輕質混凝土拼裝墻板填充鋼框架協同抗震性能試驗研究

李悅; 高崇銘; 宋波; 李曉潤; 劉楚涵

doi:10.13374/j.issn2095-9389.2022.04.26.001

輕質混凝土拼裝墻板填充鋼框架協同抗震性能試驗研究

doi: 10.13374/j.issn2095-9389.2022.04.26.001

李悅¹,
高崇銘²,
宋波^3, ,,
李曉潤⁴,
劉楚涵⁴

1.
北方工業大學土木工程學院，北京 100144
2.
北京工業大學城市與工程安全減災教育部重點實驗室，北京 100124
3.
北京科技大學土木與資源工程學院，北京 100083
4.
中冶建筑研究總院有限公司，北京 100088

基金項目: 國家自然科學基金資助項目（51408009, 52078038）；科技部國家級外專項目（G2021105009L）；北京市屬高校基本科研業務費資助項目（110052971921/062）

詳細信息

通訊作者:
E-mail: songbo@ces.ustb.edu.cn

中圖分類號: TH213.3
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- 文章訪問數: 376
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- 被引次數: 0
出版歷程
- 收稿日期: 2022-04-26
- 網絡出版日期: 2022-10-04
- 刊出日期: 2023-08-25

Experimental study of the synergistic seismic performance of steel frame filled with assembled lightweight concrete wall panels

1.
School of Civil Engineering, North China University of Technology, Beijing 100144, China
2.
The Key Laboratory of Urban Security and Disaster Engineering (Ministry of Education), Beijing University of Technology, Beijing 100124, China
3.
School of Civil and Resource Engineering, University of Science and Technology Beijing, Beijing 100083, China
4.
Central Research Institute of Building and Construction Co., Ltd., MCC Group., Beijing 100088, China

More Information

Corresponding author: E-mail: songbo@ces.ustb.edu.cn

摘要

摘要: 為了研究墻板與鋼框架結構之間的協同抗震性能，對采用不同墻框連接節點的輕質混凝土拼裝墻板填充鋼框架進行了低周往復荷載試驗。通過對比試件的承載力、滯回性能、剛度、耗能以及延性性能，探討了輕質混凝土拼裝墻板及其整體性對結構抗震性能的影響。結果表明：填充墻板鋼框架結構的最終破壞形態以墻板擠壓開裂，框架梁柱端部翼緣屈曲為主；輕質混凝土拼裝墻板與鋼框架協同工作，有利于提高結構整體的承載力和變形能力，減輕鋼框架在平面內的屈曲破壞；與剛性節點相比，采用柔性節點連接墻板與鋼框架對結構的承載力、層間剛度和耗能能力更為有利；增強拼裝墻板的整體性，有助于提高結構整體剛度、變形和耗能能力。研究結果可為輕質混凝土拼裝墻板填充鋼框架結構的抗震設計提供參考。
- 輕質混凝土墻板 /
- 裝配式結構 /
- 鋼框架 /
- 抗震性能 /
- 低周往復荷載試驗
Abstract: In China, more and more buildings use assembled frame structures such as prefabricated autoclaved lightweight concrete wall panels used as the exterior wall. In structural design, these wall panels are usually considered non-structural components. However, in the event of an earthquake, the damage and collapse of these wall panels are likely to lead to casualties and economic losses. In addition to the damaged wall panels, the connection between the wall panels and the main structure is also an important factor affecting the seismic performance of the structure. The traditional connection between the wall panels and the frame can be easily damaged in an earthquake. The seismic performance of frame structures based on the new connections and the integrity of the lightweight, concrete-filled wall panels needs to be explored. To investigate the synergistic seismic performance of the wall panels and the steel frame structures, low cycle reciprocating load tests were carried out on the steel frames infilled with the lightweight concrete assembled wall panels. A new sliding joint was developed to connect the wall panels and the steel frames, and its performance was compared with the traditional hooking joints. The effect of lightweight concrete wall panels and their integrity on the seismic performance of the structures was investigated by analyzing the load-bearing capacity, hysteresis performance, stiffness, energy dissipation, and ductility of the specimens. The results show that extrusion cracking of the wall panel and buckling at the end of the frame columns are the ultimate damage modes of the filled wall panel steel frame structures. The synergy of the wall panels and the steel frame improves the load-bearing and deformation capacity of the structure as compared to a hollow frame. The structure with sliding joints is better in terms of load-bearing capacity, stiffness, and energy dissipation capacity. Enclosed by CFRP cloth, the enhanced integral wall panels can improve the ductility, stiffness, deformability, and energy dissipation capacity of the structure. It is suggested that the improved seismic performance of frame structures by the infilled wall panels should be considered in the design of prefabricated frame structures and that the wall panels and the frames should be connected by sliding joints. These experimental results can provide a reference for the seismic design of steel frame structures filled with lightweight concrete assembled wall panels.
- lightweight concrete wall panels /
- prefabricated structure /
- steel frames /
- seismic performance /
- low cyclic load tests

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圖 1 試件幾何尺寸. (a) CG I; (b) CG II; (c) JG I; (d) JG II; (e) KJ

Figure 1. Geometry of the specimen: (a) CG I; (b) CG II; (c) JG I; (d) JG II; (e) KJ

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圖 2 墻板配筋示意

Figure 2. Reinforcement of wall panels

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圖 3 墻板與框架連接節點示意. (a) 剛性節點; (b)柔性節點

Figure 3. Connectors between the panel and the frame: (a) hooking joint; (b) sliding joint

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圖 4 試件加載布置. (a) 示意圖; (b) 試驗現場

