既有木材的弹性模量和节点转动刚度的测试分析
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摘要
针对既有结构木材的弹性模量和节点转动刚度的量测提出了一种测定方法。该方法基于试验和数值分析的协调原理,通过试验测量木梁柱在荷载作用下的位移、应变等数据,采用数值模拟方法,将GB50005—2003《木结构设计规范》给出的木材弹性模量值范围按从低到高每隔1 000 MPa分别进行分析,计算木梁柱在各种荷载工况下的变形,并与试验数据进行对比,以两者变形误差最小为准,确定模拟分析得到的弹性模量值为木材实际弹性模量。将试验中木柱跨中挠度与数值模拟中假定节点刚接时的木柱跨中挠度的比值定义为刚接系数,进而可以确定节点转动刚度。最后通过实际工程的木结构现场检测试验,利用此方法测定了木材的弹性模量和节点转动刚度,证明了该方法的可行性,弥补了GB 50005—2003的不足。
A detection method was proposed for the elastic modulus and rotational stiffness of existing timber. Through the test,the displacement and strain of the timber beam column under loading were measured. By means of numerical simulation,the large-scale elastic modulus of the specified timber was substituted into the model from low to high every 1 000 MPa for analysis based on GB 50005—2003,and the timber beam column was calculated. In the numerical simulation,the deformation under loading was compared with the experimental data. The elastic modulus of the model with the closest deformation and the smallest error was the actual elastic modulus of the timber. At the same time,the ratio of the mid-span deflection of the timber column in the test to the mid-span deflection of the timber column with rigid connection in the numerical simulation was determined as the rigid connection coefficient,and then the rotational stiffness of the joint was determined. In addition,the elastic modulus and joint rotational stiffness of timber were determined by the method,which proved the feasibility of the method and made up for the shortcomings of GB 50005—2003.
A detection method was proposed for the elastic modulus and rotational stiffness of existing timber. Through the test,the displacement and strain of the timber beam column under loading were measured. By means of numerical simulation,the large-scale elastic modulus of the specified timber was substituted into the model from low to high every 1 000 MPa for analysis based on GB 50005—2003,and the timber beam column was calculated. In the numerical simulation,the deformation under loading was compared with the experimental data. The elastic modulus of the model with the closest deformation and the smallest error was the actual elastic modulus of the timber. At the same time,the ratio of the mid-span deflection of the timber column in the test to the mid-span deflection of the timber column with rigid connection in the numerical simulation was determined as the rigid connection coefficient,and then the rotational stiffness of the joint was determined. In addition,the elastic modulus and joint rotational stiffness of timber were determined by the method,which proved the feasibility of the method and made up for the shortcomings of GB 50005—2003.
引文
[1]么江涛,熊海贝.上海市优秀历史保护建筑抗震加固问题探讨[J].结构工程师,2013,29(6):177-182.
[2]邓茂广.优秀历史建筑上海外滩3号楼改造加固抗震设计研究[D].上海:同济大学,2007.
[3]中华人民共和国建设部.木结构设计规范:GB 50005-2003[S].北京:中国建筑工业出版社,2003.
[4]蔡乐刚.上海木结构优秀历史建筑检测与鉴定[J].住宅科技,2011(10):29-33.
[5]顾祥林,张伟平,商登峰,等.上海市优秀历史建筑新泰路57号新泰仓库房屋质量检测评定报告[R].上海:同济大学房屋质量检测站,2014.
[6]裴文泽.古木材性测试及木构一字榫卯节点力学性能分析[D].北京:北京交通大学,2014.
[7]方东平.中国古代木结构静动力特性的实验与有限元分析研究[D].福冈:日本九州大学,1993.
[8]邓大利,陆伟东.木结构榫卯节点耗能加固有限元分析[J].结构工程师,2011,27(4):72-76.
[9]同济大学,上海市房屋检测中心.既有建筑物结构检测与评定标准:DG/TJ 08-804-2005[S].上海:同济大学,上海市房屋检测中心,2005.
[10]徐芝纶.弹性力学[M].4版.北京:高等教育出版社,2006.
[11]老大中.变分法基础[M].2版.北京:国防工业出版社,2007.
[12]姚侃,赵鸿铁,葛鸿鹏.古建木结构榫卯连接特性的试验研究[J].工程力学,2006,23(10):168-173.
