钢筋混凝土梁冲击动力响应和破坏模式转化试验研究

宋春明; 钟家和; 徐吉威; 吴学志; 程怡豪

doi:10.11883/bzycj-2023-0102

钢筋混凝土梁冲击动力响应和破坏模式转化试验研究

doi: 10.11883/bzycj-2023-0102

1.
陆军工程大学爆炸冲击防灾减灾国家重点实验室，江苏南京 210007
2.
西北核技术研究所，陕西西安 710024

详细信息

作者简介:
宋春明（1979－　），男，博士，副教授，ming1979@126.com

通讯作者:
钟家和（1997－　），男，硕士研究生，zhongjh68@163.com

中图分类号: O383
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- 文章访问数: 220
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- 被引次数: 0
出版历程
- 收稿日期: 2023-03-22
- 修回日期: 2023-07-15
- 网络出版日期: 2023-11-21
- 刊出日期: 2024-01-11

Experimental study on dynamic response and failure mode transformation of reinforced concrete beams under impact

1.
State Key Laboratory of Disaster Prevention & Mitigation of Explosion & Impact, Army Engineering University of PLA, Nanjing 210007, Jiangsu, China
2.
Northwest Institute of Nuclear Technology, Xi’an 710024, Shaanxi, China

摘要

摘要: 随着结构配置和冲击能量等主要影响因素的变化，钢筋混凝土梁的冲击动力响应和破坏模式会发生转化。开展不同配置的钢筋混凝土梁的落锤冲击试验，综合测量获得冲击力、支座反力、钢筋与混凝土应变、冲击局部与结构整体变形等参数，重点分析不同混凝土强度、不同纵筋/箍筋配置以及不同冲击速度对钢筋混凝土梁的动力响应以及破坏模式的影响规律。试验表明：低速撞击下钢筋混凝土梁的位移峰值、残余位移随冲击速度的提高而增大，均与冲击动能与极限静承载力之比存在近似线性关系；混凝土强度越高、纵筋配筋率越高，相同冲击条件下梁所受的撞击力峰值越大，但整体位移响应越小；配箍率的变化对结构的局部响应和整体响应的影响均较小；结构受到撞击时剪切效应在前，弯曲效应在后，斜裂缝先于垂直裂缝出现；依据结构的破坏极限状态，判断梁在冲击作用下存在的弯曲破坏、弯剪破坏、剪切破坏和冲切破坏等4种破坏模式，结果表明：相同结构配置条件下，随冲击速度的不断提高，钢筋混凝土梁由弯曲破坏向弯剪破坏、剪切破坏和冲切破坏转化；冲击速度相同时，提高混凝土强度、配箍率或降低纵向钢筋配筋率，梁的破坏模式逐步由冲切、剪切破坏向弯曲破坏模式转化。结构的冲击破坏模式及其转化规律能够为结构的抗撞设计与防护提供参考。
- 钢筋混凝土梁 /
- 落锤试验 /
- 动力响应 /
- 破坏模式 /
- 冲切破坏
Abstract: By changing the main influencing factors such as structural configuration and impact energy, the impact dynamic response and failure mode of reinforced concrete beams would change. Drop hammer impact tests of reinforced concrete beams with different configurations were conducted, and the parameters of impact force, support reaction, reinforcement and concrete strain, impact local deformation and overall structural deformation of the structure were obtained by comprehensive measurements. The influence law of different concrete strength, different longitudinal reinforcement/stirrup configuration, and different impact velocity on the dynamic response and failure mode of reinforced concrete beams was thoroughly analyzed. The result of the experiment proves that the peak displacement and residual displacement of reinforced concrete beams under low-velocity impact increase with the improvement of impact velocity. Moreover, the peak displacement and residual displacement are approximately linearly related to the ratio of impact kinetic energy to static ultimate load. The higher the concrete strength and the greater the longitudinal reinforcement ratio are, the larger the peak impact force on the beam is under the equal impact conditions, whereas the smaller the overall displacement response is. Changing the stirrup ratio has little effect on the local response and the overall response of the structure. When the structure is impacted, the shear effect occurs first, the bending effect occurs last, and the oblique crack appears before the vertical crack. Four failure modes of a beam under impact are assessed in accordance with the failure limit state of the structure: bending failure, bending-shear failure, shear failure, and punching failure. According to the test results, with the improvement of the impact velocity, the reinforced concrete beam changes from bending failure to bending shear failure, shear failure and punching failure under the same structural arrangement. By increasing the concrete strength and stirrup ratio or decreasing the longitudinal reinforcement ratio, the failure mode of the beam gradually changes from punching failure to bending failure under the same impact velocity. The impact failure mode and its transformation law can provide important reference for anti-collision design and protection of structures.
- reinforced concrete beams /
- drop hammer experiments /
- dynamic response /
- failure mode /
- punching failure

