压型钢板-高延性水泥基材料组合楼板纵向剪切性能及承载力研究

白亮; 张雨航; 梁兴文; 郑辉

doi:10.6052/j.issn.1000-4750.2021.11.0895

压型钢板-高延性水泥基材料组合楼板纵向剪切性能及承载力研究

doi: 10.6052/j.issn.1000-4750.2021.11.0895

白亮^1, ,,
张雨航^1,,
梁兴文^2,,
郑辉^1,

1.
长安大学建筑工程学院，陕西，西安 710061
2.
西安建筑科技大学土木工程学院，陕西，西安 710055

基金项目: 国家自然科学基金项目(51208058，51708035)；陕西省自然科学基金项目(2022JM-242)；陕西省教育厅青年创新团队项目(21JP006)

详细信息

作者简介:
张雨航(1997−)，男，河北人，硕士生，主要从事组合结构研究(E-mail: a18713891617@163.com)

梁兴文(1952−)，男，陕西人，教授，硕士，主要从事结构工程研究(E-mail:liangxingwen2000@163.com)

郑　辉(1998−)，男，山东人，硕士生，主要从事新型纤维增强材料研究(E-mail: jazezheng@outlook.com)

通讯作者:
白　亮(1981−)，男，陕西人，教授，博士，主要从事结构工程研究(E-mail:bailiang@chd.edu.cn)

中图分类号: TU398+.9
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- 被引次数: 0
出版历程
- 收稿日期: 2021-11-16
- 修回日期: 2022-03-29
- 录用日期: 2022-04-08
- 网络出版日期: 2022-04-08
- 刊出日期: 2023-06-25

INVESTIGATION ON LONGITUDINAL SHEAR BEHAVIOR AND BEARING CAPACITY OF PROFILED STEEL SHEETING AND ECC COMPOSITE SLABS

1.
School of Civil Engineering, Chang’an University, Xi’an, Shaanxi 710061, China
2.
School of Civil Engineering, Xi’an University of Architecture & Technology, Xi’an, Shaanxi 710055, China

摘要

摘要: 通过2组8个压型钢板-高延性水泥基材料(ECC)组合楼板静力加载试验，研究上述试件破坏模式、承载力、刚度、应变分布及滑移等受力性能。试验结果表明：峰值荷载时，端部设置栓钉的压型钢板-ECC组合楼板试件滑移值较大，达到峰值荷载后，试件承载力下降平缓，表现为延性剪切破坏；而端部未设置栓钉的试件表现为脆性剪切破坏。分析了剪跨、压型钢板厚度、组合楼板截面高度及端部栓钉等因素对压型钢板-ECC组合楼板纵向剪切性能及剪切承载力影响规律。在试验研究基础上，分别基于欧洲规范(Eurocode-4)和组合楼板设计与施工规范(CECS273: 2010)的m-k法，提出适用于压型钢板-ECC组合楼板的纵向剪切承载力计算公式，经比较分析计算结果与试验结果吻合较好。
- 压型钢板 /
- ECC /
- 组合楼板 /
- 纵向剪切性能 /
- 承载力
Abstract: The static loading tests on the two groups of eight profiled steel sheeting and Engineered Cementitious Composite (ECC) slabs were conducted, and their failure mode, bearing capacity, stiffness, strain distributions and slip behavior were investigated. The test results show that: compared with the composite slabs specimens without end studs, the slip value of profiled steel sheeting and ECC composite slabs specimens with end studs is larger at peak load, after reaching the peak load, the bearing capacity of those specimens decreased gently, showing a ductile failure mode. In comparison, the composite slab specimens without end studs show a brittle failure mode. The effects of shear span, of profiled steel sheeting thickness, of composite slabs height, and of end studs on the longitudinal shear performance and on the bearing capacity of specimens were analyzed. According to the experimental results, the calculation method for the longitudinal shear capacity of profiled steel sheeting and ECC composite slabs was proposed based on the m-k method in Eurocode-4 and on Code CECS273:2010, respectively. The calculated results were in a good agreement with the experimental results.
- profiled steel sheeting /
- ECC /
- composite slab /
- longitudinal shear property /
- bearing capacity

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图 1 试件截面尺寸　/mm

Figure 1. Sectional dimension of specimens

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图 2 ECC拉伸试验

Figure 2. ECC tensile test

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图 3 加载装置示意图

Figure 3. Test loading devices

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图 4 测点布置

Figure 4. Layout of measuring points

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图 5 试件ECSL1破坏形态

Figure 5. Failure characteristics of ECSL1

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图 6 试件ECSS4破坏形态

Figure 6. Failure characteristics of ECSS4

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图 7 荷载-挠度曲线

Figure 7. Load-deflection curve

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图 8 荷载-滑移曲线

Figure 8. Load-slipping curve

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图 9 荷载-下翼缘压型钢板应变曲线

Figure 9. Load-lower flange profiled steel sheeting strain curve

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图 10 荷载-上翼缘压型钢板应变曲线

Figure 10. Load-upper flange profiled steel sheeting strain curve

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图 11 欧洲规范 (Eurocode 4)m-k法

Figure 11. m-k method in Eurocode 4

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图 12 《组合楼板设计与施工规范》(CECS273: 2010) m-k法

