超高性能混凝土板冲切与弯曲性能研究

樊健生; 王哲; 杨松; 陈钒; 丁然

doi:10.6052/j.issn.1000-4750.2020.06.0349

超高性能混凝土板冲切与弯曲性能研究

doi: 10.6052/j.issn.1000-4750.2020.06.0349

樊健生^{1, 2, ,},
王哲^1,,
杨松^3,,
陈钒^4,,
丁然^{1, 2,}

1.
清华大学土木工程系，北京 100084
2.
清华大学土木工程安全与耐久教育部重点实验室，北京 100084
3.
清华大学水利水电工程系，北京 100084
4.
中电建路桥集团有限公司，北京 100048

基金项目: 国家自然科学基金项目(51890903)；国家重点研发计划项目(2018YFC0705400)

详细信息

作者简介:
王　哲(1992−)，男，天津人，博士生，主要从事组合结构研究(E-mail: wang305856596@163.com)

杨　松(1980−)，男，贵州人，博士生，主要从事工程结构研究(E-mail: yangsong277@126.com)

陈　钒(1972−)，男，江西人，教授级高工，博士，主要从事隧道工程稳定性研究(E-mail: 737123124@qq.com)

丁　然(1988−)，男，安徽人，助理研究员，博士，主要从事新材料结构和组合结构研究工作(E-mail: dingran@mail.tsinghua.edu.cn)

通讯作者:
樊健生(1975−)，男，山东人，教授，博士，博导，主要从事组合结构教学与研究(E-mail: fanjsh@tsinghua.edu.cn)

中图分类号: U443.31
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- 被引次数: 0
出版历程
- 收稿日期: 2020-06-06
- 修回日期: 2020-09-14
- 网络出版日期: 2021-04-27
- 刊出日期: 2021-04-14

RESEARCH ON PUNCHING SHEAR AND BENDING BEHAVIOR OF ULTRA-HIGH PERFORMANCE CONCRETE SLABS

FAN Jian-sheng^{1, 2
, ,},
WANG Zhe^1
,,
YANG Song^3
,,
CHEN Fan^4
,,
DING Ran^{1, 2
,}

1.
Department of Civil Engineering, Tsinghua University, Beijing 100084, China
2.
Key Laboratory of Civil Engineering Safety and Durability of China Education Ministry, Tsinghua University, Beijing 100084, China
3.
Department of Hydraulic Engineering, Tsinghua University, Beijing 100084, China
4.
Power China Road Bridge Group Co., Ltd., Beijing 100048, China

摘要

摘要: 超高性能混凝土(Ultra-high performance concrete，简称UHPC)桥面板具有良好的应用前景。桥面板在车轮荷载作用下存在冲切和弯曲问题，以此为背景设计了系列UHPC板件试验，主要研究板的厚度、保护层厚度、配筋率及加载区域面积等参数对试验板抗冲切及抗弯性能的影响，分析了不同试件的破坏模式、挠度、应变分布以及整体延性等，并提出UHPC板抗冲切极限承载力计算方法。试验结果表明：UHPC板的破坏模式包括冲切破坏、弯曲破坏和二者混合的冲弯破坏；相比于C50混凝土板，UHPC板的刚度、抗冲切承载力及位移延性有显著提高；随着板厚增大、保护层厚度减小、加载区域增大，UHPC板的抗冲切承载力提高。经过试验数据验证，抗冲切及抗弯承载力的计算值与试验值吻合良好。
- 桥梁工程 /
- 冲切性能 /
- 弯曲性能 /
- 静力试验 /
- 超高性能混凝土板 /
- 计算方法
Abstract: Ultra-high performance concrete (UHPC) bridge deck has good prospects for engineering application. In order to study the punching shear and bending behavior of bridge deck under wheel loading, a series of UHPC slab tests were designed. The effects of slab thickness, cover thickness, reinforcement ratio and loading area on the punching shear and bending behavior of the slabs were studied. The failure modes, the deflection, the strain distribution and the ductility of different specimens were analyzed. And the calculation methods of punching shear capacities of UHPC slabs were proposed. The test results show that the failure mode includes punching shear, flexure and mixed punching-flexure mode. The stiffness, the punching capacity, the ductility and the energy absorption capacity of the UHPC slabs are much higher, compared with the C50 concrete slab. And the punching shear capacity of UHPC slabs increases with the increase of slab thickness, with the decrease of cover thickness and with the increase of loading area. Verified by the test data, the calculated values of punching shear and bending bearing capacity are in a good agreement with the test values.
- bridge engineering /
- punching shear behavior /
- bending behavior /
- static test /
- ultra-high performance concrete /
- calculation method

