聚丙烯纤维混凝土断裂韧度试验与数值分析

doi:10.13229/j.cnki.jdxbgxb.20221551

Abstract

Abstract:

Nine groups of notched PPFRC beam with different proportions are tested for three-point bending test to study the control variable as polypropylene fiber dosage and length/diameter ratio. Based on double-K fracture model and four-stage fracture model， the influence of polypropylene fiber on different fracture toughness is discussed respectively. The bilinear softening curve of PPFRC is concluded， The influence coefficient is introduced to solve the problem of modifying the empirical calculation formula. The XFEM（Extended finite element method）of ABAQUS was used to simulate the fracture process， and the feasibility of the model was verified by parameter analysis. The results show that the four-stage fracture model is more suitable for judging the failure of PPFRC structure. The macro-crack initiation toughness in the model is positively correlated with the fiber dosage and negatively correlated with the length/diameter ratio. The structural failure toughness is positively correlated with the fiber dosage and length/diameter ratio. The macro crack initiation toughness and structural failure toughness of 12 kg/m³ and 20 mm polypropylene fiber concrete are 9.80 MPa·m^1/2 and 55.32 MPa·m^1/2. The β_p of macro fiber introduced in bilinear softening constitutive equation is 0.849； The value of β_p of micro fiber is in the range of 0.409-0.552 and increases with the increase of aspect ratio.

Key words: architecture material, polypropylene fiber, fracture toughness, extended finite element method（XFEM）, bilinear softening curve

CLC Number:

TU528

Ying XU,Yue FAN,Qing-yuan WANG,Zhen-yu ZHANG. Experiment and numerical analysis on fracture toughness of polypropylene fiber reinforced concrete[J].Journal of Jilin University(Engineering and Technology Edition), 2024, 54(10): 2884-2896.

Figures/Tables 22

Table 1

Table 2

Table 3

Fig.1

Fig.2

Fig.3

Fig.4

Table 4

Calculated results of double-K fracture parameters"

编号	CMOD_c/mm	CTOD_c/mm	P_ini/N	$K I C i n i$ /（MPa·m^1/2）	$σ I C i n i$	P_max/N	$K I C u n$ /（MPa·m^1/2）	$σ I C u n$
SU	0.063	0.032 8	2 210.8	0.613	0.018	3 335.9	1.666	0.087
P-6	0.047	0.025 8	2 430.7	0.683	0.019	3 298.9	1.753	0.052
P-9	0.052	0.028 2	2 761.1	0.788	0.023	3 587.0	2.242	0.100
P-12	0.057	0.029 1	2 430.4	0.685	0.024	3 502.3	1.999	0.123
T20-6	0.058	0.029 2	2 584.2	0.737	0.048	3 203.6	2.050	0.155
T20-9	0.047	0.033 3	2 726.9	0.809	0.014	3 558.6	2.413	0.103
T20-12	0.044	0.036 4	2 561.4	0.731	0.037	3 815.4	2.171	0.262
T16-9	0.056	0.036 7	2 388.3	0.688	0.049	3 502.9	2.467	0.168
T10-9	0.059	0.037 4	1 898.9	0.509	0.062	3 970.1	2.980	0.368

Table 4

Fig.5

Table 5

Calculated results of four-stage fracture parameters"

编号	CMOD_macro/mm	P_macro/N	$K I C m a c r o$ /（MPa·m^1/2）	$σ I C m a c r o$	P_failure/N	$K I C f a i l u r e$ /（MPa·m^1/2）	$σ I C f a i l u r e$
SU	0.263	1 474.7	3.25	0.528	667.2	4.24	0.345
P-6	0.201	1 616.7	5.68	0.144	421.8	10.19	1.271
P-9	0.199	1 929.8	6.27	0.838	591.3	14.30	1.080
P-12	0.197	2 052.3	6.85	0.905	947.8	52.82	1.211
T20-6	0.215	1 983.5	4.81	0.855	748.6	19.44	3.777
T20-9	0.213	2 126.6	6.46	0.715	892.8	29.08	3.509
T20-12	0.203	2 694.9	9.80	0.875	1 098.5	55.32	0.625
T16-9	0.181	2 311.3	7.66	0.576	756.5	20.12	2.834
T10-9	0.162	2 630.8	8.47	0.818	688.1	13.85	1.935

Table 5

Fig.6

Fig.7

Fig.8

Table 6

The parameters of bilinear softening curve"

