PEC柱抗火性能及设计方法研究
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摘要
PEC柱是在型钢两翼缘之间填充混凝土而成的新型组合构件,具有承载力高、抗震性能好、经济性优越等优点,应用前景良好。由于PEC柱型钢翼缘外露,在火灾中极易发生屈曲,进而引起混凝土的压碎,导致柱强度和刚度急剧下降。因此,深入地研究PEC柱的耐火性能具有重要的理论意义和实用价值。
本文主要进行了如下工作:
通过分析比较国内外研究成果,确定了高温下组成PEC柱的型钢和混凝土的热工参数和力—热本构关系模型。
利用有限元软件ABAQUS建立了PEC柱截面的温度场及耐火极限计算的有限元模型。计算结果得到了已有试验数据的验证。
利用上述模型,分析了截面尺寸、荷载比、构件长细比、截面含钢率、荷载偏心率、钢骨强度、混凝土强度和系杆间距等参数对PEC柱耐火极限的影响规律。分析结果表明:当火灾温度按ISO-834标准升温曲线确定时,截面含钢率、荷载偏心率、钢骨屈服强度、混凝土强度和系杆间距对PEC柱耐火极限的影响不大,而截面尺寸、荷载比和长细比对耐火极限的影响较为显著。
在大量参数分析的基础上,提出了PEC柱耐火极限的简化计算公式,公式的计算结果与数值计算结果吻合较好,可为PEC柱的抗火设计提供参考。
Partial encaed concrete (PEC) columns is a new type of composite members consisting of welded H-shaped steel section and concrete casted between the flanges.It has distinct economic and structural advantages,such as high load bearing capacity,excellent earthquake resistance qualities.Due to the fact that steel flanges are exposed in the air ,the columns are buckling easily under fire. Leading to concrete crushing and the column strength reducing sharply. Researching on the fire resistant behavior of PEC columns is valuable for practical engineering.
The main contents are as following:
Based on analysis and comparison of current achievements on material behavior under high temperature, thermal properties and model of stress-strain relations for steel and concrete under high temperature were determined.
A general finite element analyzing software (ABAQUS) was utilized to establish the 3D model of PEC columns. The model was used to calculate the mechanical performances of PEC columns exposed to standard ISO-834 fire from four sides. The calculated deformation curves and fire resistance of PEC columns were validated by the test results.
Based on the validated model,influences of related parameters,such as sectional dimensions,load ratio,slenderness ratio,steel ratio,load eccentricity ratio,strength of steel,strength of concrete and spacing of bars on fire resistance were ananlyzed. Conclusions are as follows:the main influencing parameters are sectional dimensions,load ratio,slenderness ratio;steel ratio,load eccentricity ratio,strength of steel,strength of concrete and spacing of bars are minor factors.
Based on the parametric analysis,the simplified formulas for the calculation of the fire resistance was put forward. The calculating results are in good agreement with that of numerical method.The achievements in this paper may be a reference for the fire design of PEC Columns.
本文主要进行了如下工作:
通过分析比较国内外研究成果,确定了高温下组成PEC柱的型钢和混凝土的热工参数和力—热本构关系模型。
利用有限元软件ABAQUS建立了PEC柱截面的温度场及耐火极限计算的有限元模型。计算结果得到了已有试验数据的验证。
利用上述模型,分析了截面尺寸、荷载比、构件长细比、截面含钢率、荷载偏心率、钢骨强度、混凝土强度和系杆间距等参数对PEC柱耐火极限的影响规律。分析结果表明:当火灾温度按ISO-834标准升温曲线确定时,截面含钢率、荷载偏心率、钢骨屈服强度、混凝土强度和系杆间距对PEC柱耐火极限的影响不大,而截面尺寸、荷载比和长细比对耐火极限的影响较为显著。
在大量参数分析的基础上,提出了PEC柱耐火极限的简化计算公式,公式的计算结果与数值计算结果吻合较好,可为PEC柱的抗火设计提供参考。
Partial encaed concrete (PEC) columns is a new type of composite members consisting of welded H-shaped steel section and concrete casted between the flanges.It has distinct economic and structural advantages,such as high load bearing capacity,excellent earthquake resistance qualities.Due to the fact that steel flanges are exposed in the air ,the columns are buckling easily under fire. Leading to concrete crushing and the column strength reducing sharply. Researching on the fire resistant behavior of PEC columns is valuable for practical engineering.