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图 1 实际组合桥面系示意图

Figure 1. Composite deck system

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图 2 试验板设计

Figure 2. Test specimen design

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图 3 加载示意图

Figure 3. Test setup

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图 4 测点布置图　/mm

Figure 4. Arrangement of measurement devices

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图 5 试验板冲切破坏

Figure 5. Punching shear failure pattern

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图 6 试验板弯曲破坏

Figure 6. Bending failure pattern

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图 7 试验板冲弯破坏

Figure 7. Punching & bending failure pattern

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图 8 荷载-挠度曲线

Figure 8. Load-deflection curves

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图 9 跨中变形模式

Figure 9. Deflection at mid span

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图 10 板顶应变分布

Figure 10. Strain distribution on top surface of slabs

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图 11 钢筋应变分布

Figure 11. Strain distribution on reinforcement

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图 12 冲切破坏机制

Figure 12. Punching shear failure mechanism

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图 13 理论承载力与试验承载力对比

Figure 13. Comparison between theoretical and experimental bearing capacity

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图 14 抗弯承载力计算流程

Figure 14. Calculating procedure of flexural capacity

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图 15 钢筋及钢板本构关系

Figure 15. Constitutive relation of rebar and steel plate

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表 1 试件基本参数

Table 1. Details of tested slabs

序号	试件编号	混凝土材料	跨高比	板厚 h/mm	加载区域边长a/mm	保护层厚度c/mm	冲跨比	纵向配筋	横向配筋
1	OS-1	UHPC	11.5	52	40	10	7.8	12@50	8@50
2	OS-2	UHPC	15.0	40	40	10	11.7	12@50	8@50
3	OS-3	UHPC	10.0	60	40	10	6.4	12@50	8@50
4	OS-4	UHPC	12.0	50	40	6	7.4	12@50	8@50
5	OS-5	UHPC	12.0	50	40	15	9.7	12@50	8@50
6	OS-6	UHPC	9.5	63	40	6	5.5	12@50	8@50
7	OS-7	UHPC	9.8	61	40	20	8.0	12@50	8@50
8	OS-8	UHPC	12.0	50	40	10	7.8	8@100	8@100
9	OS-9	UHPC	11.3	53	40	10	7.2	8@200	8@200
10	OS-10	UHPC	11.3	53	70	10	7.2	12@50	8@50
11	OS-11	UHPC	11.3	53	100	10	6.8	12@50	8@50
12	OS-12	普通混凝土	11.5	52	40	10	7.8	12@50	8@50

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表 2 UHPC配合比

Table 2. Mix proportions of UHPC

组分	用量/(kg/m³)
水泥	870
硅灰	180
超细矿粉	240
细砂	1000
平直钢纤维	195
减水剂	27.27
水	199

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表 3 材料力学性能

Table 3. Material properties

材料	指标	数值
C50	f_c/MPa	38.0
	f_t /MPa	3.2
	E_c/MPa	34 500
UHPC	f_c/MPa	149.0
	f_t /MPa	7.9
	f_tu /MPa	9.0
	E_c /MPa	45 400
8 mm钢筋	f_y /MPa	456.8
	f_u /MPa	682.9
	E_rs /MPa	206 000
12 mm钢筋	f_y /MPa	488.6
	f_u /MPa	626.7
	E_rs /MPa	206 000
注：f_c为混凝土轴心抗压强度；f_t为混凝土轴心抗拉初裂强度；f_tu为混凝土轴心抗拉极限强度；E_c为混凝土弹性模量；f_y为钢筋屈服强度；f_u为钢筋极限强度；E_rs为钢筋弹性模量。

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表 4 试验板延性

Table 4. Ductility of slabs

试件编号	P_u /kN	Δ_u /mm	S_u /(N·m)	Δ_u/Δ_y
OS-1	162.7	15.55	1853.6	1.87
OS-2	102.9	17.94	1258.7	1.57
OS-3	179.4	7.13	783.5	1.29
OS-4	148.5	8.73	811.6	1.34
OS-5	147.5	15.16	1648.7	1.90
OS-6	213.7	5.54	715.9	1.26
OS-7	176.9	9.54	1077.4	1.38
OS-8	99.2	11.51	888.9	2.25
OS-9	86.7	8.35	539.7	1.96
OS-10	214.2	18.40	2923.6	1.93
OS-11	236.5	13.06	2123.0	1.60
OS-12	68.7	5.80	234.1	1.21
注：P_u为试件极限承载力；Δ_u为极限承载力对应的位移；S_u为试件达到极限承载力时吸收的能量；Δ_u/Δ_y为位移延性系数。

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表 5 抗冲切及抗弯承载力计算

Table 5. Calculation of punching shear and flexural capacity

试件编号	试验值P_u /kN	抗冲切承载力计算值P_pun /kN	P_pun/P_u	抗弯承载力计算值P_flex /kN	P_flex/P_u	预测破坏模式	实际破坏模式
OS-1	162.7	141.1	0.87	219.8	1.35	冲切	冲切
OS-2	102.9	102.7	1.00	133.9	1.30	冲切	冲切
OS-3	179.4	181.5	1.01	283.4	1.58	冲切	冲切
OS-4	148.5	145.2	0.98	228.2	1.54	冲切	冲切
OS-5	147.5	129.7	0.88	177.5	1.20	冲切	冲切
OS-6	213.7	198.0	0.93	333.8	1.56	冲切	冲切
OS-7	176.9	178.0	1.01	232.8	1.32	冲切	冲切
OS-8	99.2	109.9	1.11	93.5	0.94	受弯	受弯
OS-9	86.7	121.8	1.41	80.5	0.93	受弯	受弯
OS-10	214.2	176.9	0.83	227.2	1.06	冲切	冲弯
OS-11	236.5	203.2	0.86	227.2	0.96	冲切	冲弯
注：预测破坏模式的判断依据为试件抗冲切承载力计算值与抗弯承载力计算值的相对大小，二者中的较低值即为试件的承载力预测值，相对应的破坏模式即为试件的预测破坏模式。

