630 MPa高强钢筋混凝土大偏压柱受力性能试验

doi:10.13229/j.cnki.jdxbgxb20210321

摘要/Abstract

摘要：

设计制作了17根630 MPa新型热处理带肋高强钢筋混凝土大偏心受压足尺柱试件，分析其破坏形态、侧向挠度、钢筋应变、混凝土应变及承载力，以研究630 MPa高强钢筋混凝土大偏心受压柱的受力性能和630 MPa高强钢筋的应力状态及抗压强度发挥水平。结果表明：630 MPa高强钢筋混凝土大偏心受压柱的典型破坏形态与普通钢筋混凝土相同；混凝土受压区所能达到的极限压应变大于现行规范采用的0.0033，有利于偏心受压构件中630 MPa高强钢筋抗压强度的充分发挥，达到与抗拉强度相同的值。各试件承载力试验值均远大于其承载力设计值，两者比值的平均值为1.887，用现行规范对630 MPa级高强钢筋混凝土柱构件进行设计计算是合理且安全的。提出了630 MPa高强钢筋在偏压构件中抗拉和抗压强度设计值取值均为545 MPa的建议，为制定高强钢筋混凝土结构应用技术规程和推广630 MPa高强钢筋的工程应用提供了试验依据。

关键词: 结构工程, 630 MPa高强钢筋, 大偏心受压, 高强钢筋混凝土柱, 抗压强度, 承载力

Abstract:

To study the mechanical properties of high-strength steel reinforced concrete columns under large eccentric loading， and to determine the stress state and the compressive strength level of a new developed 630 MPa ribbed high-strength steel， 17 concrete columns reinforced with 630 MPa high-strength steel tested under large eccentric compression were fabricated， and the failure pattern， lateral deflection， strain of steel and concrete， and the bearing capacity were analyzed. The results show that the typical failure pattern of 630 MPa high-strength steel reinforced concrete column with large eccentric compression is the same as that of ordinary reinforced concrete column. The ultimate compressive strain of concrete compression zone is greater than 0.0033 in the current code， which is conducive to give full play to the compressive strength of 630 MPa high strength reinforcement in eccentric compression member， so that the compressive strength reaches the same value as the tensile strength. The test value of bearing capacity of each specimen is much higher than its design value， with an average value of the ratio of 1.887. It is reasonable and safe to design and calculate the 630 MPa high strength reinforced concrete column members by using the current specification. The tensile and compressive strength design values as 545 MPa of the 630 MPa high-strength steel in column member subjected to eccentricity is put forward， providing an experimental basis for the compilation of technical specification for high-strength bar in concrete structures and the promotion of 630 MPa high-strength steel in engineering application.

Key words: structural engineering, 630 MPa high-strength steel, large eccentric compression, high strength reinforced concrete column, compressive strength, bearing capacity

中图分类号:

TU375.3

王毅红,田桥罗,兰官奇,姚圣法,张建雄,刘喜. 630 MPa高强钢筋混凝土大偏压柱受力性能试验[J]. 吉林大学学报(工学版), 2022, 52(11): 2626-2635.

Yi-hong WANG,Qiao-luo TIAN,Guan-qi LAN,Sheng-fa YAO,Jian-xiong ZHANG,Xi LIU. Experimental research on the mechanical properties of concrete column reinforced with 630 MPa high⁃strength steel under large eccentric loading[J]. Journal of Jilin University(Engineering and Technology Edition), 2022, 52(11): 2626-2635.

