CN110578375B - 一种钢板仓组合剪力墙圆管支撑最优布置的确定方法 - Google Patents
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Abstract
本发明涉及一种钢板仓组合剪力墙圆管支撑最优布置的确定方法。采用如下步骤:设计一组以圆管支撑布置间距、轴压比、含钢率和高宽比为参数的钢板仓组合剪力墙模型;建立ABAQUS有限元模型,考虑初始缺陷的影响;利用有限元软件ABAQUS进行受力分析,求得水平极限承载力;应用最小二乘法拟合出钢板仓组合剪力墙水平极限承载力公式;根据公式计算值绘制出圆管支撑布置间距与水平极限承载力关系曲线;通过曲线的临界点确定圆管支撑最优布置。圆管支撑布置间距过小,钢板仓组合剪力墙在受力过程中外包钢板过早发生局部屈曲,导致水平极限承载力和变形能力降低;圆管支撑布置间距过大会导致制作、安装复杂,成本过高,圆管支撑最优布置解决了上述问题。
Description
技术领域
本发明属于土木工程领域,本发明涉及一种钢板仓组合剪力墙圆管支撑最优布置的确定方法。
背景技术
随着社会的发展、科技的进步、人民生活水平的日益提高、对绿色环保要求的逐步提升,我国积极推进装配式建筑的发展,不断提高装配式建筑在新建建筑中的比例。
钢板仓组合剪力墙体系是一种新型钢结构体系,由两块钢板和圆管支撑组成基本单元,该单元两侧的钢板通过圆管支撑形成空腔,空腔内后浇混凝土的组合剪力墙,作为结构体系的主要的抗竖向力和抗侧向力构件,具有钢管壁薄、用钢量经济、施工速度快、构件制作简单、自重轻等系列优点,目前在钢板仓组合剪力墙的圆管支撑布置间距仅按照经验布置,缺乏理论依据,尚无关于圆管支撑布置间距对钢板仓组合剪力墙力学性能影响的研究。
发明内容
本专利针对钢板仓组合剪力墙的设计,提供了一种钢板仓组合剪力墙圆管支撑最优布置的确定方法。
为实现上述目的,本发明包括以下步骤:
第一步:设计一组不同参数的钢板仓组合剪力墙模型,参数包括圆管支撑布置间距、轴压比、含钢率和高宽比;
第二步:建立ABAQUS有限元模型;钢板和混凝土的单元类型均为C3D8R,切向力模型采用库伦模型,界面摩擦系数μ=0.25,法向接触为硬接触;钢材之间采用Tie约束连接,模型底部全部固结,在模型顶部施加水平荷载;
第三步:通过有限元软件ABAQUS对构件做非线性屈曲分析,得到第一阶屈曲模态;
第四步:引入钢板仓组合剪力墙的初始缺陷,缺陷形式取第一阶屈曲模态,幅值取其高度的1/1000;
第五步:用有限元软件ABAQUS进行受力分析,求得各个构件荷载-位移曲线;
第六步:根据荷载-位移曲线求得各构件的水平极限承载力F;
第七步:根据钢板仓组合剪力墙的水平极限承载力,应用最小二乘法拟合出钢板仓组合剪力墙水平极限承载力公式(1)-(2);
式中:V为水平极限承载力;λ为剪力墙高宽比;fc为混凝土轴心抗压强度;fy为钢材的屈服强度;Ac和As分别为钢板仓组合剪力墙内混凝土部分和外包钢板部分的有效截面面积;Z为墙体承担的轴压力;θ为圆管支撑间距影响系数,见公式(2),当θ≥0.036时θ取0.036;
式中:d为圆管支撑的直径;M圆管支撑的横向间距;N为圆管支撑的纵向间距;
第八步:根据公式(1)-(2)绘制出圆管支撑布置间距与水平极限承载力V关系曲线;
第九步:根据圆管支撑布置间距与水平极限承载力V关系曲线的临界点,确定钢板仓组合剪力墙圆管支撑的最优布置。
本专利涉及到一种钢板仓组合剪力墙圆管支撑最优布置的确定方法:钢板仓组合剪力墙的圆管支撑厚度、外包钢板顶板厚度和外包钢板底板厚度相同,圆管支撑直径取值范围为30mm-80mm。
本发明的有益效果:在钢板仓组合剪力墙的设计中,圆管支撑的最优布置能有效提高钢板仓组合剪力墙的水平极限承载力和变形能力,便于构件的制作、运输和安装,施工方便,并具有较好的经济性。
