EXPERIMENTAL STUDY ON PREFABRICATED STEEL-REINFORCED CONCRETE SLAB WITH C-TYPE STEEL BORDER
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摘要: 该文提出一种带C形钢边框装配式钢筋混凝土预制楼板，可有效提高板间连接强度、实现楼板双向受力，提高楼板设计承载力，增加楼板刚度。对6块新型楼板进行了静力试验，分析了钢筋及C形钢应变发展、荷载-挠度变化规律，得到了试件的设计承载力、破坏模式和极限承载力。基于有限元参数分析，得到C形钢边框腹板高度、腹板厚度及翼缘宽度等因素对楼板受弯承载力的影响，根据试验与有限元结果提出受弯承载力简化计算方法。Abstract: A prefabricated steel-reinforced concrete slab with C-type steel border was proposed, which can effectively improve the connection strength, realize two-way slab and increase the rigidity of the floor. Static tests of 6 proposed slab specimens were conducted. The strain development of steel bars and C-type steel, as well as the load-deflection relationships, were analysed, while the design bearing capacity, failure mode and ultimate bearing capacity were obtained. Parametrical analysis by finite element method was performed to investigate the influence of the height and thickness of the web and the width of the flange with C-type steel border on the flexural bearing capacity of the floor. Based on the test and finite element results, a simplified calculation method for the flexural bearing capacity of the proposed slab is proposed.
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图 8 试验与有限元结果对比图
Figure 8. Comparison of experiment and finite element simulation results
图 9 不同参数作用下楼板模型的荷载-挠度曲线
Figure 9. Load deflection curve of floor model with different parameters
表 1 试件设计参数
Table 1. Design parameters of specimens
样品编号 楼板尺寸/mm 配筋 纵向钢筋数量 SJB1-1 4200×1398×120 
6 SJB2-1 4200×1296×120 5 SJB3-1 4200×1396×120 6 SJB3-2 4200×1396×120 6 SJB2-2 4200×1296×120 5 SJB1-2 4200×1398×120 6 
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表 2 试件主要性能指标
Table 2. Main performance indicators of the specimens
试件编号 开裂荷载Pcr/kN 屈服荷载Py/kN 极限荷载Pu/kN Py/Pu 设计承载力P1/kN P1/Pu SJB1-1 16.49 46.59 59.45 0.78 30.39 0.51 SJB1-2 16.03 45.48 60.38 0.75 29.15 0.48 平均值1 16.26 46.04 59.92 0.77 29.77 0.50 SJB2-1 14.95 39.32 52.09 0.75 27.65 0.53 SJB2-2 14.34 39.89 51.52 0.77 28.05 0.54 平均值2 14.65 39.61 51.81 0.76 27.85 0.54 SJB3-1 16.40 42.29 55.31 0.76 28.49 0.52 SJB3-2 16.01 42.41 53.61 0.79 28.25 0.53 平均值3 16.20 42.35 54.46 0.78 28.37 0.52
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表 3 材性试验主要参数
Table 3. Main parameters of material property test
试样类型 直径或厚度/$ \mathrm{m}\mathrm{m} $ 屈服强度${f}_{\rm y}$/(N/mm2) 抗拉强度${f}_{\rm u}$/(N/mm2) 弹性模量E/GPa 极限应变${\varepsilon }_{\rm u}$/(%) 钢筋 8 440.67 598.12 201.13 13.46 C形钢 4 301.88 386.54 215.72 11.25
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表 4 有限元模型参数表
Table 4. Parameters of finite element models
试件编号 腹板高/mm 腹板厚/mm 翼缘宽/mm H1 60 4 35 H2 70 4 35 H3 80 4 35 H4 90 4 35 T1 80 4 35 T2 80 6 35 T3 80 8 35 T4 80 10 35 W1 80 4 35 W2 80 4 50 W3 80 4 65
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表 5 不同参数下的楼板模型的设计和极限承载力
Table 5. Design and ultimate resistance of floor model with different parameters
项目 H1 H2 H3(T1，W1) H4 T2 T3 T4 W2 W3 设计承载力/kN 21.59 24.59 31.09 34.59 39.69 48.09 55.09 38.59 46.59 极限承载力/kN 45.87 52.65 60.37 69.82 78.10 92.63 110.10 72.24 88.82
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表 6 极限承载力模拟值和计算值对比
Table 6. Comparison between simulated and calculated value of ultimate resistance
项目 H1 H2 H4 T2 T3 T4 W2 W3 模拟结果/kN 45.87 52.65 69.82 78.10 92.63 110.10 72.24 88.82 计算结果/kN 44.32 53.81 72.80 79.14 94.96 110.79 75.97 88.63 模拟结果/计算结果 1.03 0.98 0.96 0.99 0.98 0.99 0.95 1.00
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