基于弹塑性应力场理论的钢筋混凝土梁受剪承载力

doi:10.13229/j.cnki.jdxbgxb20190940

Abstract

Abstract:

In order to study the shear behavior of reinforced concrete beams based on the elastoplastic stress field theory （EPSF）， ICONC， a finite element program based on the EPSF theory， was used to model the concrete members. The influences of finite element mesh size， shape and iterative step number on the simulation results were investigated. Twelve test beams were selected. The simulation results based on EPSF theory， experimental results and ABAQUS simulation results were compared to verify the accuracy of the results based on EPSF theory. The shear capacities of 70 beams subject to shear failure were calculated by the formulas in the Chinese and American code， and also calculated by EPSF theory， then those calculated values were compared with the experimental values. The results show that the mesh size， shape and iteration steps have little influence on the simulation results. ICONC， an applicable program based on EPSF theory， can accurately simulate the failure phenomena of reinforced concrete beams， the yield of reinforcement and the crack distributions of concrete. Compared to ABAQUS， EPSF theory can permit an accurate， convenient and rapid prediction of the ultimate shear capacity for reinforced concrete beams. The changes in concrete strength， shear span ratio and stirrup ratio have little impact on ICONC program simulation results. So the proposed method has certain accuracy and stability.

Key words: structural engineering, reinforced concrete beams, elastoplastic stress field theory, ICONC program, shear capacity

CLC Number:

TU375.1

Er-gang XIONG,Han XU,Ci TAN,Jing WANG,Ruo-yu DING. Shear strength of reinforced concrete beams based on elastoplastic stress field theory[J].Journal of Jilin University(Engineering and Technology Edition), 2021, 51(1): 259-267.

Figures/Tables 17

Fig.1

Fig.2

Table 1

Table 2

Fig.3

Table 3

Table 4

Experimental beam simulation and measured ultimate bearing capacity"

试件编号	$P T E S T$ /kN	$P E P S F$ /kN	$P F$ /kN	$P E P S F P T E S T$	$P F P T E S T$	破坏形式
E?1.5	360	354	374.63	0.98	1.04	剪压破坏
F?1.0	491	480	561.94	0.98	1.14	斜压破坏
A?2?2	402	394	411	0.98	1.02	弯曲破坏
A'?2?1	406	400	395	0.99	0.97	弯曲破坏
C?2?2	602	610	628	1.01	1.04	弯曲破坏
A?2?1	340	344	411	1.01	1.19	剪切破坏
B?2?1	456	458	548	0.99	1.20	剪切破坏
B?2?2	360	450	548	1.25	1.52	剪切破坏
C?2?1	570	600	628	1.05	1.10	剪切破坏

Table 4

Fig.4

Fig. 5

Table 5

Simulation and measured ultimate bearing capacity of experimental beams"

试件编号	P_TEST/kN	P_EPSF/kN	$P E P S F P T E S T$	破坏形式
A2	439	452	1.03	剪切破坏
B2	365	331	0.91	剪切破坏
C2	290	290	1	剪切破坏

Table 5

Fig.6

Table 6

Comparison of ultimate bearing capacity obtained by each method"

梁编号	P_TEST/kN	P_EPSF/kN	P_ABS/kN	$P E P S F P T E S T$	$P A B S P T E S T$
E?1.5	360	354	382.0	0.98	1.06
F?1.0	491	480	554.4	0.98	1.13
A?2?2	402	394	403.9	0.98	1.00
A′?2?1	406	400	430.4	0.99	1.06
C?2?2	602	600	621.2	1.01	1.03
A?2?1	340	344	357.8	1.01	1.05
B?2?1	456	458	531.3	0.99	1.16
B?2?2	360	450	514.4	1.25	1.43
C?2?1	570	600	638.4	1.05	1.12

Table 6

Fig. 7

Table 7

Fig. 8

Fig. 9

Fig. 10

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极限承载力/（kN·m^-1）	M₁	M₂	M₃	M₄
对称配筋均布压应力	3564	3564	3564	3564
对称配筋均布拉应力	182	182	182	182
对称配筋均布剪应力	179	179	179	179
非对称配筋均布剪应力	129	129	129	129

极限承载力/kN	ρ_w=0.20%(b_w=150)	ρ_w=0.31%(b_w=100)	ρ_w=0.61%(b_w=50)	ρ_w=1.02%(b_w=30)
M₁	266	224	145	97
M₂	262	221	141	94
M₃	262	218	136	90
M₄	261	215	134	89

网格类型	极限承载力	网格类型	极限承载力
M_DR	266	M_D3	261
M_D1	270	M_D4	255
M_D2	264

参数	EPSF理论	中国规范	美国规范
均值	0.96	0.80	0.48
变异系数	0.09	0.23	0.25
标准差	0.09	0.18	0.12

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Shear strength of reinforced concrete beams based on elastoplastic stress field theory

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