附图说明
图1为钢板仓组合剪力墙示意图;
图2为钢板仓组合剪力墙参数示意图;
图3为钢板仓组合剪力墙圆管支撑布置间距不同时的荷载-位移曲线;
图4为钢板仓组合剪力墙轴压比不同时的荷载-位移曲线;
图5为钢板仓组合剪力墙含钢率不同时的荷载-位移曲线;
图6为钢板仓组合剪力墙高宽比不同时的荷载-位移曲线;
图7为钢板仓组合剪力墙圆管支撑布置间距与水平极限承载力V曲线;
具体实施方式
下面结合附图,通过设计墙宽为1000mm,墙高2000mm,墙厚130mm,钢材采用Q345B,混凝土采用C30的钢板仓组合剪力墙的圆管支撑最优布置实施例对本发明做进一步说明。
实施例
第一步:设计一组不同参数的钢板仓组合剪力墙模型,由外包钢板顶板1和外包钢板底板2和圆管支撑4组成基本单元,该单元两侧的钢板通过圆管支撑4形成空腔,空腔内填充混凝土3,见图1~2,参数包括圆管支撑布置间距、轴压比、含钢率和高宽比,GBC-1~GBC-20,试件钢材采用Q345B,混凝土采用C30,圆管支撑直径d为50mm,见表1;
第二步:建立ABAQUS有限元模型,钢板和混凝土的单元类型均为C3D8R,切向力模型采用库伦模型,界面摩擦系数μ=0.25,法向接触为硬接触;钢材之间采用Tie约束连接;模型底部全部固结,在模型顶部施加水平荷载;
第三步:采用有限元软件ABAQUS对完好状态下的钢板仓组合剪力墙GBC-1先进行非线性屈曲分析,缺陷形式取第一阶屈曲模态;
第四步:引入初始缺陷,缺陷形式取第一阶屈曲模态,幅值取其高度的1/1000;
第五步:采用有限元软件ABAQUS的静力通用法对钢板仓组合剪力墙GBC-1进行受力分析,绘制其荷载-位移曲线,采用上述相同的方法,分别得到GBC-1~GBC-20的荷载-位移曲线,见图3~6;
第六步:根据各试件求得的荷载-位移曲线求得各试件的水平极限承载力F;
第七步:根据钢板仓组合剪力墙在不同参数下的水平极限承载力,应用最小二乘法拟合出钢板仓组合剪力墙水平极限承载力公式(1)-(2);
式中:V为水平极限承载力;λ为剪力墙高宽比;fc为混凝土轴心抗压强度;fy为钢材的屈服强度;Ac和As分别为钢板仓组合剪力墙内混凝土部分和外包钢板部分的有效截面面积;Z为墙体承担的轴压力;θ为圆管支撑间距影响系数,见公式(2),当θ≥0.036时θ取0.036;
式中:d为圆管支撑的直径;M圆管支撑的横向间距;N为圆管支撑的纵向间距;
第八步:根据公式(1)-(2)绘制出圆管支撑布置间距与水平极限承载力V关系曲线,见图7;
第九步:根据圆管支撑布置间距与水平极限承载力V关系曲线,由图7可见,圆管支撑布置间距在到达M×N为500mm×400mm以后,钢板仓组合剪力墙的水平极限承载力提升不明显,钢板仓组合剪力墙圆管支撑布置间距取M×N为500mm×400mm。
表1试件尺寸和计算结果
上述虽然结合附图对本发明的具体实施方式进行了描述,但并非对本发明保护范围的限制,所属领域技术人员应该明白,在本发明技术方案的基础上,本领域技术人员不需要付出创造性劳动即可做出的各种修改或变形仍在本发明的保护范围内。
Claims (2)
1.一种钢板仓组合剪力墙圆管支撑最优布置的确定方法,其特征在于,包括如下步骤:
第一步:设计一组不同参数的钢板仓组合剪力墙模型,参数包括圆管支撑布置间距、轴压比、含钢率和高宽比;
第二步:建立ABAQUS有限元模型;钢板和混凝土的单元类型均为C3D8R,切向力模型采用库伦模型,界面摩擦系数μ=0.25,法向接触为硬接触;钢材之间采用Tie约束连接;模型底部全部固结,在模型顶部施加水平荷载;
第三步:通过有限元软件ABAQUS对构件做非线性屈曲分析,得到第一阶屈曲模态;
