地震研究

为研究梯段板下端设置阻尼支座的混凝土楼梯的抗震性能,以某混凝土框架结构底层的楼梯间为原型,设计并制作1/3缩尺的模型结构,对其进行振动台试验。通过输入不同的地震波,观察模型的损伤和破坏情况,分析其动力特性、加速度反应、位移反应及应变反应。结果表明:阻尼支座楼梯释放了梯板的斜撑效应,改变了楼梯的传力途径和内力分布,楼梯构件未发生先于主体结构的破坏; 罕遇地震作用下模型破坏较轻,抗震性能良好; 阻尼支座未出现明显的竖向翘起现象,水平滑移较小,罕遇地震作用下可保证梯段板与平台板的有效连接。

In order to study the seismic performance of the concrete stair with damping support at the lower end of the ladder slab,a 1/3-scale model structure was designed and made,and a shaking table test was carried out.By inputting different seismic waves,the damage and failure of the model were observed,and the dynamic characteristics,acceleration response,displacement response and strain response of the model were analyzed.The results show that the damping bearing stair releases the slanting effect of the stair plate,thus,changes its own force transmission path and internal force distribution.And the stair components do not fail prior to the main structure.In case of the rare earthquake,the damage of the model is light and its seismic performance is good.And the damping support has no obvious vertical warping,and the horizontal slip is small.This proves that the effective connection between the ladder slab and the platform slab can be guaranteed in case of the rare earthquake.

引言
1 试验概况
2 试验现象
3 试验结果及分析
4 结论

表1 试验相似比<br/>Tab.1 Similitude ratios of the test

表1 试验相似比
Tab.1 Similitude ratios of the test

图1 模型几何尺寸(a)、平台板配筋(b)、截面配筋(c)及梯段板配筋(d)<br/>Fig.1 The geometric dimension(a),the platform slab reinforcement(b),the section reinforcement(c),and the ladder slab reinforcement(d)of the model

图1 模型几何尺寸(a)、平台板配筋(b)、截面配筋(c)及梯段板配筋(d)
Fig.1 The geometric dimension(a),the platform slab reinforcement(b),the section reinforcement(c),and the ladder slab reinforcement(d)of the model

图2 阻尼支座构造图(a)和阻尼器尺寸(b)<br/>Fig.2 Structurs of the damping support(a) and damper size(b)

图2 阻尼支座构造图(a)和阻尼器尺寸(b)
Fig.2 Structurs of the damping support(a) and damper size(b)

表2 钢筋抗拉强度实测值<br/>Tab.2 Tensile strength of reinforcements

表2 钢筋抗拉强度实测值
Tab.2 Tensile strength of reinforcements

图3 振动台试验模型<br/>Fig.3 Test model on the shaking table

图3 振动台试验模型
Fig.3 Test model on the shaking table

图4 El波(a)、迁安波(b)、人工波(c)、汶川波(d)加速度时程和频谱<br/>Fig.4 The time-histories of acceleration and frequency spectrum from the input ground motion:the El wave(a),the Qian'an wave(b),the artificial wave(c), and the Wenchuan wave(d)

图4 El波(a)、迁安波(b)、人工波(c)、汶川波(d)加速度时程和频谱
Fig.4 The time-histories of acceleration and frequency spectrum from the input ground motion:the El wave(a),the Qian'an wave(b),the artificial wave(c), and the Wenchuan wave(d)

图5 加速度及位移测点(a)、钢筋及混凝土应变测点(b)<br/>Fig.5 Measuring points for acceleration and displacement(a),and for reinforcement and concrete strain(b)

图5 加速度及位移测点(a)、钢筋及混凝土应变测点(b)
Fig.5 Measuring points for acceleration and displacement(a),and for reinforcement and concrete strain(b)

图6 模型最终破坏图<br/>Fig.6 Failure of the model

图6 模型最终破坏图
Fig.6 Failure of the model

表3 模型结构基本频率<br/>Tab.3 Fundamental frequencies of the model structure

表3 模型结构基本频率
Tab.3 Fundamental frequencies of the model structure

图7 楼层水平向(a)、半楼层水平向(b)、梯板阻尼支座水平向(c)、梯板跨中竖向(d)加速度放大系数包络图<br/>Fig.7 Envelope diagrams of the acceleration amplification factors:horizontal direction of floor(a)and half floor(b),horizontal direction of stair damping support(c),and vertical direction of stair span(d)

图7 楼层水平向(a)、半楼层水平向(b)、梯板阻尼支座水平向(c)、梯板跨中竖向(d)加速度放大系数包络图
Fig.7 Envelope diagrams of the acceleration amplification factors:horizontal direction of floor(a)and half floor(b),horizontal direction of stair damping support(c),and vertical direction of stair span(d)

图8 楼层(a)、阻尼支座(b)最大相对水平位移反应<br/>Fig.8 Maximum horizontal relative displacement response of floor(a)and damping support(b)

图8 楼层(a)、阻尼支座(b)最大相对水平位移反应
Fig.8 Maximum horizontal relative displacement response of floor(a)and damping support(b)

图9 上(a)、下(b)阻尼器相对水平位移时程曲线<br/>Fig.9 The time-history of the relative horizontal displacement of the upper(a)and the lower(b)dampers

图9 上(a)、下(b)阻尼器相对水平位移时程曲线
Fig.9 The time-history of the relative horizontal displacement of the upper(a)and the lower(b)dampers

图10 加载前(a)、后(b)阻尼器有限元模型<br/>Fig.10 Finite element model of dampers before(a)and after(b)loading

图10 加载前(a)、后(b)阻尼器有限元模型
Fig.10 Finite element model of dampers before(a)and after(b)loading

图11 上(a)、下(b)阻尼器滞回曲线<br/>Fig.11 The hysteretic curves of the upper(a) and the lower(b)dampers

图11 上(a)、下(b)阻尼器滞回曲线
Fig.11 The hysteretic curves of the upper(a) and the lower(b)dampers

图12 上梯段板(a)、下梯段板(b)、梯柱(c)、梯梁(d)钢筋应变反应时程曲线<br/>Fig.12 The time-history of the reinforcement strain response of the upper ladder slab(a),the lower ladder slab(b),the ladder column(c) and the ladder beam(d)

图12 上梯段板(a)、下梯段板(b)、梯柱(c)、梯梁(d)钢筋应变反应时程曲线
Fig.12 The time-history of the reinforcement strain response of the upper ladder slab(a),the lower ladder slab(b),the ladder column(c) and the ladder beam(d)

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备注

引言

1 试验概况

2 试验现象

3 试验结果及分析

4 结论

期刊信息