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图 1 HRB400钢筋应力-应变曲线

Figure 1. Stress-strain curves of HRB400 rebars

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图 2 C20混凝土应力-应变曲线

Figure 2. Stress-strain curves of C20 concrete

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图 3 C40混凝土应力-应变曲线

Figure 3. Stress-strain curves of C40 concrete

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图 4 试验装置示意图

Figure 4. Diagram of the test device

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图 5 应变片安装与DIC喷斑

Figure 5. Strain gauge installation and DIC spray spot

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图 6 B1梁的静载试验力-变形曲线

Figure 6. Force-deformation curves of the B1 beam obtained in static load test

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图 7 B1～B4梁冲击力时程曲线

Figure 7. Time history curves of impact force of beams B1–B4

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图 8 B1～B4梁支座反力时程曲线

Figure 8. Time history curves of bearing reaction of beams B1–B4

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图 9 冲击力峰值与冲击速度的关系

Figure 9. Relationship between impact force peak and impact velocity

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图 10 钢筋混凝土梁在不同冲击速度下的跨中位移时程曲线

Figure 10. Time history curves of mid-span displacement of reinforced concrete beams under different impact velocities

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图 11 相同冲击速度不同配置梁的跨中位移时程曲线

Figure 11. Time history curves of mid-span displacement of beams with different configurations at the same impact velocity

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图 12 D_max与E_I/F_u之间的线性关系

Figure 12. Linear relationship between D_max and E_I/F_u

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图 13 D_r与E_I/F_u之间的线性关系

Figure 13. Linear relationship between D_r and E_I/F_u

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图 14 钢筋应变时程曲线

Figure 14. Steel strain time history curves

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图 15 冲击过程中B1-5.42混凝土轴向应变分布

Figure 15. Axial strain distribution in concrete of beam B1-5.42 during impact process

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图 16 冲击过程中B1-9.39混凝土轴向应变分布

Figure 16. Axial strain distribution in concrete of beam B1-9.39 during impact process

