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| {{CommandManualMenu}}
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| This command is used to construct a uniaxial Megalooikonomou-Monti-Santini concrete material object with degraded linear unloading/reloading stiffness according to the work of Karsan-Jirsa and no tensile strength.
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| {|
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| | style="background:yellow; color:black; width:800px" | '''uniaxialMaterial FRPConfinedConcrete $matTag $fpc1 $fpc2 $epsc0 $D $c $Ej $Sj $tj $eju $S $fyl $fyh $dlong $dtrans $Es $vo $k $useBuck'''
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| ----
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| {|
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| | style="width:150px" | '''$matTag''' || integer tag identifying material.
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| | '''$fpc1''' || concrete core compressive strength.
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| | '''$fpc2 ''' || concrete cover compressive strength.
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| | '''$epsc0 ''' || strain corresponding to unconfined concrete strength.
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| | '''$D''' || diameter of the circular section.
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| | '''$c''' || dimension of concrete cover (until the outer edge of steel stirrups)
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| | '''$Ej''' || elastic modulus of the fiber reinforced polymer (FRP) jacket.
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| | '''$Sj''' || clear spacing of the FRP strips - zero if FRP jacket is continuous.
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| | '''$tj''' || total thickness of the FRP jacket.
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| | '''$eju''' || rupture strain of the FRP jacket from tensile coupons.
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| | '''$S''' || spacing of the steel spiral/stirrups.
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| | '''$fyl''' || yielding strength of longitudinal steel bars.
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| | '''$fyh''' || yielding strength of the steel spiral/stirrups.
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| | '''$dlong''' || diameter of the longitudinal bars of the circular section.
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| | '''$dtrans''' || diameter of the steel spiral/stirrups.
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| | '''$Es''' || elastic modulus of steel.
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| | '''$vo''' || initial Poisson’s coefficient for concrete.
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| | '''$k''' || reduction factor for the rupture strain of the FRP jacket, recommended values 0.5-0.8.
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| | '''$useBuck''' || FRP jacket failure criterion due to buckling of longitudinal compressive steel bars (0 = not include it, 1= to include it).
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| |}
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| '''NOTES:'''
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| • IMPORTANT: The units of the input parameters should be in MPa, N, mm.
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| • Concrete compressive strengths and the corresponding strain should be input as positive values.
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| • When rupture of FRP jacket occurs due to dilation of concrete (lateral concrete strain exceeding reduced rupture strain of FRP jacket), the analysis is not terminated. Only a message “FRP Rupture” is plotted on the screen.
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| • When $useBuck input parameter is on (equal to 1) and the model's longitudinal steel buckling conditions are fulfilled, a message “Initiation of Buckling of Long.Bar under Compression” is plotted on the screen.
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| • When rupture of FRP jacket occurs due to its interaction with buckled longitudinal compressive steel bars, the analysis is not terminated. Only a message “FRP Rupture due to Buckling of Long.Bar under compression” is plotted on the screen.
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| '''Typical Hysteretic Stress-Strain Relation for FRPConfinedConcrete.'''
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| [[File:Figure_1_.jpg|600px]]
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| '''EXAMPLES:'''
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| Example: Cantilever FRP-Confined Circular Reinforced Concrete Column under Cyclic Lateral Loading
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| '''Cantilever Column Model Definition.'''
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| [[File:Figure_2.jpg|600px]]
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| The cantilever column was modeled by a linear beam element with its stiffness corresponding to flexural yielding and by a fiber element at the plastic hinge which is used in order to capture the flexural hysteretic behavior. The length of the fiber element was assumed to be half of the column’s diameter. A rotational spring at the bottom of the column represents the longitudinal bar pullout from the footing and was assumed to have an elastic stiffness. According to FRPConfinedConcrete model, the averaged response of the two different regions - concrete core (confined by both the FRP & the existing reinforcement) and concrete cover (confined only with the FRP wrap) - in the cross-section allows the assignment of a unique stress-strain law (FRPConfinedConcrete) to all the concrete fibers/layers of the circular section.
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| '''Input Files:'''
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| For Tcl Interpreter:
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| [[File:ExampleFRP.tcl]]
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| For Python Interpreter:
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| [[File:ExampleFRPpy.doc]]
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| Please change the file type to '''ExampleFRP.py''' to run it with Python Interpreter.
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| '''Response of Cantilever FRP-Confined Circular Reinforced Concrete Column under Cyclic Lateral Loading.'''
