土工格栅加筋橡胶砂应力-应变特性试验

doi:10.13229/j.cnki.jdxbgxb.20211260

摘要/Abstract

摘要：

基于静三轴剪切试验，分析了5种配比（0%、10%、20%、30%、40%）、4种格栅布置方式（无筋、水平1层、水平2层、水平3层）、3种围压（50、100、200 kPa）下土工格栅加筋橡胶砂的应力-应变关系特性和模量衰减特性。结果表明：①土工格栅加筋使得橡胶砂应力-应变关系曲线明显升高，加筋后橡胶砂的硬化特性增强。②采用扩展邓肯-张模型进行拟合，随着橡胶颗粒含量的增加，橡胶砂初始模量降低，模量衰减程度可由衰减参数定量反映；模量曲线衰减程度随加筋工况“水平3层加筋、无筋、水平2层加筋、水平1层加筋”依次增大。③土工格栅加筋使得橡胶砂的参考应变增大、应力-应变模型指数减小，即模量归一化应力应变曲线非线性程度减弱，随着土工格栅加筋密度和配比的增大，土工格栅对橡胶砂应力应变特性的加筋效应更显著。

关键词: 岩土工程, 橡胶砂, 土工格栅加筋, 三轴试验, 应力-应变关系, 加筋效应

Abstract:

Based on the static triaxial shear test， the stress-strain characteristics， the modulus attenuation properties， and the normalized stress-strain behavior of reinforcing rubber sand mixtures were analyzed. Five kinds of rubber content （0%， 10%， 20%， 30%， and 40%）， four kinds of geogrid reinforcing patterns （lateral arrangement with no layer/one layer/two layers/three layers）， and three kinds of confining pressure（50 kPa、100 kPa、200 kPa） were taken into account in tests. Results indicate that ①The geogrid reinforcement makes stress-strain curves of rubber sand mixture raised obviously， and the hardening characteristics of the reinforced specimens are enhanced. ②The stress-strain behavior of the rubber sand mixture could be simulated well by the extended Duncan-chang hyperbola model， and the model parameters are evaluated with rubber content in the rubber sand mixture. With the increase of rubber content， the initial modulus of the rubber sand mixture decreases， and the attenuation parameters can quantitatively reflect the degree of modulus attenuation. The attenuation degree of rubber sand mixture increases for geogrid reinforcing cases lateral arrangement with three layers/no layer/two layers/one layer， but the overall difference is insignificant. ③With the use of geogrid reinforced， the reference strain of the rubber sand is increased while the index of the stress-strain model is decreased. To illustrate， the degree of nonlinearity of the normalized stress-strain curve of the modulus is weakened. With the increase of the geogrid-reinforced density and rubber content， the reinforcement effect of geogrid on the stress-strain characteristics of rubber sand is more significant.

Key words: geotechnical engineering, rubber sand mixture, geogrid reinforcement, triaxial shear tests, stress-strain relationship, geo-reinforcement effects

中图分类号:

TU411.3

刘方成,王将,吴孟桃,补国斌,何杰. 土工格栅加筋橡胶砂应力-应变特性试验[J]. 吉林大学学报(工学版), 2023, 53(9): 2542-2553.

Fang-cheng LIU,Jiang WANG,Meng-tao WU,Guo-bin BU,Jie HE. Stress⁃strain characteristics of geogrid reinforced rubber sand mixtures[J]. Journal of Jilin University(Engineering and Technology Edition), 2023, 53(9): 2542-2553.

图/表 24

表1

表2

图1

图2

表3

图3

图4

图5

图6

图7

图8

表4

加筋橡胶砂破坏应力及应力-应变关系参数拟合值"

RC/%	σ₃/kPa	无筋			1层加筋			2层加筋			3层加筋
RC/%	σ₃/kPa	E₀/MPa	$ε r$ /%	$α$	E₀/MPa	$ε r$ /%	$α$	E₀/MPa	$ε r$ /%	$α$	E₀/MPa	$ε r$ /%	$α$
0	50	22.64	1.76	1.38	31.80	1.29	1.22	37.78	1.07	1.11	26.90	2.01	1.14
	100	26.24	2.78	1.39	31.18	2.45	1.30	25.89	3.43	1.41	28.09	2.68	1.12
	200	35.86	4.36	1.63	37.09	4.57	1.52	41.23	4.24	1.34	47.55	3.28	1.15
10	50	7.97	4.89	1.49	7.09	6.88	1.61	9.12	6.02	1.62	11.88	4.87	1.31
	100	10.49	6.79	1.85	10.88	7.04	1.52	9.76	9.08	1.66	12.33	7.72	1.39
	200	14.97	8.52	1.89	15.46	9.03	1.65	20.45	6.97	1.35	20.03	7.75	1.33
20	50	3.57	10.00	1.85	5.51	6.08	1.10	5.47	7.48	1.01	3.97	17.00	1.83
	100	5.77	11.48	2.20	6.59	11.42	1.52	6.29	14.12	1.76	6.31	16.56	1.47
	200	8.53	12.73	1.99	9.59	13.47	1.77	9.16	17.42	1.38	10.91	15.06	1.38
30	50	2.58	11.44	1.88	4.20	6.65	1.16	3.98	8.69	1.18	2.64	21.50	1.61
	100	4.34	12.82	1.87	4.53	14.27	1.57	4.61	15.34	1.29	4.29	21.61	1.41
	200	5.93	15.88	1.85	6.58	15.63	1.26	5.70	25.21	1.14	6.32	22.31	1.38
40	50	2.19	11.59	1.60	2.17	15.19	1.59	2.20	17.11	1.39	2.13	23.76	0.71
	100	3.14	15.20	1.69	3.29	16.00	1.01	3.88	13.84	0.64	4.40	23.81	0.70
	200	4.13	19.70	2.27	4.62	22.19	1.26	5.18	20.70	1.14	5.28	21.33	1.71

表4

图9

图10

图11

表5

图12

图13

图14

图15

图16

表6

加筋效应系数与加筋密度之间的斜率拟合值"

参数	RC/%
参数	0	10	20	30	40
$C E$	0.190	0.183	0.174	0.102	0.148
$C ε$	-0.054	0.067	0.206	0.318	0.308
$C α$	-0.141	-0.135	-0.224	-0.235	-0.358

表6

图17

图18

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试验材料	比重G_s	粒径/mm	平均粒径D₅₀	不均匀系数C_u
废橡胶颗粒	1.21	0.5~5	1.5	4.77
标准砂	2.63	0.05~2	0.64	2.23

材料	网格尺寸/mm	延伸率/%	弹性模量/GPa	抗拉强度/（kN·m^-1）
材料	网格尺寸/mm	延伸率/%	弹性模量/GPa	纵向	横向
玻璃纤维	12.7×12.7	≤3	67	60	60

配合比RC/%	ρ_dmin/ （g·cm^-3）	ρ_dmax/ （g·cm^-3）	相对密度D_r	装样密度ρ/ （g·cm^-3）
0	1.51	1.86	0.7	1.74
10	1.38	1.71	0.7	1.60
20	1.21	1.50	0.7	1.40
30	1.04	1.29	0.7	1.20
40	0.87	1.17	0.7	1.06

加筋方式	衰减参数A
无筋	0.182（本文试验）
	0.324（El-Sherbiny等）^［36］
	0.197（Youwai等）^［37］
水平1层加筋	0.197
水平2层加筋	0.184
水平3层加筋	0.165

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