高强冷弯薄壁型钢双面覆板墙体抗剪试验及有限元分析
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摘要
随着人们对节能、环保、经济的要求的日益提高,高强冷弯薄壁型钢低层住宅得到了广泛的应用。这种住宅体系与传统的梁、柱体系不同,完全靠墙体自身承担竖向及水平荷载。鉴于这种体系结构的受力性能比较复杂,目前对这种墙体的受力性能的研究手段主要是试验研究。
本文对6面足尺高强冷弯薄壁型钢双面覆板墙体(带肋钢板+石膏板)进行抗剪承载力试验,重点介绍试验加载过程中的试验现象及试件最终破坏模式;对试验数据进行整理和对比,分析在无竖向力水平单调加载、无竖向力低周反复加载和有竖向力低周反复加载三种加载模式下的抗剪承载力,并比较三者的性能差异;针对试验结果分析对类似墙体设计提出合理的建议。
另外,本文应用ANSYS10.0有限元分析软件对单调加载无竖向力试验试件进行非线性有限元分析,通过有限元结果与试验结果的比对来验证有限元模型的真实性,并进一步做参数分析,参数包括高宽比、柱距、带肋钢板肋高,以便分析参数变化的影响,对以后的设计应用具有重要的意义。
Improving requirement of energy conservation, environmental protection and economy, low rise dwellings high strength cold-formed thin-walled steel framing structures are applied widely. Differing from traditional beam-columns system, all of vertical load and horizontal load shall be resisted by walls in this structure system. At present, the main behavior of this type wall is studied by test, because of it's complex.
The shear resistances of six full-size double boards (steel rib panel + gypsum wall board) of high strength cold-formed steel framing wall are studied in this paper. The experimental phenomena and final failure modes are introduced emphatically in this paper. The test data is processed and the deference of shear resistances of this type wall under monotonic loading without axial compression loading, cyclic loading without axial compression loading and cyclic loading with axial compression loading is compared. Base on the experimental result and failure modes, some suggestions are given for the design of this type walls.
Based on the tests, the finite element program ANSYS10.0 is applied to carry out the finite element nonlinear analysis for the shear resistances of high strength cold-formed steel framing wall under monotonic loading without axial compression loading. The FEM models are verified by comparison with the experimental results and calculation results. Then, some parameters which include aspect ratio, column spacing and height of rib of cold-formed steel rib panels, are simulated by using ANSYS. Analysis results of these parameters are important for the design of this type walls in future.
本文对6面足尺高强冷弯薄壁型钢双面覆板墙体(带肋钢板+石膏板)进行抗剪承载力试验,重点介绍试验加载过程中的试验现象及试件最终破坏模式;对试验数据进行整理和对比,分析在无竖向力水平单调加载、无竖向力低周反复加载和有竖向力低周反复加载三种加载模式下的抗剪承载力,并比较三者的性能差异;针对试验结果分析对类似墙体设计提出合理的建议。
另外,本文应用ANSYS10.0有限元分析软件对单调加载无竖向力试验试件进行非线性有限元分析,通过有限元结果与试验结果的比对来验证有限元模型的真实性,并进一步做参数分析,参数包括高宽比、柱距、带肋钢板肋高,以便分析参数变化的影响,对以后的设计应用具有重要的意义。
Improving requirement of energy conservation, environmental protection and economy, low rise dwellings high strength cold-formed thin-walled steel framing structures are applied widely. Differing from traditional beam-columns system, all of vertical load and horizontal load shall be resisted by walls in this structure system. At present, the main behavior of this type wall is studied by test, because of it's complex.
The shear resistances of six full-size double boards (steel rib panel + gypsum wall board) of high strength cold-formed steel framing wall are studied in this paper. The experimental phenomena and final failure modes are introduced emphatically in this paper. The test data is processed and the deference of shear resistances of this type wall under monotonic loading without axial compression loading, cyclic loading without axial compression loading and cyclic loading with axial compression loading is compared. Base on the experimental result and failure modes, some suggestions are given for the design of this type walls.
Based on the tests, the finite element program ANSYS10.0 is applied to carry out the finite element nonlinear analysis for the shear resistances of high strength cold-formed steel framing wall under monotonic loading without axial compression loading. The FEM models are verified by comparison with the experimental results and calculation results. Then, some parameters which include aspect ratio, column spacing and height of rib of cold-formed steel rib panels, are simulated by using ANSYS. Analysis results of these parameters are important for the design of this type walls in future.
引文
[1]何保康,周天华.美国冷弯型钢结构的应用与研究情况[J],建筑结构,2001.08.
[2]何保康,李风,丁国良.冷弯型钢在房屋建筑中的应用与发展[J],200l中国钢铁年会论文集(下卷),2001.
[3]Yarpy,T.S.,Hauenstein,S.E Effect of Construction Details on Shear Resistance of Steel-stud Wall Panels[R].Vanderbilt University.Nashville,TN,USA.A research project sponsored by American Iron and Steel Institute.1978.Project No.1201-412.