Figure 12. m–k method in CECS273:2010

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图 13 计算值与试验值比值的比较

Figure 13. Comparison of the ratio between calculation results with test results

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表 1 试件设计参数

Table 1. Design parameters of specimens

试件	L_n/mm	h/mm	t/mm	b/mm	L_s/mm	每端栓钉/个
ECSL1	1800	150	0.8	688	450	3
ECSL2	1800	150	1.2	688	450	3
ECSL3	1800	130	0.8	688	450	3
ECSL4	1800	150	0.8	688	450	−
ECSS1	3200	150	0.8	688	800	3
ECSS2	3200	150	1.2	688	800	3
ECSS3	3200	130	0.8	688	800	3
ECSS4	3200	150	0.8	688	800	−
注：L_n为组合楼板净跨；h为组合楼板截面高度；t为压型钢板厚度；b为组合楼板宽度；L_s为组合楼板剪跨。

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表 2 压型钢板力学性能

Table 2. Mechanical properties of profiled steel sheeting

压型钢板	屈服强度f_y/MPa	抗拉强度f_u/MPa	弹性模量E/(×10⁵MPa)	伸长率/(%)
压型钢板	屈服强度f_y/MPa	抗拉强度f_u/MPa	弹性模量E/(×10⁵MPa)	伸长率/(%)	t-0.8	308.74	373.36	2.27	33
t-1.2	283.78	355.75	2.21	35

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表 3 ECC配合比

Table 3. Mix proportion of ECC

水泥	粉煤灰	细砂	水	减水剂
1.00	1.50	1.62	0.90	0.025

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表 4 试件特征点试验及计算结果

Table 4. The test results of characteristic points of specimens

试件	P_cr/kN	δ_cr/mm	P_m/kN	δ_m/mm	S_m/mm	P_u/kN	δ_u/mm	S_u/mm	M_test/(kN∙m)	M_p/(kN∙m)	M_test/M_p	破坏类型
ECSL1	16.14	0.59	77.16	25.02	5.16	65.64	61.66	15.19	17.36	25.37	0.68	延性剪切
ECSL2	11.91	0.46	138.63	44.80	8.52	117.31	60.38	14.58	31.19	40.00	0.78	延性剪切
ECSL3	14.44	1.29	69.36	11.35	2.20	59.00	20.16	2.96	15.61	24.57	0.64	延性剪切
ECSL4	33.63	1.67	61.80	3.75	0.10	52.44	10.70	1.30	13.91	25.37	0.55	脆性剪切
ECSS1	12.80	9.44	36.71	25.01	0.09	31.18	78.41	11.42	14.68	25.37	0.58	延性剪切
ECSS2	14.40	9.36	52.56	46.46	3.28	46.38	86.32	11.08	21.02	40.00	0.53	延性剪切
ECSS3	12.47	5.84	33.34	54.99	5.96	28.34	78.43	11.13	13.34	24.57	0.54	延性剪切
ECSS4	10.83	3.23	32.93	13.23	0.01	27.98	26.49	0.62	13.17	25.37	0.52	脆性剪切
注：P_cr、δ_cr分别为试件开裂时的荷载、跨中挠度；P_m、δ_m、S_m分别为试件峰值状态时的荷载、跨中挠度、端部滑移；P_u、δ_u、S_u分别为试件极限状态时的荷载、跨中挠度、端部滑移； M_test、M_p分别为截面最大弯矩试验值和理论值。

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表 5 纵向剪切承载力计算值与试验值比较

Table 5. Comparison of calculation results with test results

试件	P_t/kN	Eurocode 4		CECS273:2010
试件	P_t/kN	V_t/kN	V_t / P_t	V_t/kN	V_t / P_t
ECSL1	38.58	34.20	0.886	35.23	0.913
ECSL2	69.32	57.90	0.835	58.74	0.847
ECSL3	34.68	28.09	0.810	28.94	0.834
ECSL4	30.90	34.20	1.107	35.23	1.140
ECSS1	18.36	13.46	0.734	14.65	0.798
ECSS2	26.28	26.80	1.020	27.88	1.061
ECSS3	16.67	11.06	0.663	12.03	0.722
ECSS4	16.47	13.46	0.818	14.65	0.890
平均值	−	−	0.859	−	0.901
标准差	−	−	0.135	−	0.129
注：P_t、V_t分别为试件纵向剪切承载力试验值与计算值，P_t= P_m/2。

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