UHPC三轴受压力学性能研究

周俊; 韦建刚; 杨艳; 陈宝春; 黄颖

doi:10.6052/j.issn.1000-4750.2022.03.0259

UHPC三轴受压力学性能研究

doi: 10.6052/j.issn.1000-4750.2022.03.0259

周俊^1,,
韦建刚^{2, 3, ,},
杨艳^2,,
陈宝春^2,,
黄颖^1,

1.
福建船政交通职业学院土木工程学院，福州 350007
2.
福州大学土木工程学院，福州 350108
3.
福建工程学院土木工程学院，福州 350118

基金项目: 国家自然科学基金项目(51878172)；福建省中青年教师教育科研项目(科技类)(JAT210707)

详细信息

作者简介:
周　俊(1991−)，女，江西人，讲师，博士，主要从事拱桥与组合桥梁研究(E-mail: zjun.zj@qq.com)

杨　艳(1979−)，女，福建人，副研究员，博士，硕导，主要从事组合结构、拱结构等研究(E-mail: yangyan@fzu.edu.cn)

陈宝春(1958−)，男，福建人，教授，博士，博导，主要从事拱桥研究(E-mail: baochunchen@fzu.edu.cn)

黄　颖(1982−)，女，福建人，副教授，博士，主要从事桥梁结构检测和加固方法研究(E-mail: huangying6820@163.com)

通讯作者:
韦建刚(1971−)，男，广西人，研究员，博士，博导，主要从事拱桥计算理论、新型组合结构受力性能等研究(E-mail: weijg@fzu.edu.cn)

中图分类号: TU528.31
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- 被引次数: 0
出版历程
- 收稿日期: 2022-03-23
- 修回日期: 2022-07-09
- 网络出版日期: 2022-07-14
- 刊出日期: 2023-11-25

RESEARCH ON MECHANICAL PROPERTIES OF UHPC UNDER TRAXIAL COMPRESSION

ZHOU Jun^1
,,
WEI Jian-gang^{2, 3
, ,},
YANG Yan^2
,,
CHEN Bao-chun^2
,,
HUANG Ying^1
,

1.
College of Civil Engineering, Fujian Chuanzheng Communications Colledge, Fuzhou 350007, China
2.
College of Civil Engineering, Fuzhou University, Fuzhou 350108, China
3.
College of Civil Engineering, Fujian University of Technology, Fuzhou 350118, China

摘要

摘要: 为了研究三轴受压下UHPC的受力性能，以围压大小和钢纤维掺量为试验参数，进行20组UHPC试件常规三轴试验，分析UHPC的破坏形态、应力-应变曲线、峰值应力和应变等力学性能。结果表明：围压和钢纤维掺量均为零的试件破坏时呈劈裂破坏，其他试件则呈剪切破坏；围压和钢纤维掺量对应力-应变曲线弹性模量和弹性段曲线形状影响较小；随着围压增大，峰值应力和应变呈不断增大趋势；随着钢纤维掺量增大，峰值应力和轴向峰值应变呈先增大后不变和先增大后减小趋势，环向峰值应变则呈增大趋势。通过对UHPC八面体正应力-体积应变和剪应力-剪应变关系进行分析，基于Drucker-Prager二参数准则，建立了UHPC八面体破坏准则计算方法。`
- 围压 /
- 钢纤维掺量 /
- 破坏形态 /
- 应力-应变关系 /
- 八面体破坏准则
Abstract: In order to study the mechanical performance of UHPC under triaxial compression, the conventional triaxial experiment was carried out to analyse the mechanical properties such as the failure modes, stress-strain curve, peak stress and strain by considering the confining pressure and steel fiber content as experimental parameters. The results show that: the specimens without confining pressure and steel fiber exhibit splitting failure, while the others exhibit shear failure. The elastic modulus and elastic segment curve shape of the stress-strain curves remain unchanged as confining pressure and steel fiber content change. With the increase of confining pressure, the peak stress and strain increase continuously. With the increase of steel fiber content, the peak stress increases firstly and then remains unchanged and the axial peak strain increases firstly and then decreases, while the hoop peak strain increases. Based on the Drucker-Prager two parameter criterion, the octahedron failure criterion calculation method of UHPC was established by analyzing its octahedron normal stress, volume strain relationship and, its octahedron shear stress and shear strain relationship.
- confining pressure /
- steel fiber content /
- failure mode /
- stress-strain curve /
- octahedral failure criterion

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图 1 岩石三轴测试系统主要装置照

Figure 1. Main device photo of rock triaxial testing system

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图 2 荷载加载路径图

Figure 2. Load path diagram

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图 3 试件装样照

Figure 3. Specimen photo

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图 4 试件破坏形态图

Figure 4. Specimen failure mode

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图 5 围压为10 MPa时不同钢纤维掺量试件破坏形态图

Figure 5. Specimen failure patterns of different steel fiber content with the confining pressure of 10 MPa

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图 6 不同围压UHPC应力-应变曲线对比图

Figure 6. Comparison of stress-strain curves of UHPC with different confining pressure

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图 7 不同钢纤维掺量UHPC应力-应变曲线对比图

Figure 7. Comparison of stress-strain curves of UHPC with different steel fiber content