[4]Tarpy,T.S.and Girard,J.D.Shear Resistance of Steel-stud Wall Panels[J].Sixth International Specialty Conference on Cold-formed Steel Structures.University of Missouri-Rolla,MO.1982:449-465.
[5]Serrette,R.Light Gauge Steel Shear Wall Tests[R].Department of Civil Engineering,Santa Clara University,Santa Clara,CA,1994.
[6]Miller,T,H.,and T.Pekoz.Behavior of Gypsum-sheathed Cold-Formed Steel Structural Engineering,Vol.120,No.5,May,1994:1644-1650.
[7]Serrette.,R.,Nguyen,H.,Hall,G.Shear Wall Values for Light Weight Steel Framing[R].Report No.LGSRG-3-96,Light Gauge Steel Research Group,Department of Civil Engineering,Santa Clara University.Santa Clara,CA,USA,1996.
[8]Serrette.,R.,Hall,G.,Nguyen,H.Dynamic Performance of Light Gauge Steel Framed Shear Walls[J].In Proceedings of the 13th International Specialty Conference on Cold-formed Steel Structures.St.Louis,MO,USA,1996:487-498.
[9]American Iron and Steel Institute(AISI).Shear Wall Design Guide[S].Publication RG-9804,1998.
[10]The City of Los Angeles-University of California(COLA-UCI)Report of A Testing Program of Light-framed Walls with Wood Sheathed Shear Panels[R].Final Report to the City of Los Angeles Department of Building and Safety,Structural Engineers Association of Southern California.Irvine,CA,USA,2001.
[11]《薄板轻量形鋼造建築物设计の手册引ま》.日本铁鋼连盟编.技报堂出版.2001.
[12]L.A.Fulop,D.Dubina.Performance of Wall-stud Cold-formed Shear Panels under Monotonic and Cyclic Loading Part Ⅱ:Numerical Modeling and Performance Analysis [J].Thin-walled structures,2004,42:339-349.
[13]ECCS.European Recommendation for the Application of Metal Sheeting Acting as a Diaphragm.NO 88,1995.
[14]郭丽峰.轻钢密墙柱墙体的抗剪性能研究[D].西安:西安建筑科技大学硕士学位论 文,2004.
[15]夏冰青、董军.轻钢龙骨复合承载墙体抗侧性能的有限元分析[J].建筑结构增刊,2004.8 334-337.
[16]古龙燕.受力蒙皮结构的实用设计方法研究[D],重庆大学硕士学位论文,2003,6.
[17]石宇.低层冷弯薄壁型钢结构住宅组合墙体抗剪承载力研究[D],长安大学硕士学位论文,2005,6.
[18]江风波.轻钢龙骨复合墙体抗侧性能研究[D],武汉理工大学硕士学位论文,2005,11.
[19]聂少锋.冷弯型钢立柱组合墙体抗剪承载力简化计算方法研究[D].长安大学硕士学位论文,2006.5.
[20]GB228—87.金属拉伸试验方法[S].
[21]JGJ 101—96.建筑抗震试验方法规程[S].
[22]GB50011—2001.《建筑抗震设计规范》[S].
[23]博嘉科技.有限元分析软件—ANSYS融会贯通[M].北京:中国水利水电出版社,2002.
[24]陈绍蕃.钢结构设计原理(第三版)[M].北京:科学出版社,2005.1.
[25]陈骥.钢结构稳定理论与设计(第二版)[M].北京:科学出版社,2003.
[26]Peter Kohnke,ph.d.ANSYS,inc.Theory
[27]GB 50018—2002.冷弯薄壁型钢结构技术规程[S].
[28]European Recommendations for the Connections in Thin-walled Structural Steel Elements.E.C.C.S Committee Tct Working Groop TWG7.2,October,1981.
[29]Liedtke.P.e.et al.应力蒙皮的端部破坏.蒙皮板性能译文集,哈尔滨建筑大学,1989.
[30]朱景仕.V—125型压型钢板受力蒙皮性能研究[D].哈尔滨:哈尔滨建筑大学图书馆,1990.
[31]潘景龙.自攻螺钉连接的抗剪性能研究[J].哈尔滨建筑大学学报.1995,28(6):41-47.
[32]韦松.自攻螺钉连接受力蒙皮组合体的抗剪性能研究[D].重庆大学硕士学位论文.2002.
[33]董军,夏冰青.NAFC、LCFC板及其与轻钢龙骨自攻螺钉连接性能.南京工业大学学报.2002,24.
[34]徐秉业,刘信声.应用弹塑性力学[M].北京:清华大学出版社,2005.
[35]郭乙木,陶伟明,庄茁.线性与非线性有限元及其应用[M].北京.机械工业出版社.2003.10.
[36]凌道盛,徐兴.非线性有限元及程序[M].杭州.浙江大学出版社.2004.8.
[2]何保康,李风,丁国良.冷弯型钢在房屋建筑中的应用与发展[J],200l中国钢铁年会论文集(下卷),2001.