编号	$G f i n i$ / （N·m^-1）	$ψ k$	$w 1$ /mm	$w s$ /mm	σ_s/MPa	$w 0$ /mm
SU	92.7	0.313	0.046	0.033	1.27	0.329
P-6	97.4	0.458	0.048	0.029	1.85	0.429
P-9	176.2	0.683	0.087	0.032	2.77	0.374
P-12	176.3	0.666	0.087	0.034	2.70	0.551
T20-6	185.7	0.677	0.092	0.034	2.74	0.456
T20-9	188.6	0.637	0.093	0.038	2.58	0.557
T20-12	159.7	0.537	0.079	0.040	2.18	0.817
T16-9	211.2	0.648	0.104	0.041	2.62	0.481
T10-9	337.1	0.767	0.166	0.043	3.11	0.397

Table 6

Fig.9

Table 7

Fig.10

Fig.11

Fig.12

Fig.13

Table 8

Simulation results of fracture toughness"

编号	双K断裂模型/ （MPa·m^1/2）		四阶段断裂模型/ （MPa·m^1/2）
编号	$K I C i n i$	$K I C u n$	$K I C m a c r o$	$K I C f a i l u r e$
SU	0.753	2.047	3.38	4.08
T10-9	0.887	3.013	7.85	13.86
T16-9	0.788	2.046	6.22	21.81
T20-9	0.791	2.688	5.74	31.18

Table 8

Fig.14

References 21

1	Güneyisi E, Gesoglu M, Özturan T,et al. Fracture behavior and mechanical properties of concrete with artificial lightweight aggregate and steel fiber[J]. Construction & Building Materials,2015,84:156-168.
2	韩菊红,李明轩,杨孝青,等. 混杂钢纤维二级配混凝土断裂性能试验研究[J]. 土木工程学报,2020,53(9):31-40.
	Han Ju-hong, Li Ming-xuan, Yang Xiao-qing, et al. Experimental study on fracture behavior of mixed steel fiber secondary concrete[J]. Journal of Civil Engineering, 2020,53(9):31-40.
3	代继飞. 基于双K准则的多尺寸聚丙烯纤维混凝土断裂韧性研究[D]. 重庆:重庆大学土木工程学院,2017.
	Dai Ji-fei. Fracture toughness of multi-size polypropylene fiber reinforced concrete based on double K criterion[D]. Chongqing:School of Civil Engineering, Chongqing University, 2017.
4	梁宁慧,缪庆旭,刘新荣,等. 聚丙烯纤维增强混凝土断裂韧度及软化本构曲线确定[J]. 吉林大学学报:工学版,2019,49(4):1144-1152.
	Liang Ning-hui, Miao Qing-xu, Liu Xin-rong,et al. Determination of fracture toughness and softening constitutive curve of polypropylene fiber reinforced concrete[J]. Journal of Jilin University(Engineering and Technology Edition), 2019,49(4):1144-1152.
5	左文锌. 基于双K模型的纤维混凝土I型断裂特性研究[D]. 哈尔滨:哈尔滨工业大学交通科学与工程学院,2011.
	Zuo Wen-xin. Study on type I fracture characteristics of fiber reinforced concrete based on double K model[D]. Harbin: School of Transportation Science and Engineering,Harbin Institute of Technology,2011.
6	符永康. 混凝土四阶段断裂模型及其在刚性道面断裂分析中的应用[D]. 哈尔滨:哈尔滨工业大学交通科学与工程学院,2019:52-71.
	Fu Yong-kang. Four-stage fracture model of concrete and its application in fracture analysis of rigid pavement[D]. Harbin:School of Transportation Science and Engineering,Harbin Institute of Technology,2019:52-71.
7	Marzec I, Bobiński J. Quantitative assessment of the influence of tensile softening of concrete in beams under bending by numerical simulations with XFEM and cohesive cracks[J]. Materials,2022,15(2): No.626.
8	伍江飞. 基于黏聚裂纹模型的混凝土断裂过程扩展有限元法模拟[J]. 水利水电技术,2019,50(4):205-211.
	Wu Jiang-fei. Simulation of concrete fracture process by extended finite element method based on cohesive crack model[J]. Water Conservancy and Hydropower Technology, 2019,50(4):205-211.
9	Tawfik A B, Mahfouz S Y, Taher S E-D F. Nonlinear ABAQUS simulations for notched concrete beams[J]. Materials,2021,14(23): No.7349.
10	雷志鹏. 基于扩展有限元法的混凝土梁开裂特性研究[D]. 广州:华南理工大学土木与交通学院,2017.
	Lei Zhi-peng. Cracking characteristics of concrete beams based on extended finite element method[D]. Guangzhou: School of Civil Engineering and Transportation, South China University of Technology, 2017.
11	齐西力. 基于断裂力学与扩展有限元对混凝土开裂扩展的研究[D]. 贵阳:贵州大学土木工程学院,2017.
	Qi Xi-li. Study on crack propagation of concrete based on fracture mechanics and extension finite element[D]. Guiyang: College of Civil Engineering, Guizhou University, 2017.
12	2:2006.
	Fibres for concrete—part 2: polymer fibres—definitions,specifications and conformity [S].
13	.水泥混凝土和砂浆用合成纤维 [S].
14	周兴宇. 多尺度聚丙烯纤维混凝土性能研究[D]. 扬州:扬州大学建筑科学与工程学院,2020.
	Zhou Xing-yu. Study on properties of multi-scale polypropylene fiber concrete[D]. Yangzhou: College of Architectural Science and Engineering,Yangzhou University, 2020.
15	RILEM Committee FMT 89. Determination of fracture parameter K_c and CTOD of plain concrete using three point bend tests[J]. Materials and Structures,1990,23:457-460.
16	RILEM Committee FMC 50. Determination of the fracture energy of mortar and concrete by means of the three-point bend test[J]. Materials and Structures,1985,18:285-290.
17	RILEM Committee FMT 89. Size effect method for determining fracture energy and process zone size of concrete[J]. Materials and Structures,1990,23:461-465.
18	徐世烺,赵艳华. 混凝土裂缝扩展的断裂过程准则与解析[J]. 工程力学,2008,25():20-33.
	Xu Shi-lang, Zhao Yan-hua. Fracture process criterion and analysis of concrete crack propagation[J]. Engineering Mechanics, 2008,25(Sup.2):20-33.
19	Gaedicke C, Roesler J, Jr F E. Three-dimensional cohesive crack model prediction of the flexural capacity of concrete slabs on soil[J]. Engineering Fracture Mechanics,2012,94(4):6-12.
20	Hu X J, Duan K. Influence of fracture process zone height on fracture energy of concret[J].Cement and Concrete Research,2004,34(8):1321-1330.
21	李东洋. 湿热环境下 CFRP 加固 RC 梁疲劳主裂纹扩展规律研究[D]. 广州:华南理工大学土木与交通学院,2018.
	Li Dong-yang. Study on fatigue main crack propagation law of RC beams reinforced by CFRP under humid and hot environment [D]. Guangzhou: School of Civil Engineering and Transportation,South China University of Technology, 2018.