Figure 4. Test setup: (a) general view; (b) test site

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圖 5 測點布置示意

Figure 5. Arrangement of measurement points

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圖 6 加載制度

Figure 6. Loading protocol

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圖 7 CG I破壞特征. (a) 墻板斜向裂縫; (b) 框架柱腳翼緣屈曲; (c) 墻板混凝土壓碎; (d) 最終破壞

Figure 7. Damage modes of CG I: (a) diagonal cracking of wall panels; (b) buckling of the flange in the column; (c) crushing of wall panel concrete; (d) ultimate failure

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圖 8 CG II破壞特征. (a) 柱腳翼緣屈曲; (b) 墻板混凝土壓碎; (c)最終破壞

Figure 8. Damage modes of CG II: (a) buckling of the flange in the column; (b) crushing of the wall panel; (d) ultimate failure

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圖 9 JG I破壞特征. (a) 柱翼緣屈曲; (b) 纖維布破壞; (c) 墻板接縫處破壞; (d) 框架柱嚴重屈曲; (e) 最終破壞

Figure 9. Damage modes of JG I: (a) buckling of the column flange; (b) tear of the carbon fiber cloth; (c) damage of the panel joint; (d) serious buckling of the column; (e) ultimate failure

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圖 10 JG II破壞特征. (a) 柱翼緣屈曲; (b) 纖維布破壞; (c) 墻板開裂; (d) 柱翼緣嚴重變形; (e) 最終破壞

Figure 10. Damage modes of JG II: (a) buckling of the column flange; (b) tear of the carbon fiber cloth; (c) crack of the panel; (d) serious buckling of the column; (e) ultimate failure

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圖 11 KJ破壞特征. (a) 焊縫開裂; (b) 柱腳屈曲; (c) 整體變形; (d) 平面外失穩

Figure 11. Damage modes of KJ: (a) welding crack; (b) buckling of the footing; (c) whole deformation; (d) out-of-plane instability

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圖 12 試件滯回曲線. (a) CG I; (b) CG II; (c) JG I; (d) JG II; (e) KJ

Figure 12. Hysteretic loops of the specimen: (a) CG I; (b) CG II; (c) JG I; (d) JG II; (e) KJ

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圖 13 骨架曲線

Figure 13. Skeleton curves of specimens

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圖 14 歸一化剛度退化曲線

Figure 14. Curves of normalized stiffness degradation

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圖 15 強度退化曲線

Figure 15. Curve of strength degradation

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圖 16 累積耗能曲線

Figure 16. Curve of cumulative energy dissipation

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圖 17 荷載?應變曲線. (a) CG I; (b) CG II; (c) JG I; (d) JG II; (e) KJ

Figure 17. Curve of load?strain: (a) CG I; (b) CG II; (c) JG I; (d) JG II; (e) KJ

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表 1 試件主要參數

Table 1. Main parameters of specimens

Specimen No.	Wall panel types	Connection	Reinforcing method
CG I	Vertical wall panels	Hooking connector with beam
CG II	Vertical wall panels	Sliding connector with beam
JG I	Reinforced vertical wall panels	Hooking connector with beam	Reinforced at both ends
JG II	Reinforced vertical wall panels	Sliding connector with beam	Reinforced at both ends
KJ

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表 2 鋼材力學性能

Table 2. Mechanical properties of steel

Specimen	Diameter or thickness /mm	Yield stress, f_y/ MPa	Ultimate stress, f_u / MPa	Young’s modulus, E_s / MPa
Rebar	6.5	338.3	501.8	210000
H-shaped steel	11	351.5	524.2	300000

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表 3 碳纖維布基本性能

Table 3. Properties of CFRP cloth

Thickness, t /mm	Density, ρ / (g·cm^?3)	Elastic modulus, E_CFRP / MPa	Tensile strength, σ / MPa
0.11	1.8	230000	4900

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表 4 骨架曲線特征點實測值

Table 4. Measured value of characteristic points on skeleton curves

Specimen	Loading direction	X_y/mm	F_y/kN	X_max/mm	F_max/kN	X_u/mm	F_u/kN	Yield displacement angle, θ_y / (10^?3 rad)	Peak displacement angle, θ_max / (10^?3 rad)	Μ=θ_max/θ_y
CG I	Positive	13.68	200.89	49.55	375.30	62.15	319.01	8.13	28.47	3.50
CG I	Negative	13.48	209.12	45.55	322.18	68.34	273.85	8.13	28.47	3.50
CG II	Positive	15.45	267.74	60.47	397.19	78.23	337.61	9.22	36.35	3.94
CG II	Negative	15.43	274.18	60.98	400.34	77.98	340.29	9.22	36.35	3.94
JG I	Positive	14.93	277.05	51.91	445.03	68.23	378.28	8.95	28.87	3.23
JG I	Negative	14.97	289.02	44.55	392.05	62.44	333.24	8.95	28.87	3.23
JG II	Positive	17.47	308.03	60.11	481.75	80.21	409.49	10.22	36.80	3.60
JG II	Negative	16.67	313.31	62.86	479.13	86.16	407.26	10.22	36.80	3.60
KJ	Positive	11.94	163.55	33.16	308.38	37.32	262.12	7.16	17.74	2.48
KJ	Negative	11.98	156.63	26.10	298.21	37.21	253.47	7.16	17.74	2.48

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表 5 試件累積耗能

Table 5. Energy consumption values of the specimen

Specimen	E_t/(kN·mm)	ρ
CG I	27966.5	1.71
CG II	37172.4	2.27
JG I	47332.3	2.89
JG II	57999.3	3.54
KJ	16373.9	1
Notes: E_t is the cumulative total energy consumption of the specimen, ρ is the ratio of the cumulative total energy consumption to the total KJ energy consumption.

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