Creep Model of High-Strength High-Performance Concrete Under Cyclic Loading
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摘要
Concrete creep under both static and cyclic loading conditions was investigated. Four groups of high-strength high-performance concrete(HSHPC) prism specimens were fabricated, and three of these specimens were loaded periodically by the MTS Landmark Fatigue Testing Machine System. Creep characteristics and creep coefficients of HSHPC under static loading and cyclic loading, respectively, were obtained and compared. The experimental results show that the creep strains under cyclic loading with a mean stress of 0.4 fcp and an amplitude of 0.2 fcp increase significantly compared with the creep strains under static loading, and the maximum value was 1.2-2.3 times at early stages. In addition, the creep coefficient increases nonlinearly with the number of cyclic loading repetitions. The influence coefficient for cyclic loading γcyc=1.088×(N/N0)0.078 was introduced based on the previous HSHPC creep model, and then the modified creep model under cyclic loading was established. Finally, the residual method, the CEB coefficient of variation method and the B3 coefficient of variation method were applied to evaluate the modified creep model. The statistical results demonstrate that the modified creep model agrees well with the experimental measurements. Hence, it has important theoretical and practical values for accurately predicting the deflection of concrete bridges under cyclic traffic loading.
Concrete creep under both static and cyclic loading conditions was investigated. Four groups of high-strength high-performance concrete(HSHPC) prism specimens were fabricated, and three of these specimens were loaded periodically by the MTS Landmark Fatigue Testing Machine System. Creep characteristics and creep coefficients of HSHPC under static loading and cyclic loading, respectively, were obtained and compared. The experimental results show that the creep strains under cyclic loading with a mean stress of 0.4 fcp and an amplitude of 0.2 fcp increase significantly compared with the creep strains under static loading, and the maximum value was 1.2-2.3 times at early stages. In addition, the creep coefficient increases nonlinearly with the number of cyclic loading repetitions. The influence coefficient for cyclic loading γcyc=1.088×(N/N0)0.078 was introduced based on the previous HSHPC creep model, and then the modified creep model under cyclic loading was established. Finally, the residual method, the CEB coefficient of variation method and the B3 coefficient of variation method were applied to evaluate the modified creep model. The statistical results demonstrate that the modified creep model agrees well with the experimental measurements. Hence, it has important theoretical and practical values for accurately predicting the deflection of concrete bridges under cyclic traffic loading.
Concrete creep under both static and cyclic loading conditions was investigated. Four groups of high-strength high-performance concrete(HSHPC) prism specimens were fabricated, and three of these specimens were loaded periodically by the MTS Landmark Fatigue Testing Machine System. Creep characteristics and creep coefficients of HSHPC under static loading and cyclic loading, respectively, were obtained and compared. The experimental results show that the creep strains under cyclic loading with a mean stress of 0.4 fcp and an amplitude of 0.2 fcp increase significantly compared with the creep strains under static loading, and the maximum value was 1.2-2.3 times at early stages. In addition, the creep coefficient increases nonlinearly with the number of cyclic loading repetitions. The influence coefficient for cyclic loading γcyc=1.088×(N/N0)0.078 was introduced based on the previous HSHPC creep model, and then the modified creep model under cyclic loading was established. Finally, the residual method, the CEB coefficient of variation method and the B3 coefficient of variation method were applied to evaluate the modified creep model. The statistical results demonstrate that the modified creep model agrees well with the experimental measurements. Hence, it has important theoretical and practical values for accurately predicting the deflection of concrete bridges under cyclic traffic loading.