[3]Yarpy,T.S.,Hauenstein,S.E Effect of Construction Details on Shear Resistance of Steel-stud Wall Panels[R].Vanderbilt University.Nashville,TN,USA.A research project sponsored by American Iron and Steel Institute.1978.Project No.1201-412.
[4]Tarpy,T.S.and Girard,J.D.Shear Resistance of Steel-stud Wall Panels[J].Sixth International Specialty Conference on Cold-formed Steel Structures.University of Missouri-Rolla,MO.1982:449-465.
[5]Serrette,R.Light Gauge Steel Shear Wall Tests[R].Department of Civil Engineering,Santa Clara University,Santa Clara,CA,1994.
[6]Miller,T,H.,and T.Pekoz.Behavior of Gypsum-sheathed Cold-Formed Steel Structural Engineering,Vol.120,No.5,May,1994:1644-1650.
[7]Serrette.,R.,Nguyen,H.,Hall,G.Shear Wall Values for Light Weight Steel Framing[R].Report No.LGSRG-3-96,Light Gauge Steel Research Group,Department of Civil Engineering,Santa Clara University.Santa Clara,CA,USA,1996.
[8]Serrette.,R.,Hall,G.,Nguyen,H.Dynamic Performance of Light Gauge Steel Framed Shear Walls[J].In Proceedings of the 13th International Specialty Conference on Cold-formed Steel Structures.St.Louis,MO,USA,1996:487-498.
[9]American Iron and Steel Institute(AISI).Shear Wall Design Guide[S].Publication RG-9804,1998.
[10]The City of Los Angeles-University of California(COLA-UCI)Report of A Testing Program of Light-framed Walls with Wood Sheathed Shear Panels[R].Final Report to the City of Los Angeles Department of Building and Safety,Structural Engineers Association of Southern California.Irvine,CA,USA,2001.
[11]《薄板轻量形鋼造建築物设计の手册引ま》.日本铁鋼连盟编.技报堂出版.2001.
[12]L.A.Fulop,D.Dubina.Performance of Wall-stud Cold-formed Shear Panels under Monotonic and Cyclic Loading Part Ⅱ:Numerical Modeling and Performance Analysis [J].Thin-walled structures,2004,42:339-349.
[13]ECCS.European Recommendation for the Application of Metal Sheeting Acting as a Diaphragm.NO 88,1995.
[14]郭丽峰.轻钢密墙柱墙体的抗剪性能研究[D].西安:西安建筑科技大学硕士学位论 文,2004.
[15]夏冰青、董军.轻钢龙骨复合承载墙体抗侧性能的有限元分析[J].建筑结构增刊,2004.8 334-337.
[16]古龙燕.受力蒙皮结构的实用设计方法研究[D],重庆大学硕士学位论文,2003,6.
[17]石宇.低层冷弯薄壁型钢结构住宅组合墙体抗剪承载力研究[D],长安大学硕士学位论文,2005,6.
[18]江风波.轻钢龙骨复合墙体抗侧性能研究[D],武汉理工大学硕士学位论文,2005,11.
[19]聂少锋.冷弯型钢立柱组合墙体抗剪承载力简化计算方法研究[D].长安大学硕士学位论文,2006.5.
[20]GB228—87.金属拉伸试验方法[S].
[21]JGJ 101—96.建筑抗震试验方法规程[S].
[22]GB50011—2001.《建筑抗震设计规范》[S].
[23]博嘉科技.有限元分析软件—ANSYS融会贯通[M].北京:中国水利水电出版社,2002.
[24]陈绍蕃.钢结构设计原理(第三版)[M].北京:科学出版社,2005.1.
[25]陈骥.钢结构稳定理论与设计(第二版)[M].北京:科学出版社,2003.
[26]Peter Kohnke,ph.d.ANSYS,inc.Theory
[27]GB 50018—2002.冷弯薄壁型钢结构技术规程[S].
[28]European Recommendations for the Connections in Thin-walled Structural Steel Elements.E.C.C.S Committee Tct Working Groop TWG7.2,October,1981.
[29]Liedtke.P.e.et al.应力蒙皮的端部破坏.蒙皮板性能译文集,哈尔滨建筑大学,1989.
[30]朱景仕.V—125型压型钢板受力蒙皮性能研究[D].哈尔滨:哈尔滨建筑大学图书馆,1990.
[31]潘景龙.自攻螺钉连接的抗剪性能研究[J].哈尔滨建筑大学学报.1995,28(6):41-47.
[32]韦松.自攻螺钉连接受力蒙皮组合体的抗剪性能研究[D].重庆大学硕士学位论文.2002.
[33]董军,夏冰青.NAFC、LCFC板及其与轻钢龙骨自攻螺钉连接性能.南京工业大学学报.2002,24.
[34]徐秉业,刘信声.应用弹塑性力学[M].北京:清华大学出版社,2005.
[35]郭乙木,陶伟明,庄茁.线性与非线性有限元及其应用[M].北京.机械工业出版社.2003.10.
[36]凌道盛,徐兴.非线性有限元及程序[M].杭州.浙江大学出版社.2004.8.