80 × 4	1090.13	1068.95	1132.21	1206.18	1006.19	1362	1410
4	120 × 80 × 5	1268.14	1247.58	1251.20	1435.89	1186.61	1732	1764
5	120 × 120 × 4	1455.26	1421.92	1584.14	1560.61	1323.19	1814	1866
6	120 × 120 × 5	1710.51	1679.26	1755.92	1895.83	1586.73	2274	2460
7	120 × 120 × 6	1946.23	1915.16	1938.93	2166.75	1823.13	2854	2430
8	200 × 110 × 4C40	1775.96	1692.74	1974.76	1915.92	2069.53	1627	2151
9	160 × 80 × 3C40	1081.01	1030.27	1209.70	1158.21	1259.98	882	1308
10	160 × 80 × 3C60	1191.53	1177.88	1352.79	1305.55	1427.86	1015	1369
11	140 × 80 × 3C40	930.91	887.91	1030.11	1008.94	1082.57	1049	1131
12	140 × 80 × 3C60	1031.98	1020.35	1160.93	1143.72	1233.44	1097	1192
13	150 × 150 × 6C40	2237.10	2153.17	2398.18	2458.97	2533.17	2768	2847
14	150 × 150 × 6C60	2436.20	2413.45	2652.82	2733.36	2830.11	2972	2967
15	150 × 150 × 3C40	1378.76	1287.25	1577.12	1495.00	1701.56	1381	1492
16	150 × 150 × 3C60	1593.48	1568.71	1852.90	1767.94	1701.15	1620	1621
17	100 × 100 × 2C30	516.65	517.06	571.55	546.95	608.80	534	613
18	100 × 100 × 2C60	627.90	672.20	721.54	696.10	790.01	687	651
19	100 × 100 × 5C30	1006.45	1006.81	1037.03	1115.46	1086.86	1410	1379
20	100 × 100 × 5C60	1116.59	1155.55	1162.70	1276.07	1259.15	1488	1431
21	50 × 50 × 2C20	166.04	174.22	177.42	178.63	155.86	261	224
22	50 × 50 × 2C30	185.02	198.32	198.70	205.09	165.81	282	235
23	50 × 50 × 3C20	276.05	283.54	283.80	314.89	266.74	417	393
24	50 × 50 × 3C30	293.42	305.59	287.35	341.35	275.84	543	404
25	100 × 100 × 3C20	544.03	578.18	586.94	570.90	501.53	716	709
26	100 × 100 × 3C30	623.29	678.83	682.87	676.75	543.06	757	757
27	100 × 100 × 5C20	943.22	974.52	993.26	1037.35	904.26	1449	1326
28	100 × 100 × 5C30	1015.87	1066.78	1042.10	1143.19	942.33	1490	1369
29	150 × 150 × 3C20	771.55	851.70	840.98	818.60	671.81	1062	897
30	150 × 150 × 3C30	957.55	1087.88	1078.87	1056.76	769.27	1209	1009
31	150 × 150 × 5C20	1268.43	1344.19	1362.93	1344.69	1174.16	1935	1668
32	150 × 150 × 5C30	1444.24	1567.43	1574.79	1582.84	1266.28	2048	1773

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矩形不锈钢管混凝土短柱轴压性能试验研究

doi: 10.3969/j.issn.0258-2724.20200416

作者简介: 唐红元(1974—)，男，教授，博士，研究方向为钢结构及组合结构，E-mail： tanghyseu@163.com

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Experimental Investigation on Behavior of Rectangular Concrete-Filled Stainless Steel Tubular Stub Columns under Axial Loading

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作者简介:
唐红元(1974—)，男，教授，博士，研究方向为钢结构及组合结构，E-mail： tanghyseu@163.com