引文
[1]Ba?ant Z P,Hubler M H,Yu Q.Excessive Creep Deflections:An Awakening[J].Concr.Int.,2011,33(8):44-46
[2]Ba?ant Z P,Yu Q,Li G H.Excessive Long-Time Deflections of Prestressed Box Girders.I:Record-Span Bridge in Palau and Other Paradigms[J].J.Struct.Eng.,2012,138(6):676-686
[3]Ba?ant Z P,Yu Q,Li G H.Excessive Long-Time Deflections of Prestressed Box Girders.II:Numerical Analysis and Lessons Learned[J].J.Struct.Eng.,2012,138(6):687-696
[4]Ba?ant Z P,Hubler M H,Yu Q.Pervasiveness of Excessive Segmental Bridge Deflections:Wake-Up Call for Creep[J].ACI Struct J.,2011,108(6):766-774
[5]Comite Euro-Iternational Du Beton.CEB-FIP Model Code for Concrete Structures[S].CEB Bulletin No.124/125-E,1978
[6]Comite Euro-Iternational Du Beton.CEB-FIP Model Code 1990[S].CEB Bulletin D’Information No.213/214,1993
[7]ACI Committee 209.Prediction of Creep,Shrinkage and Temperature Effects in Concrete Structures[S].ACI 209R-92,1992
[8]Gardner N J,Zhao J W.Creep and Shrinkage Revisited[J].ACI Mater.J.,1993,90(3):236-246
[9]Gardner N,Lockman M J.Design Provisions for Drying Shrinkage and Creep of Normal-Strength Concrete[J].ACI Mater.J.,2002,98(2):159-167
[10]Ba?ant Z P,Baweja S.Creep and Shrinkage Prediction Model for Analysis and Design of Concrete Structures Model B3[J].Mater.Struct.,1995,28(6):357-365
[11]Ba?ant Z P,Baweja S.Creep and Shrinkage Prediction Model for Analysis and Design of Concrete Structures Model B3[J].Mater.Struct.,1996,29(2):126-126
[12]Ba?ant Z P,Baweja S.Justification and Refinements of Model B3 for Concrete Creep and Shrinkage 1.Statistics and Sensitivity[J].Mater.Struct.,1995,28(7):415-430
[13]Sellier A,Multon S,Buffo-Lacarriere L,et al.Concrete Creep Modeling for Structural Applications:Non-Linearity,Multi-axiality,Hydration,Temperature and Drying Effects[J].Cem.Concr.Res.,2016,79(1):301-315
[14]Ba?ant Z P,Hubler M H.Theory of Cyclic Creep of Concrete Based on Paris Law for Fatigue Growth of Subcritical Microcracks[J].J.Mech.Phys.Solids.,2014,63:187-200
[15]Probst E.The Influence of Rapidly Alternating Loading on Concrete and Reinforced Concrete[J].The Structural Engineer,1931,9(12):410-429
[16]Whaley C P,Neville A M.Non-Elastic Deformation of Concrete Under Cyclic Compression[J].Mag.Concr.Res.,1973,25(80):145-154
[17]Hirst G A,Neville A M.Activation Energy of Creep of Concrete Under Short-Term Static and Cyclic Stresses[J].Mag.Concr.Res.,1977,29(98):13-18
[18]Koh C G,Ang K K,Zhang L.Effects of Repeated Loading on Creep Deflection of Reinforced Concrete Beams[J].Eng.Struct.,1997,19(1):2-18
[19]Gaede K.Versucheüber die Festigkeit und die Verformungen von Beton bei Druck-Schwellbeanspruchung[M].Berlin:Deutscher Ausschu?für Stahlbeton,1962
[20]Ghali A,Gayed R B,Kroman J.Sustainability of Concrete Infrastructures[J].J.Bridge Eng.,2016,21(7):1-11
[21]Pan Z F,Lu Z T,Fu C C.Experimental Study on Creep and Shrinkage of High-Strength Plain Concrete and Reinforced Concrete[J].Adv.Struct.Eng.,2011,14(2):235-247
[22]Pan Z F,Meng S P.Three-Level Experimental Approach for Creep and Shrinkage of High-Strength High-Performance Concrete[J].Eng.Struct.,2016,120:23-36
[23]Liu M Y,Li Q,Huang Y B,et al.Ultra-Long Time Performance of Steel-Concrete Composite Continuous Beam in Hong Kong-Zhuhai-Macao Bridge with Creep and Shrinkage of Concrete Slabs[J].China J.Highw.Transport.,2016,29(12):60-69
[24]Pan Z F,Li B,Lu Z T.Re-Evaluation of CEB-FIP 90 Prediction Models for Creep and Shrinkage with Experimental Database[J].Constr.Build Mater.,2013,38(2):1 022-1 030
[25]Muller H S,Hilsdorf H K.Evaluation of the Time-Dependent Behavior of Concrete,Summary Report on the Work of General Task Group No.199[M].Switzerland:CEB Bulletin’Information,1990