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表 6 抗冲切承载力计算公式验证

Table 6. Verification of calculation formula of punching shear capacity

来源	总序号	加载区域/mm	板厚/mm	f_ct/MPa	f_c/MPa	纵向净跨/mm	横向净跨/mm	配筋率/(%)	λ_f	P_u/kN	P_pun/kN
本文	1	40.0	52.0	9.0	149.0	600	800	4.3	1.63	162.7	142.3
	2	40.0	40.0	9.0	149.0	600	800	5.7	1.63	102.9	103.4
	3	40.0	60.0	9.0	149.0	600	800	3.8	1.63	179.7	183.1
	4	40.0	50.0	9.0	149.0	600	800	4.5	1.63	148.5	135.4
	5	40.0	50.0	9.0	149.0	600	800	4.5	1.63	147.5	130.9
	6	40.0	63.0	9.0	149.0	600	800	3.6	1.63	213.7	199.8
	7	40.0	61.0	9.0	149.0	600	800	3.7	1.63	176.9	179.7
	8	70.0	53.0	9.0	149.0	600	800	4.3	1.63	214.2	179.4
	9	100.0	53.0	9.0	149.0	600	800	4.3	1.63	236.5	202.9
文献[19]	10	200.0	130.0	4.0	63.4	1100	1100	1.3	0.25	453.0	612.8
	11	200.0	130.0	4.3	62.5	1100	1100	1.3	0.50	525.0	615.2
	12	200.0	130.0	4.6	64.2	1100	1100	1.3	0.75	611.0	635.7
	13	200.0	130.0	5.0	64.9	1100	1100	1.3	1.00	672.2	648.3
	14	200.0	130.0	4.6	63.5	1100	1100	1.0	0.75	531.0	614.6
	15	200.0	130.0	4.6	63.5	1100	1100	1.7	0.75	752.8	649.0
	16	200.0	120.0	4.6	63.5	1100	1100	1.4	0.75	560.2	566.7
	17	200.0	150.0	4.6	63.5	1100	1100	1.1	0.75	753.8	764.0
	18	200.0	150.0	4.6	63.5	1100	1100	1.1	0.75	813.5	764.0
	19	200.0	130.0	3.9	53.5	1100	1100	1.3	0.50	501.3	550.9
	20	200.0	130.0	4.2	52.6	1100	1100	1.3	0.75	566.4	546.1
	21	200.0	150.0	4.2	52.6	1100	1100	1.1	0.75	702.5	658.6
文献[21]	22	200.0	50.0	6.2	124.0	1000	1000	2.5	1.30	325.0	276.1
	23	200.0	50.0	5.2	103.0	1000	1000	2.5	1.30	250.0	267.0
	24	200.0	50.0	5.5	110.0	1000	1000	2.5	1.30	295.0	271.0
	25	200.0	50.0	6.0	120.0	1000	1000	2.5	1.30	240.0	275.1
	26	200.0	50.0	6.4	127.0	1000	1000	2.5	1.30	355.0	276.7
文献[26]	27	38.1	55.1	11.0	221.3	914	914	0	1.30	103.6	95.1
	28	50.8	58.9	11.0	221.3	914	914	0	1.30	121.0	126.5
	29	25.4	53.8	11.0	221.3	914	914	0	1.30	100.5	81.0
	30	50.8	66.3	11.0	221.3	914	914	0	1.30	146.8	178.4
	31	38.1	64.5	11.0	221.3	914	914	0	1.30	135.7	154.7
	32	38.1	71.9	11.0	221.3	914	914	0	1.30	156.6	209.2
	33	25.4	77.0	11.0	221.3	914	914	0	1.30	178.4	235.9
文献[34]	34	50.0	30.0	13.7	126.6	1200	1200	0	1.34	42.2	48.9
	35	50.0	40.0	13.7	126.6	1200	1200	0	1.34	69.0	81.7
	36	50.0	50.0	13.7	126.6	1200	1200	0	1.34	119.0	121.4
	37	50.0	60.0	13.7	126.6	1200	1200	0	1.34	160.8	167.9
	38	50.0	40.0	12.3	124.0	1200	1200	0	0.90	71.7	80.4
	39	50.0	40.0	5.8	121.0	1200	1200	0	0.45	50.3	70.9
注：λ_f为钢纤维含量特征参数，λ_f=钢纤维体积掺量×钢纤维长度/钢纤维直径。

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参考文献(36)

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