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试件编号	混凝土强度等级	b/mm	h/mm	e₀/mm	纵筋配置			箍筋配置
试件编号	混凝土强度等级	b/mm	h/mm	e₀/mm	d/mm	ρ/%	纵筋种类	配箍形式	箍筋种类
EC1-1	C50	300	500	270	16	0.54	T63	8@ 100	T63
EC1-2		300	500	270	22	1.01	T63	8@ 70	HRB400
EC1-3		300	500	270	25	1.31	T63	8@ 70	HRB400
EC2-1	C50	300	500	270	16	0.54	TB63	8@ 100	T63
EC2-2		300	500	270	22	1.01	TB63	8@ 100	T63
EC2-3		300	500	270	25	1.31	TB63	8@ 70	HRB400
EC3-1	C50	300	500	220	16	0.54	TB63	8@ 100	T63
EC3-2	C50	300	500	320	16	0.54	TB63	5@ 100	高强钢丝
EC4-1	C50	300	500	270	16	0.54	TB63	8@ 70	HRB400
EC4-2		300	500	270	16	0.54	TB63	8@ 70	T63
EC4-3		300	500	270	16	0.54	TB63	5@ 100	高强钢丝
EC4-4		300	500	270	16	0.54	TB63	5@ 70	高强钢丝
EC4-5		300	500	270	16	0.54	TB63	8@ 50	T63
EC5-1	C40	300	500	270	16	0.54	TB63	8@ 100	T63
EC5-2	C40	300	500	270	22	1.01	TB63	8@ 100	T63
EC6-1	C30	300	500	270	16	0.54	TB63	5@ 100	高强钢丝
EC6-2	C30	300	500	270	16	0.54	TB63	8@ 70	HRB400

混凝土强度等级	f_cu，m/MPa	f_c，m/MPa
C50	50.59	32.67
C40	41.51	27.76
C30	31.26	20.90

钢筋类别	直径/mm	f_y，m/MPa	f_u，m/MPa	最大力下的总伸长率/%	断后伸长率/%
T63	16	633	819	11.0	21.9
T63	22	659	847	10.3	19.2
T63	25	655	856	10.4	—
HRB400	8	476	647	11.6	29.3
T63	8	686	813	15.0	23.9
高强钢丝	5	1470	1733	8.7	14.3

试件编号	N_cr/kN	N_s/kN	f/mm	破坏形态
EC1-1	274	1779	5.07	受拉破坏
EC1-2	307	2192	4.00	混合破坏
EC1-3	268	2279	3.00	牛腿破坏
EC2-1	293	1778	4.77	受拉破坏
EC2-2	284	2241	5.40	受拉破坏
EC2-3	276	2145	3.43	牛腿破坏
EC3-1	367	2404	3.59	受拉破坏
EC3-2	250	1289	7.30	受拉破坏
EC4-1	296	1719	5.04	受拉破坏
EC4-2	311	1748	5.69	受拉破坏
EC4-3	268	1555	3.69	牛腿破坏
EC4-4	226	1662	4.19	混合破坏
EC4-5	311	1772	5.23	受拉破坏
EC5-1	304	1524	4.51	受拉破坏
EC5-2	344	1992	4.57	混合破坏
EC6-1	269	1364	5.44	混合破坏
EC6-2	248	1078	3.56	牛腿破坏

试件编号	N_d/kN	N_u1/kN	N_u2/kN	N_s/kN	N_s/N_d	N_s/N_u1	N_s/N_u2	N_u2/N_u1
EC1-1	886	1108	1078	1779	2.009	1.606	1.650	0.973
EC1-2	1300	1676	1619	2192	1.686	1.308	1.354	0.966
EC2-1	886	1108	1078	1778	2.008	1.605	1.649	0.973
EC2-2	1300	1676	1619	2241	1.724	1.338	1.384	0.966
EC3-1	1201	1549	1515	2404	2.002	1.552	1.587	0.978
EC3-2	666	813	791	1289	1.935	1.586	1.630	0.973
EC4-1	886	1108	1078	1719	1.941	1.552	1.595	0.973
EC4-2	886	1108	1078	1748	1.973	1.578	1.622	0.973
EC4-4	886	1108	1078	1662	1.877	1.500	1.542	0.973
EC4-5	886	1108	1078	1772	2.001	1.600	1.644	0.973
EC5-1	823	1042	1013	1524	1.852	1.462	1.504	0.972
EC5-2	1201	1568	1514	1992	1.658	1.270	1.316	0.966
EC6-1	733	934	908	1364	1.860	1.461	1.502	0.972
平均值μ					1.887	1.494	1.537	0.972
标准差σ					0.121	0.114	0.113	0.003
变异系数δ					0.064	0.076	0.074	0.003