Experimental Studies on Seismic Behavior of Double-Skin-Composite Shear Walls
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摘要: 双钢板-混凝土剪力墙在工程中被广泛应用，但国内对超高层建筑双钢板-混凝土剪力墙面内抗剪性能的研究相对较少。本文根据实际工程制作了6组1:3缩尺比例的中低剪跨比双钢板-混凝土剪力墙试件，开展了面内低周水平往复加载拟静力试验，得到了试件的滞回曲线等主要特性曲线，并分析了轴压比、钢板与混凝土墙间的连接形式等因素对双钢板-混凝土剪力墙抗剪性能的影响。试验结果表明：6组试件都呈现出剪切破坏特征；钢板与混凝土之间剪力连接件中对拉钢筋所占比例对试件的面内抗剪性能影响较小；试件的变形能力和延性随轴压比的增大而减小，在试件加载后期，轴压比越大的试件等效黏滞阻尼系数越大；混凝土强度对试件加载初期的变形能力影响较大，但对极限状态下的变形能力影响较小；剪跨比对墙体变形能力、承载力和刚度影响明显；试件的耗能曲线均呈指数型增长，表明双钢板-混凝土剪力墙抗震性能更优越。
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关键词:
- 双钢板-混凝土剪力墙 /
- 拟静力试验 /
- 抗剪性能 /
- 抗剪承载力 /
- 延性
Abstract: Double-skin composite shear walls are widely used in buildings, but studies on their shear performance in super high-rise buildings in China are relatively scarce. This paper presents an investigation of six middle-shear-span and low-shear-span ratio double-skin composite shear wall specimens (1:3 scale), subjected to quasi-static tests under low cyclic lateral loads. The hysteretic loops and other key properties of the specimens were analyzed. Factors such as axial compression ratio and the type of connection between the steel plate and concrete wall were also examined. The results show that shear failure is the dominant failure mode. The proportion of rebar in the connections between the steel plates and concrete walls has little effect on the seismic behavior of the specimens. As the axial compression ratio increases, deformation performance and ductility decrease. In the later stages of loading, specimens with higher axial compression ratios exhibit a larger equivalent adhesive damping coefficient. Concrete strength significantly affects the deformation capacity during the initial loading phase, but has minimal influence on deformation in the ultimate state. The shear span ratio influences the wall’s deformation capacity, bearing capacity, and stiffness. Additionally, cumulative energy dissipation increases exponentially with the number of loading cycles, indicating strong seismic performance. -
图 4 试验墙体（SCW01～SCW06）的最终破坏形态
Figure 4. Failure patterns of the tested walls （SCW01～SCW06）
表 1 试验墙体参数
Table 1. Parameters of the tested walls
试验墙体
编号墙体高度/m 剪跨比 混凝土强度/
N·mm−2轴压比
设计值轴压比
试验值端柱 墙体 矩形钢管截面
尺寸/m对拉钢
筋设置栓钉与对拉
钢筋间距/m钢板厚/m 距厚比 SCW01 0.6 1.0 40 0.36 0.22 0.125×0.16 — 0.1 0.004 25 SCW02 0.6 1.0 40 0.36 0.19 0.125×0.16 $ 6\Phi28 $ 0.1 0.004 25 SCW03 0.6 1.0 40 0.36 0.17 0.125×0.16 $ 6\Phi 28 $ 0.1 0.004 25 SCW04 0.6 1.0 40 0.72 0.35 0.125×0.16 $ 6\Phi 28 $ 0.1 0.004 25 SCW05 0.6 1.0 60 0.36 0.19 0.125×0.16 $ 6\Phi 28 $ 0.1 0.004 25 SCW06 0.975 1.5 40 0.36 0.18 0.125×0.16 $ 6\Phi 28 $ 0.1 0.004 25 
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表 2 试验得到的钢板材性
Table 2. Results of the material properties from tests on steel plates
名义厚度t/m 实测厚度${t_{\text{t}}}$/m ${f_{{\text{y,t}}}}$/N·mm−2 $ {f_{{\text{u,t}}}} $/N·mm−2 ${\varepsilon _{{\text{y,t}}}}$/% ${\varepsilon _{{\text{u,t}}}}$/% $\delta $/% 0.004 0.00374 289 437 0.23 21.68 34.67
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表 3 主要试验结果
Table 3. Main results of tests
试件墙体
编号加载
方向屈服状态 峰值状态 极限状态 $\mu $ ${\varDelta _{\text{y}}}{\text{/m}}$ ${P_{\text{y}}}{\text{/N}}$ ${\theta _{\text{y}}}$ ${\varDelta _{\text{p}}}{\text{/m}}$ ${P_{\text{p}}}{\text{/N}}$ ${\theta _{\text{p}}}$ $ {\varDelta _{\text{u}}}{\text{/m}} $ ${P_{\text{u}}}{\text{/N}}$ ${\theta _{\text{u}}}$ SCW01 + 0.00622 1576000 $1/116$ 0.01135 1927000 $1/69$ 0.01546 1638000 $1/50$ 2.32 − − 0.00673 − 1497000 − 0.01035 − 1792000 − 0.01441 − 1523000 SCW02 + 0.00680 1532000 $1/117$ 0.01292 1875000 $1/62$ 0.01737 1594000 $1/45$ 2.60 − − 0.00603 − 1497000 − 0.01147 − 1874000 − 0.01593 − 1593000 SCW03 + 0.00672 1566000 $1/114$ 0.01227 1957000 $1/65$ 0.01639 1663000 $1/44$ 2.59 − − 0.00640 − 1527000 − 0.01075 − 1848000 − 0.01780 − 1570000 SCW04 + 0.00582 1435000 $1/133$ 0.01128 1793000 $1/75$ 0.01647 1524000 $1/50$ 2.66 − − 0.00543 − 1438000 − 0.00879 − 1756000 − 0.01374 − 1493000 SCW05 + 0.00608 1532000 $1/145$ 0.01111 1875000 $1/71$ 0.01608 1594000 $1/46$ 3.15 − − 0.00428 − 1388000 − 0.01001 − 1741000 − 0.01683 − 1480000 SCW06 + 0.01118 1254000 $1/105$ 0.02295 1574000 $1/51$ 0.03557 1338000 $1/33$ 3.18 − − 0.01025 1251000 − 0.02112 − 1576000 − 0.03251 − 1340000
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