The main contents are as following:
Based on analysis and comparison of current achievements on material behavior under high temperature, thermal properties and model of stress-strain relations for steel and concrete under high temperature were determined.
A general finite element analyzing software (ABAQUS) was utilized to establish the 3D model of PEC columns. The model was used to calculate the mechanical performances of PEC columns exposed to standard ISO-834 fire from four sides. The calculated deformation curves and fire resistance of PEC columns were validated by the test results.
Based on the validated model,influences of related parameters,such as sectional dimensions,load ratio,slenderness ratio,steel ratio,load eccentricity ratio,strength of steel,strength of concrete and spacing of bars on fire resistance were ananlyzed. Conclusions are as follows:the main influencing parameters are sectional dimensions,load ratio,slenderness ratio;steel ratio,load eccentricity ratio,strength of steel,strength of concrete and spacing of bars are minor factors.
Based on the parametric analysis,the simplified formulas for the calculation of the fire resistance was put forward. The calculating results are in good agreement with that of numerical method.The achievements in this paper may be a reference for the fire design of PEC Columns.
引文
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[2] Tremblay,R.,Massicotte,B.,Filion,I.and Maranda,R.Experimental study on the behavior of partially encased composite columns made with light welded h steel shapes under compressive axial loads.In:1998 Annual Technical Session,and Meeting,Structural Stability Research Council,1998,195—204.
[3] Chicoine,T.Tremblay,R.Massicotte,B.Rides,J.Lu,Le-Wu Behavior and strength of partially encased composite columns with built-up shapes.Journal of Structural Engineering,ASCE,2002,128(3),279-288.
[4] Brent S.Prickett。Robert G Driver.Behaviour of partially encased composite columns made wim high performance concrete.Structure engineering report No.262,department of civil&environ—mental engineering,University of Alberta January 2006.
[5] Winter S., Lange J. (2000). Behavior of partially encased composite columns using high-strength steel -Ultimate load and fire condition. Proceedings of the Conference: Composite Construction in Steel and Concrete IV: 539-550.
[6]赵根田,郝志强,朱晓娟,李鹏宇(2008).部分包裹混凝土偏心受压短柱受力性能试验研究.内蒙古科技大学学报, 27(2):178-182.
[7] Chicoine T., Massicotte B., Tremblay R. (2002). Finite element modeling and design of partially encased composite columns.Steel & Composite Structures, 2(3): 171-194.
[8] Begum M., Driver R.G, Elwi A.E. (2007). Finite-element modeling of partially encased composite columns using the dynamic explicit method. Journal of Structural Engineering, 133(3):326-334.
[9] Marinopoulou A.A., Balopoulos V.D., Kalfas C.N. (2007). Simulation of partially encased composite steel-concrete columns with steel columns. Journal of Constructional Steel Research, 63(8):1058-1065.
[10] Chicoine T., Tremblay R., Massicotte B., Rides J., Lu L.W. (2002). Behavior and strength of partially encased composite columns with built-up shapes.Journal of Structural Engineering,ASCE,128(3): 279-288.
[11] Elnashai A.S., Brodefick B.M. (1994). Seismic resistance of compositebeam-columns in multi-story structures.Part 1:Experimental studies.Journal of Constructional Steel Research, 30: 201-229.
[12] Elnashai A.S., Brodefick B.M. (1994). Seismic Resistance of Composite Beam-Columns in Multi-Storey Structures. Part 2: Analytical Model and Discussion of Results.Journal of Constructional Steel Research,30: 231-258.