第四步:引入钢板仓组合剪力墙的初始缺陷,缺陷形式取第一阶屈曲模态,幅值取其高度的1/1000;
第五步:用有限元软件ABAQUS进行受力分析,求得各个构件荷载-位移曲线;
第六步:根据荷载-位移曲线求得各构件的水平极限承载力F;
第七步:根据钢板仓组合剪力墙水平极限承载力,应用最小二乘法拟合出钢板仓组合剪力墙水平极限承载力公式(1)-(2);
式中:V为水平极限承载力;λ为剪力墙高宽比;fc为混凝土轴心抗压强度;fy为钢材的屈服强度;Ac和As分别为钢板仓组合剪力墙内混凝土部分和外包钢板部分的有效截面面积;Z为墙体承担的轴压力;θ为圆管支撑布置间距影响系数,见公式(2),当θ≥0.036时θ取0.036;
式中:d为圆管支撑的直径;M圆管支撑的横向间距;N为圆管支撑的纵向间距;
第八步:根据公式(1)-(2)绘制出圆管支撑布置间距与水平极限承载力V关系曲线;
第九步:根据圆管支撑布置间距与水平极限承载力V关系曲线的临界点,确定钢板仓组合剪力墙圆管支撑的最优布置。
2.根据权利要求1所述的一种钢板仓组合剪力墙圆管支撑最优布置的确定方法,其特征在于,所述第一步中,钢板仓组合剪力墙的圆管支撑厚度、外包钢板顶板厚度和外包钢板底板厚度相同,圆管支撑直径取值范围为30mm-80mm。
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CN105908865A (zh) * | 2016-06-15 | 2016-08-31 | 东南大学 | 一种钢板剪力墙 |
CN106986275A (zh) * | 2017-03-13 | 2017-07-28 | 同济大学 | 一种基于bim的装配式建筑塔吊平面布置及选型方法 |
CN107085640B (zh) * | 2017-04-19 | 2020-04-28 | 青岛腾远设计事务所有限公司 | 圆弧形切口非加劲钢板剪力墙的模拟方法 |
CN108222361A (zh) * | 2018-01-08 | 2018-06-29 | 青岛腾远设计事务所有限公司 | 一种方管支撑钢板仓及制作方法 |
CN108149835A (zh) * | 2018-01-08 | 2018-06-12 | 青岛理工大学 | 一种圆管支撑钢板仓及制作方法 |
CN208441279U (zh) * | 2018-06-02 | 2019-01-29 | 浙江尚都建设有限公司 | 一种钢结构剪力墙 |
CN110578375B (zh) * | 2019-09-06 | 2021-01-08 | 青岛理工大学 | 一种钢板仓组合剪力墙圆管支撑最优布置的确定方法 |
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2019
- 2019-09-06 CN CN201910839585.9A patent/CN110578375B/zh active Active
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2020
- 2020-06-10 WO PCT/CN2020/095303 patent/WO2021042796A1/zh active Application Filing
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2021
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WO2021042796A1 (zh) | 2021-03-11 |
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