[13]孙嘉琳,杨骁.基于等效弹簧模型的裂纹Euler-Bernoulli梁弯曲变形分析[J].力学季刊,2015,36(4):703-712.
[14]ARASH Y,SHAHRAM S E,THOMAS M J.On Applications of Generalized Functions to Beam Bending Problems[J].International Journal of Solids and Structures,2000,48:5675-5705.
[15]ARASH Y,SHAHRAM S.On Applications of Generalized Functions to the Analysis of Euler Bernoulli Beam-Columns with Jump Discontinuities[J].International Journal of Mechanical Sciences,2001,43:1543-1562.
[16]PALMERI A,CICIRELLO A.Physically-Based Dirac's Delta Functions in the Static Analysis of Multi-Cracked Euler-Bernoulli and Timoshenko Beams[J].International Journal of Solids and Structures,2011,48(14/15):2184-2195.
[17]CICIRELLO A,PALMERI A.Static Analysis of Euler-Bernoulli Beams with Multiple Unilateral Cracks Under Combined Axial and Transverse Loads[J].International Journal of Solids and Structures,2014,51(5):1020-1029.
[18]徐金明,刘芳,周亦骏.MATLAB应用基础[M].北京:清华大学出版社,2012.
[19]李庆扬,王能超,易大义.数值分析[M].北京:清华大学出版社,2008.
[2]邓茂广.优秀历史建筑上海外滩3号楼改造加固抗震设计研究[D].上海:同济大学,2007.
[3]中华人民共和国建设部.木结构设计规范:GB 50005-2003[S].北京:中国建筑工业出版社,2003.
[4]蔡乐刚.上海木结构优秀历史建筑检测与鉴定[J].住宅科技,2011(10):29-33.
[5]顾祥林,张伟平,商登峰,等.上海市优秀历史建筑新泰路57号新泰仓库房屋质量检测评定报告[R].上海:同济大学房屋质量检测站,2014.
[6]裴文泽.古木材性测试及木构一字榫卯节点力学性能分析[D].北京:北京交通大学,2014.
[7]方东平.中国古代木结构静动力特性的实验与有限元分析研究[D].福冈:日本九州大学,1993.
[8]邓大利,陆伟东.木结构榫卯节点耗能加固有限元分析[J].结构工程师,2011,27(4):72-76.
[9]同济大学,上海市房屋检测中心.既有建筑物结构检测与评定标准:DG/TJ 08-804-2005[S].上海:同济大学,上海市房屋检测中心,2005.
[10]徐芝纶.弹性力学[M].4版.北京:高等教育出版社,2006.
[11]老大中.变分法基础[M].2版.北京:国防工业出版社,2007.
[12]姚侃,赵鸿铁,葛鸿鹏.古建木结构榫卯连接特性的试验研究[J].工程力学,2006,23(10):168-173.
[13]孙嘉琳,杨骁.基于等效弹簧模型的裂纹Euler-Bernoulli梁弯曲变形分析[J].力学季刊,2015,36(4):703-712.
[14]ARASH Y,SHAHRAM S E,THOMAS M J.On Applications of Generalized Functions to Beam Bending Problems[J].International Journal of Solids and Structures,2000,48:5675-5705.
[15]ARASH Y,SHAHRAM S.On Applications of Generalized Functions to the Analysis of Euler Bernoulli Beam-Columns with Jump Discontinuities[J].International Journal of Mechanical Sciences,2001,43:1543-1562.
[16]PALMERI A,CICIRELLO A.Physically-Based Dirac's Delta Functions in the Static Analysis of Multi-Cracked Euler-Bernoulli and Timoshenko Beams[J].International Journal of Solids and Structures,2011,48(14/15):2184-2195.
[17]CICIRELLO A,PALMERI A.Static Analysis of Euler-Bernoulli Beams with Multiple Unilateral Cracks Under Combined Axial and Transverse Loads[J].International Journal of Solids and Structures,2014,51(5):1020-1029.
[18]徐金明,刘芳,周亦骏.MATLAB应用基础[M].北京:清华大学出版社,2012.
[19]李庆扬,王能超,易大义.数值分析[M].北京:清华大学出版社,2008.