[2]Ba?ant Z P,Yu Q,Li G H.Excessive Long-Time Deflections of Prestressed Box Girders.I:Record-Span Bridge in Palau and Other Paradigms[J].J.Struct.Eng.,2012,138(6):676-686
[3]Ba?ant Z P,Yu Q,Li G H.Excessive Long-Time Deflections of Prestressed Box Girders.II:Numerical Analysis and Lessons Learned[J].J.Struct.Eng.,2012,138(6):687-696
[4]Ba?ant Z P,Hubler M H,Yu Q.Pervasiveness of Excessive Segmental Bridge Deflections:Wake-Up Call for Creep[J].ACI Struct J.,2011,108(6):766-774
[5]Comite Euro-Iternational Du Beton.CEB-FIP Model Code for Concrete Structures[S].CEB Bulletin No.124/125-E,1978
[6]Comite Euro-Iternational Du Beton.CEB-FIP Model Code 1990[S].CEB Bulletin D’Information No.213/214,1993
[7]ACI Committee 209.Prediction of Creep,Shrinkage and Temperature Effects in Concrete Structures[S].ACI 209R-92,1992
[8]Gardner N J,Zhao J W.Creep and Shrinkage Revisited[J].ACI Mater.J.,1993,90(3):236-246
[9]Gardner N,Lockman M J.Design Provisions for Drying Shrinkage and Creep of Normal-Strength Concrete[J].ACI Mater.J.,2002,98(2):159-167
[10]Ba?ant Z P,Baweja S.Creep and Shrinkage Prediction Model for Analysis and Design of Concrete Structures Model B3[J].Mater.Struct.,1995,28(6):357-365
[11]Ba?ant Z P,Baweja S.Creep and Shrinkage Prediction Model for Analysis and Design of Concrete Structures Model B3[J].Mater.Struct.,1996,29(2):126-126
[12]Ba?ant Z P,Baweja S.Justification and Refinements of Model B3 for Concrete Creep and Shrinkage 1.Statistics and Sensitivity[J].Mater.Struct.,1995,28(7):415-430
[13]Sellier A,Multon S,Buffo-Lacarriere L,et al.Concrete Creep Modeling for Structural Applications:Non-Linearity,Multi-axiality,Hydration,Temperature and Drying Effects[J].Cem.Concr.Res.,2016,79(1):301-315
[14]Ba?ant Z P,Hubler M H.Theory of Cyclic Creep of Concrete Based on Paris Law for Fatigue Growth of Subcritical Microcracks[J].J.Mech.Phys.Solids.,2014,63:187-200
[15]Probst E.The Influence of Rapidly Alternating Loading on Concrete and Reinforced Concrete[J].The Structural Engineer,1931,9(12):410-429
[16]Whaley C P,Neville A M.Non-Elastic Deformation of Concrete Under Cyclic Compression[J].Mag.Concr.Res.,1973,25(80):145-154
[17]Hirst G A,Neville A M.Activation Energy of Creep of Concrete Under Short-Term Static and Cyclic Stresses[J].Mag.Concr.Res.,1977,29(98):13-18
[18]Koh C G,Ang K K,Zhang L.Effects of Repeated Loading on Creep Deflection of Reinforced Concrete Beams[J].Eng.Struct.,1997,19(1):2-18
[19]Gaede K.Versucheüber die Festigkeit und die Verformungen von Beton bei Druck-Schwellbeanspruchung[M].Berlin:Deutscher Ausschu?für Stahlbeton,1962
[20]Ghali A,Gayed R B,Kroman J.Sustainability of Concrete Infrastructures[J].J.Bridge Eng.,2016,21(7):1-11
[21]Pan Z F,Lu Z T,Fu C C.Experimental Study on Creep and Shrinkage of High-Strength Plain Concrete and Reinforced Concrete[J].Adv.Struct.Eng.,2011,14(2):235-247
[22]Pan Z F,Meng S P.Three-Level Experimental Approach for Creep and Shrinkage of High-Strength High-Performance Concrete[J].Eng.Struct.,2016,120:23-36
[23]Liu M Y,Li Q,Huang Y B,et al.Ultra-Long Time Performance of Steel-Concrete Composite Continuous Beam in Hong Kong-Zhuhai-Macao Bridge with Creep and Shrinkage of Concrete Slabs[J].China J.Highw.Transport.,2016,29(12):60-69
[24]Pan Z F,Li B,Lu Z T.Re-Evaluation of CEB-FIP 90 Prediction Models for Creep and Shrinkage with Experimental Database[J].Constr.Build Mater.,2013,38(2):1 022-1 030
[25]Muller H S,Hilsdorf H K.Evaluation of the Time-Dependent Behavior of Concrete,Summary Report on the Work of General Task Group No.199[M].Switzerland:CEB Bulletin’Information,1990