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符号	l/mm	d/mm	ρ/（g·cm^-3）	f_t/MPa	E/GPa
T	10、16、20	0.15	0.91	750	8
P	40	0.6	0.91	650	7

编号	配合比/（kg·m^-3）						纤维
编号	水泥	水	粉煤灰	沙	石	减水剂	长/mm	用量/（kg·m^-3）
SU	445	153	67	642	1 071	6.2	/	0
P-6	445	153	67	642	1 071	6.2	40	6
P-9	445	153	67	642	1 071	6.2	40	9
P-12	445	153	67	642	1 071	6.2	40	12
T10-9	445	153	67	642	1 071	6.2	10	9
T16-9	445	153	67	642	1 071	6.2	16	9
T20-6	445	153	67	642	1 071	6.2	20	6
T20-9	445	153	67	642	1 071	6.2	20	9
T20-12	445	153	67	642	1 071	6.2	20	12

编号	抗压强度/MPa			抗压强度平均值/MPa	变异系数	强度比
编号	1	2	3	抗压强度平均值/MPa	变异系数	强度比
SU	68.0	70.1	67.4	68.5	0.0169	1
P-6	66.4	70.5	68.1	68.3	0.0246	1.00
P-9	71.8	76.3	65.0	71.0	0.0654	1.04
P-12	70.3	69.0	67.5	68.9	0.0166	1.01
T20-6	68.2	61.8	58.7	62.9	0.0629	0.92
T20-9	75.4	76.6	78.4	76.8	0.0161	1.12
T20-12	75.0	81.1	82.1	79.4	0.0395	1.16
T16-9	70.1	71.9	70.7	70.9	0.0106	1.03
T10-9	73.3	68.0	75.8	72.4	0.0449	1.06

Experiment and numerical analysis on fracture toughness of polypropylene fiber reinforced concrete

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