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图 8 围压大小对峰值应力影响图

Figure 8. Effect of confining pressure on peak stress

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图 9 围压对峰值应变影响图

Figure 9. Effect of confining pressure on peak strain

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图 10 钢纤维掺量对轴向峰值应力影响图

Figure 10. Effect of steel fiber content on axial peak stress

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图 11 钢纤维掺量对峰值应变影响图

Figure 11. Effect of steel fiber content on peak strain

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图 12 不同围压八面体正应力-体积应变曲线图

Figure 12. Octahedral normal stress-volumetric strain curves with different confining pressure

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图 13 不同钢纤维掺量下八面体正应力-体积应变曲线图

Figure 13. Octahedral normal stress-volumetric strain curves with different fiber content

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图 14 不同围压八面体剪应力-剪应变曲线图

Figure 14. Octahedral shear stress-shear strain curves with different confining pressure

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图 15 不同钢纤维掺量下八面体剪应力-剪应变曲线图

Figure 15. Octahedral shear stress-shear strain curves with different steel fiber content

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图 16 UHPC八面体峰值正应力与峰值剪应力关系

Figure 16. Octahedral peak normal stress and peak shear stress curves of UHPC

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表 1 UHPC常规三轴试验参数一览表

Table 1. List of UHPC conventional triaxial test parameters

试件编号	高度H /mm	直径D /mm	围压σ₃ /MPa	钢纤维掺量φ_f/(%)
U0-0	100	50	0	0
U0-10	100	50	10	0
U0-20	100	50	20	0
U0-30	100	50	30	0
U0-40	100	50	40	0
U1-0	100	50	0	1
U1-10	100	50	10	1
U1-20	100	50	20	1
U1-30	100	50	30	1
U1-40	100	50	40	1
U2-0	100	50	0	2
U2-10	100	50	10	2
U2-20	100	50	20	2
U2-30	100	50	30	2
U2-40	100	50	40	2
U3-0	100	50	0	3
U3-10	100	50	10	3
U3-20	100	50	20	3
U3-30	100	50	30	3
U3-40	100	50	40	3

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表 2 UHPC配合比一览表

Table 2. List of UHPC mix proportion

编号	水泥/ (kg/m³)	硅灰/ (kg/m³)	石英砂/ (kg/m³)	减水剂/ (kg/m³)	水/ (kg/m³)	钢纤维掺量 φ_f/(%)
1	859.5	257.9	1005.7	21.5	178.8	0
2	850.9	255.3	995.6	21.3	177.0	1
3	842.4	252.7	985.6	21.1	175.2	2
4	833.8	250.1	975.5	20.9	173.4	3

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表 3 试验结果一览表

Table 3. Experimental results list

序号	试件编号	$\sigma _1^{\rm{u}} $/MPa	$\varepsilon _1^{\rm{u}} $/(%)	$\varepsilon _3^{\rm{u}} $/(%)	$\sigma _{{\rm{oct}}}^{\rm{u}}$/MPa	$V_{{\rm{oct}}}^{\rm{u}}$/(%)	$\tau _{{\rm{oct}}}^{\rm{u}}$/MPa	$\gamma _{{\rm{oct}}}^{\rm{u}}$/(%)
1	U0-0	172	0.400	0.141	57	0.117	81	0.510
2	U0-10	197	0.459	0.164	66	0.131	93	0.587
3	U0-20	199	0.540	0.170	61	0.010	91	0.669
4	U0-30	212	0.536	0.212	71	0.112	100	0.705
5	U0-40	228	0.539	0.280	76	−0.020	108	0.772
6	U1-0	180	0.466	0.201	60	0.064	85	0.629
7	U1-10	232	0.587	0.232	73	0.028	104	0.857
8	U1-20	248	0.672	0.247	83	0.185	117	0.859
9	U1-30	264	0.710	0.284	88	0.089	124	0.937
10	U1-40	274	0.781	0.309	91	0.087	129	1.126
11	U2-0	186	0.411	0.245	60	−0.080	85	0.619
12	U2-10	237	0.627	0.263	79	0.100	106	1.182
13	U2-20	256	0.716	0.291	85	0.134	121	0.950
14	U2-30	263	0.755	0.342	88	0.070	124	1.035
15	U2-40	280	0.777	0.360	93	0.056	132	1.072
16	U3-0	180	0.410	0.306	60	−0.202	85	0.674
17	U3-10	234	0.628	0.353	78	−0.079	111	0.925
18	U3-20	255	0.670	0.346	83	−0.069	120	0.958
19	U3-30	265	0.738	0.358	88	−0.004	125	1.033
20	U3-40	282	0.772	0.363	90	0.046	128	1.070
注：$\sigma _1^{\rm{u}} $为轴向峰值应力；$\varepsilon _1^{\rm{u}} $为轴向峰值应变；$\varepsilon _3^{\rm{u}} $为环向峰值应变；$\sigma _{_{{\rm{oct}}} }^{\rm{u }}$为八面体峰值正应力；$V_ {\rm{oct} } ^\rm{u}$为八面体峰值体积应变；$\tau _{_{{\rm{oct}}} }^{\rm{u}}$为八面体峰值剪应力；$\gamma _{{\rm{oct}}}^{\rm{u}}$为八面体峰值剪应变。

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