|Table of Contents|

Force Mechanism and Influencing Factors of Precast Monolithic Structures to Resist Progressive Collapse(PDF)


Research Field:
Publishing date:


Force Mechanism and Influencing Factors of Precast Monolithic Structures to Resist Progressive Collapse
HUANG Yuan12 CHEN Gui-rong12 HU Xiao-fang12
(1. Hunan Provincial Key Laboratory on Damage Diagnosis for Engineering Structures, Hunan University, Changsha 410082, Hunan, China; 2. College of Civil Engineering, Hunan University, Changsha 410082, Hunan, China)
precast monolithic structure progressive collapse arch compression mechanism catenary mechanism influencing factor
In order to study the force mechanism of arch compression and catenary stages, the monolithic precast concrete frame(PCF)models were established by SAP2000 and verified by experimental data. On the basis, the analysis models were established, and the A2 model was selected to analyze the mechanism of the two stages in detail. Then, the bearing capacities of two stages were compared with the classical plastic hinge theory, and the capacity increase coefficients of arch compression mechanism and catenary mechanism were defined as η and ξ respectively. The effects of parameters, such as span-to-height ratio, number of storey and reinforcement ratio and on the collapse resistance of the structure were studied. The results show that when the bottom reinforcement ratio increases from 0.44% to 0.88%, the maximum bearing capacities of arch compression mechanism Fu.a and catenary mechanism Fu.c increase by 37% and 88.7% respectively, and the value of η decreases from 1.25 to 1.22, and the value of η increases from 1.06 to 1.45. When the top reinforcement ratio increases from 0.66% to 1.03%, Fu.a increases by 25%, η decreases from 1.25 to 1.20, while Fu.c changes slightly, and ξ decreases from 1.57 to 1.16. When the span-height ratio increases from 8 to 15(changing the span), Fu.a and Fu.c decrease by 67% and 59% respectively, η decreases from 1.33 to 1.18, and ξ increases from 1.44 to 1.59. When the span-to-height ratio increases from 8 to 15(changing the height of beam), Fu.a and Fu.c decrease by 87.7% and 59.9% respectively, η decreases from 1.35 to 1.08, and ξ increases from 1.44 to 3.85. When the number of stories increases, η decreases, but ξ increases. The stiffness of lateral restraint has a great influence on the catenary effect. When the column's relative flexural stiffness is large or the number of spans with lateral restraint is large, the effect of catenary is more significant.


[1] PARK R,GAMBLE W L.Reinforced Concrete Slabs[M].2nd ed.Toronto:John Wiley & Sons,2000.
[2]王 英,顾祥林,林 峰.考虑压拱效应的钢筋混凝土双跨梁竖向承载力分析[J].建筑结构学报,2013,34(4):32-42.
WANG Ying,GU Xiang-lin,LIN Feng.Vertical Bearing Capacity of RC Two-bay Beams Considering Compressive Arch Action[J].Journal of Building Structures,2013,34(4):32-42.
[3]周育泷,李 易,陆新征,等.钢筋混凝土框架抗连续倒塌的压拱机制分析模型[J].工程力学,2016,33(4):34-42.
ZHOU Yu-long,LI Yi,LU Xin-zheng,et al.An Analytical Model of Compressive Arch Action of Reinforced Concrete Frames to Resist Progressive Collapse[J].Engineering Mechanics,2016,33(4):34-42.
[4]VALIPOUR H R,FOSTER S J.Finite Element Modelling of Reinforced Concrete Framed Structures Including Catenary Action[J].Computers & Structures,2010,88(9/10):529-538.
[5]李 易,陆新征,叶列平.基于能量方法的RC框架结构连续倒塌抗力需求分析Ⅱ:悬链线机制[J].建筑结构学报,2011,32(11):9-16.
LI Yi,LU Xin-zheng,YE Lie-ping.Progressive Collapse Resistance Demand of RC Frame Structures Based on Energy MethodⅡ:Catenary Mechanism[J].Journal of Building Structures,2011,32(11):9-16.
[6]SU Y P,TIAN Y,SONG X S.Progressive Collapse Resistance of Axially-restrained Frame Beams[J].ACI Structural Journal,2009,106(5):600-607.
[7]YU J,TAN K H.Structural Behavior of RC Beam-column Subassemblages Under a Middle Column Removal Scenario[J].Journal of Structural Engineering,2013,139(2):233-250.
[8]潘 元,刘伯权,邢国华,等.基于破坏准则的钢筋混凝土结构抗倒塌研究进展[J].建筑科学与工程学报,2010,27(2):51-60.
PAN Yuan,LIU Bo-quan,XING Guo-hua,et al.Re-search Progress of Seismic Collapse Resistance of Rein-forced Concrete Structures Based on Damage Criteria[J].Journal of Architecture and Civil Engineering,2010,27(2):51-60.
YAO Yu-fei,SHI Yan-chao,LI Zhong-xian.Comparison of Progressive Collapse Analysis Methods for RC Frame Structures Under Blast Loads[J].Journal of Architecture and Civil Engineering,2015,32(1):64-72.
[10]MENDIS P.Plastic Hinge Lengths of Normal and High-strength Concrete in Flexure[J].Advances in Structural Engineering,2002,4(4):189-195.
[11]DHAKAL R P,FENWICK R C.Detailing of Plastic Hinges in Seismic Design of Concrete Structures[J].ACI Structural Journal,2008,105(6):740-749.
[12]QIAN K,LI B,MA J X.Load-carrying Mechanism to Resist Progressive Collapse of RC Buildings[J].Journal of Structural Engineering,2015,141(2):04014107.
[13]YU J,TAN K H.Experimental and Numerical Investigation on Progressive Collapse Resistance of Reinforced Concrete Beam Column Sub-assemblages[J].Engineering Structures,2013,55:90-106.
[14]易伟建,何庆锋,肖 岩.钢筋混凝土框架结构抗倒塌性能的试验研究[J].建筑结构学报,2007,28(5):104-109,117.
YI Wei-jian,HE Qing-feng,XIAO Yan.Collapse Performance of RC Frame Structure[J].Journal of Building Structures,2007,28(5):104-109,117.
[15]PHAM A T,TAN K H,YU J.Numerical Investigations on Static and Dynamic Responses of Reinforced concrete Sub-assemblages Under Progressive Collapse[J].Engineering Structures,2017,149:2-20.
[16]JGJ 1—2014,装配式混凝土结构技术规程[S].
JGJ 1—2014,Technical Specification for Precast Concrete Structures[S].
[17]DoD 2010,Design of Buildings to Resist Progressive Collapse[S].


Last Update: 2019-07-26