[13]赵根田,李鹏宇(2008). H型钢部分包裹混凝土组合短柱抗震性能的试验研究.内蒙古科技大学学报, 27(4): 351-354.
[14] Bursi O. S., Zandonini R., Salvatore W.,Caramelli S.,Hailer M. (2006). Seismic Behavior of a 3D Full-Scale Steel-Concrete Composite Moment Resisting Frame Structure, Proceedings of the 5th Intemational Conference on Composite construction in Steel and Concrete V: 641-652.
[15] Salcatore W., Braconi A., Bursi O. S. (2006). Component-Based Model of Dissipative Partial-strength Beam-to-Column Composite Joints, Proceedings of the 5th Intemational Conference on Composite Construction in Steel and Concrete V: 455-466.
[16] Deng X.Y.; Driver R. G. (2007). Steel plate shear walls fabricated with partially encased composite columns. Structural Stability Research Council - Proceedings of the 2007 Annual Stability Conference:437-454.
[17] Plumier A., Abed A., Tilioune B. (1995). Increase of bucking resistance and ductility of H-sections by encased concrete, Behaviour of Steel Structures in Seismic areas,edited by E M. Mazzolani and V. Gioncu,E&FN Spon,Londoll: 211-220.
[18] Hegger J., Goralski C. (2006). Structural behavior of partially concrete encased composite sections with high strength concrete. Proceedings of the 5th International Conference on Composite Construction in Steel and Concrete V:346-355.
[19]吴波.火灾后钢筋混凝土结构的力学性能[M].北京:科学出版社,2003
[20]过镇海,时旭东.钢筋混凝土的高温性能及其计算[M].北京:清华大学出版社,2003
[21]石贵平.钢筋混凝土结构中温度场和热应力的非线性有限元分析[D]. [博士学位论文],北京:清华大学土木工程系,1990
[22] Chiang C H , Tsai C L. Time-temperature analysis of bond strength of a rebar after fire exposure[J]. Cement and Concrete Research ,2003 ,33 (10) : 1651-1654
[23] Haddad R H , Shannis L G. Post fire behavior of bond between high strength pozzolanic concrete and reinforcing steel[J]. Construction and Building Materials ,2004 ,18 (6) : 425-435
[24]李国强,吴波,韩林海.结构抗火研究进展与趋势[J].建筑钢结构进展,2006, 8(1):3-13
[25] Lie , T T. Fire resistance of circular steel columns filled with bar-reinforced concrete [J]. Journal of Structural Engineering ,1994,120 (5) : 1489-1509
[26] Lie,T T, Stringer,D C. Calculation of the fire resistance of steel hollow structural section columns filled with plain concrete [J].Canadian Journal of Civil Engineering ,1994,21 (3) : 382-385
[27] T T Lie, R J Irwin. Fire resistance of rectangular steel columns filled with bar- reinforced concrete [J]. Journal of Structural Engineering ,1995,121 (5) :797-805
[28] Kodur,V K R , Lie,T T. Evaluation of fire resistance of rectangular steel columns filled with fibre - reinforced concrete [J]. Canadian Journal of Civil Engineering ,1997,24: 339 - 349
[29] Kodur,V K R. Performance of high strength concrete - filled steel columns exposed to fire [J]. Canadian Journal of Civil Engineering ,1998,25: 975-981
[30] Kodur,V K R. Performance - based fire resistance design of concrete - filled steel columns [J]. Journal of Constructional Steel Research ,1999,51 (1):21-26
[31] Wang ,Y C. A simple method for calculating the fire resistance of concrete - filled CHS columns [J]. Journal of Constructional Steel Research ,2000,54 (3) : 365 - 386
[32]钟善铜.钢管混凝土结构[M].北京:清华大学出版社,2003
[33]杨华.火灾作用下(后)钢管混凝土柱力学性能研究[D]:[博士学位论文],哈尔滨:哈尔滨工业大学土木工程学院,2003
[34]韩林海.钢管混凝土结构-理论与实践[M].第二版.北京:科学出版社,2004
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