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图 17 弯剪破坏梁B4-9.39裂缝发展过程

Figure 17. Fracture development process in beam B4-9.39

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图 18 剪切破坏梁B1-7.00裂缝发展过程

Figure 18. Fracture development process in beam B1-7.00

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图 19 冲切破坏梁B1-9.39裂缝发展过程

Figure 19. Fracture development process in beam B1-9.39

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图 20 B1梁在不同冲击速度下的最终破坏模式

Figure 20. Final failure modes of B1 beam under different impact velocities

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图 21 B2梁在不同冲击速度下的最终破坏模式

Figure 21. Final failure modes of B2 beam under different impact velocities

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图 22 B3梁在不同冲击速度下的最终破坏模式

Figure 22. Final failure modes of B3 beam under different impact velocities

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图 23 B4梁不同冲击速度下的最终破坏模式

Figure 23. Final failure modes of B4 beam under different impact velocities

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表 1 冲击试验工况

Table 1. Impact test conditions

结构配置	试验工况	落高/m	v/（m·s⁻¹）	E_I/J
混凝土：C20 底部纵筋：2$\varnothing $10 箍筋：$\varnothing $6@200	B1-S (静载)
	B1-3.13	0.5	3.13	489.85
	B1-5.42	1.5	5.42	1468.82
	B1-7.00	2.5	7.00	2450.00
	B1-9.39	4.5	9.39	4408.61
混凝土：C40 底部纵筋：2$ \varnothing$10 箍筋：$\varnothing $6@200	B2-S (静载)
	B2-3.13	0.5	3.13	489.85
	B2-4.25	1.5	5.42	1468.82
	B2-7.00	2.5	7.00	2450.00
	B2-9.39	4.5	9.39	4408.61
混凝土：C40 底部纵筋：2$\varnothing $14 箍筋：$\varnothing $6@200	B3-S (静载)
	B3-3.13	0.5	3.13	489.85
	B3-5.42	1.5	5.42	1468.82
	B3-9.39	4.5	9.39	4408.61
	B3-12.12	7.5	12.12	7344.72
混凝土：C40 底部纵筋：2$\varnothing $10 箍筋：$\varnothing $6@100	B4-S (静载)
	B4-3.13	0.5	3.13	489.85
	B4-5.42	1.5	5.42	1468.82
	B4-7.00	2.5	7.00	2450.00
	B4-9.39	4.5	9.39	4408.61

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表 2 梁试件的静态承载力参数

Table 2. Static bearing capacity parameters of beam specimens

试件	x_y/mm	F_y/kN	x_u/mm	F_u/kN
B1-S	8.14	29.81	35.86	36.96
B2-S	6.97	29.76	31.75	38.48
B3-S	8.82	49.57	39.86	55.08
B4-S	6.25	31.96	31.64	39.03

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表 3 落锤冲击试验结果

Table 3. Drop hammer impact test results

试件	混凝土强度	冲击速度v/(m·s⁻¹)	冲击动能 E_I/kJ	冲击力峰值 p_Imax/kN	支座反力峰值 p_Rmax/kN	位移峰值 D_max/mm	残余位移D_r/mm
B1-3.13	C20	3.13	0.49	168.10	101.48	13.60	3.71
B1-5.42	C20	5.42	1.47	268.64	163.90	37.10	19.96
B1-7.00	C20	7.00	2.45	415.29	177.75	70.97	58.21
B1-9.39	C20	9.39	4.41	627.57	184.76	垮塌	—
B2-3.13	C40	3.13	0.49	291.69	122.85	12.21	3.83
B2-5.42	C40	5.42	1.47	616.70	231.68	27.33	15.77
B2-7.00	C40	7.00	2.45	726.94	238.19	50.07	34.55
B2-9.39	C40	9.39	4.41	868.77	147.89	81.90	64.45
B3-3.13	C40	3.13	0.49	257.75	124.76	10.40	0.38
B3-5.42	C40	5.42	1.47	570.26	293.24	21.69	9.56
B3-9.39	C40	9.39	4.41	1049.27	352.62	63.83	42.63
B3-12.12	C40	12.12	7.34	1285.89	219.83	垮塌	—
B4-3.13	C40	3.13	0.49	268.00	142.44	12.62	4.19
B4-5.42	C40	5.42	1.47	627.47	230.03	29.16	18.68
B4-7.00	C40	7.00	2.45	744.12	285.57	47.78	31.38
B4-9.39	C40	9.39	4.41	903.26	290.69	82.43	64.33

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表 4 梁的冲击破坏模式及转化规律

Table 4. Impact failure modes and transformation laws of beams

试件编号	加载速度v/(m·s⁻¹)	破坏模式	破坏模式的转化
B1-S	静载	弯曲破坏	弯曲破坏→弯剪破坏→剪切破坏→冲切破坏
B1-3.13	3.13	弯曲破坏
B1-5.42	5.42	弯剪破坏
B1-7.00	7.00	剪切破坏
B1-9.39	9.39	冲切破坏
B2-S	静载	弯曲破坏	弯曲破坏→弯剪破坏→剪切破坏
B2-3.13	3.13	弯曲破坏
B2-5.42	5.42	弯曲破坏
B2-7.00	7.00	弯剪破坏
B2-9.39	9.39	剪切破坏
B3-S	静载	剪弯破坏	弯曲破坏→弯剪破坏→剪切破坏→冲切破坏
B3-3.13	3.13	弯曲破坏
B3-5.42	5.42	弯剪破坏
B3-9.39	9.39	弯剪破坏
B3-12.12	12.12	冲切破坏
B4-S	静载	弯曲破坏	弯曲破坏→弯剪破坏
B4-3.13	3.13	弯曲破坏
B4-5.42	5.42	弯曲破坏
B4-7.00	7.00	弯曲破坏
B4-9.39	9.39	弯剪破坏

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