带楼板的单层超静定钢筋混凝土框架的试验影响外文翻译资料

 2023-01-31 03:01

英语原文共 22 页,剩余内容已隐藏,支付完成后下载完整资料


ABSTRACT: The experimental response of a single-story, indeterminate reinforced concrete (RC) frame with floor slabs is investigated in this paper. The frame was quarter-scale and tested under static lateral-load reversals simulating earthquake load. The internal force redistribution occurring within the inelastic range of response and the beam flexural overstrength resulting from slab contribution are evaluated. It is shown that the pattern of lateral-load distribution in indeterminate structures is severely affected by the partial restraint that continuity imposes on the inelastic member expansion, particularly at large levels of lateral displacement.

Specimen behavior is characterized in terms of strength, stiffness, lateral drift ratio, and plastic hinge-formation. The mechanism by which shear is introduced to beam column joints of connections with floor slabs is examined. The performance of the current code recommendations for design of beam-column joints is investigated in view of the combined effects of continuity and contribution of floor-slabs to the flexural resistance of the beams.

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摘要:本文研究了一个带楼板的单层超静定钢筋混凝土框架的试验影响。该框架比例尺为1:4,并在模拟地震荷载的静态横向荷载反向作用下进行了试验。计算了梁在非弹性响应范围内的内力重分布和由板的贡献引起的梁的抗弯超强度。结果表明,连续性对非弹性构件扩展的局部约束,特别是在较大水平的横向位移下,严重影响了超静定结构的横向荷载分布模式。 试件的性能以强度、刚度、横向位移比和塑性铰形成为特征。探讨了楼板连接梁柱节点引入剪力的机理。考虑到连续性和楼板对梁抗弯承载力的贡献的综合效应,对现行规范中梁柱节点设计建议的性能进行了研究。

The overall view of the test setup is shown in Fig. 3. The test was initiated by placing lead weights [120 lb/sq ft (5.75 kN/m2)] on the floor slab to simulate the self-weight of the prototype full-scale structure. Then, the interior and exterior columns were axially compressed by an average stress of 0.09/c and 0.045/^ respectively. The magnitudes of the applied axial loads were equivalent to 30% of Pbc,i for the interior column and 15% of Pbal for the exterior columns; the loads were kept constant throughout the test and were intended to simulate the weight of the assumed superstructure and provide a stiffening effect to the columns. Static lateral loads with a cyclic history were then applied at the upper ends of the columns above the slab. The total load was applied to the north column using displacement control and was distributed to the three columns by two dynamic actuators from MTS, which were positioned horizontally at the top of the specimen between the columns (Fig. 3). Linear voltage,differential transformers (LVDTs) mounted on the top surface of the main beam between the column center lines measured the growth of the beam occurring within the two spans at each load increment. The MTS actuators were operated under displacement control; the relative displacement of the ends of each actuator was set equal to the measured beam growth within the respective span. This loading arrangement was used to avoid introducing unrealistic restraint to the horizontal elements of the specimen, which would tend to affect the stiffness of the structure and the distribution of lateral forces to the columns. Fig. 4(a) shows the displacement histories of the three columns at the top of the specimen; the solid line represents the imposed displacement history of the north column, which was controlled during the test. The imposed displacement corresponded to interstory drift values (ratio of relative lateral story deflection to story height) ranging between 0.25% and 8.6%. Average lateral drift ratios (total lateral displacement of the top of the specimen to total height) were approximately the same as the interstory drift ratios, except for the last few cycles of the test, where localization of damage in the plastic hinge regions of the specimen caused some discrepancies between average lateral and interstory drift ratios. In the following, both the interstory and the average lateral drift ratios will be used to characterize the behavior of the specimen at various stages of the test. Drift levels exceeding the range of 1.5%—2% are not likely to be reached by actual structures. However, data obtained at larger levels of lateral drift will be included in the discussion because they provide some insight regarding the mechanisms of load transfer and redistribution occurring in frame structures. Variation of the total lateral load applied at the north side of the structure is also plotted in Fig. 4(b). The diagram has been corrected for the P-A effects of the column axial loads.

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测试装置的整体视图如图3所示。试验通过在楼板上放置铅块[120 lb/sq ft(5.75 kN/m2)]开始,以模拟原型全尺寸结构的自重。然后,内柱和外柱分别受到平均应力为0.09/c和0.045/^的轴向压缩。施加的轴向荷载的大小相当于内柱的30%Pbc、i和外柱的15%Pbal;荷载在整个试验过程中保持不变,旨在模拟假定上部结构的重量,并为柱提供加固效果。然后在板上方柱的上端施加具有循环的静态横向荷载。使用位移控制将总荷载施加到北柱上,并通过MTS的两个动态致动器将其分配到三个柱上,这些致动器水平放置在柱之间的试样顶部(图3)。安装在立柱中心线之间主梁顶面上的线性电压差动变压器(LVDT)测量了两个跨度内梁在每个负载增量下的增长。MTS致动器在位移控制下运行;每个致动器端部的相对位移设置为等于相应跨度内测量的梁增长。采用这种荷载布置是为了避免对试件的水平构件引入不现实的约束,这会影响结构的刚度和柱的侧向力分布。图4(a)显示了试样顶部三根立柱的位移历史;实线表示在试验期间控制的北立柱的施加位移历史。施加的位移对应于层间位移值(层间相对侧向挠度与层高之比),范围在0.25%到8.6%之间。平均横向位移比(试样顶部的总横向位移与总高度之比)与层间位移比大致相同,但试验的最后几个循环除外,其中试样塑性铰区域的损伤定位导致平均横向位移和层间位移之间存在一些差异比率。在下文中,层间位移比和平均横向位移比将用于表征试样在试验不同阶段的行为。实际结构不可能达到超过1.5%-2%范围的漂移水平。然而,在更大水平的横向位移下获得的数据将包括在讨论中,因为它们提供了一些关于框架结构中发生的荷载传递和再分配机制的见解。在结构北侧施加的总横向荷载的变化也绘制在图4(b)中。该图已针对柱轴向荷载的P-A效应进行了修正。

Test data obtained at symmetric locations in the structure indicated that member actions were significantly affected by the loading direction. The most dramatic differences were observed in the magnitudes of flexural moments developing in the main beam at the north and south faces of the interior support,for similar drift levels in the two loading directions. This nonsymmetric behavior that was further manifested by asymmetric strain pat-terns recorded in the beam reinforcement at the two faces of the interior beam-column joints is believed to be related to the loading setup.During the test,the compression and tension sides of the columns above the slab changed length due to lateral deflection; this

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