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| [[File:Figure_3.jpg|600px]]
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| Example: Inelastic Time-History Analysis of FRP-Retrofitted Brdige Column Subjected to Horizontal and Vertical Excitation
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| '''Brdige Column Model Definition.'''
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| [[File:Figure_1.jpg|600px]]
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| The above Figure presents the test specimen model using Beam with Hinges (BWH) element to represent the column. Two rigid elements (rigid offsets) at the top and the base are used for the top block and the footing, respectively. A rotational spring is added below the rigid element at the base. A hysteretic material that follows the bilinear moment-curvature response of the reinforced concrete section of the column under study based of FRPConfinedConcrete is employed for the section aggregator object in OpenSees which aggregates previously-defined UniaxialMaterial objects into a single section force-deformation model inside the plastic hinge length of the BWH element.
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| '''Input Files:'''
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| For Tcl Interpreter:
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| [[File:SP1.tcl]]
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| [[File:Accelerations_All.tcl]]
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| [[File:Accelerations_Vertical_All.tcl]]
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| '''Inelastic Time-History Response of FRP-Retrofitted Brdige Column Subjected to Horizontal and Vertical Excitation.'''
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| [[File:Figure_4.jpg|600px]]
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| '''OpenSees Seminar on FRPConfinedConcrete Material Model'''
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| Please click on the following link: https://www.youtube.com/watch?v=kGiHERNnfTM
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| '''References in the Literature to the Performance of 'FRPConfinedConcrete' (Megalooikonomou et al. 2012) Uniaxial Concrete Material Model'''
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| • Ahmed M. Ismail, Mohamed F.M. Fahmy, Zhishen Wu (2017), Simulating the lateral performance of FRP-confined RC circular columns using a new eccentric-based stress-strain model, Composite Structures, Vol.180, pp.88-104, https://doi.org/10.1016/j.compstruct.2017.07.075
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| • Lin, Guan (2016). Seismic performance of FRP-confined RC columns : stress-strain models and numerical simulation. Ph.D. Thesis, Department of Civil and Environmental Engineering, The Hong Kong Polytechnic University, Hong Kong, https://theses.lib.polyu.edu.hk/handle/200/8695
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| ----
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| '''REFERENCES:'''
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| • MEGALOOIKONOMOU K.G., MONTI G., SANTINI S., “Constitutive Model for Fiber –Reinforced Polymer - and Tie – Confined Concrete”, ACI Structural Journal, Vol. 109, No. 4, July 2012, pp. 569-578. https://doi.org/10.14359/51683876
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| • KARSAN, I.D., JIRSA, J.O., “Behaviour of concrete under compressive loadings”, Journal of Structural Division ASCE, Vol. 95, No. 12, 1969, pp. 2543-2563. https://doi.org/10.1061/JSDEAG.0002424
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| • MEGALOOIKONOMOU K.G., "Seismic Assessment and Retrofit of Reinforced Concrete Columns", Cambridge Scholars Publishing,
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| ISBN (10): 1-5275-2785-9, ISBN (13): 978-1-5275-2785-0, 2019, p. 387. https://www.cambridgescholars.com/product/978-1-5275-2785-0
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| • MEGALOOIKONOMOU K.G., MONTI G., "Numerical Modeling of FRP-Retrofitted Circular RC Columns Including Shear", In Proceedings of: 5th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering
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| (COMPDYN 2015), Crete Island, Greece, May 25 - 27, 2015. https://doi.org/10.7712/120115.3663.400
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| • MEGALOOIKONOMOU K.G. (2019, December). Modeling the behavior of shear-critical reinforced concrete columns under lateral loads. Ph.D. Thesis, Department of Civil and Environmental Engineering, Faculty of Engineering, University of Cyprus, Nicosia, Cyprus. https://doi.org/10.12681/eadd/47504
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| • MEGALOOIKONOMOU K.G., PAPAVASILEIOU G.S., “Analytical stress-strain model for FRP-confined rectangular RC columns.”, Front. Built Environ. Journal, Vol. 5, Article. 39, April 2019, https://doi.org/10.3389/fbuil.2019.00039
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| • GALLARDO – ZAFRA R., KAWASHIMA, K., “Analysis of CFRP RC Bridge Columns under Lateral Cyclic Loading”, Journal of Earthquake Engineering, Vol. 13, 2009, pp. 129-154. https://doi.org/10.1080/13632460802347455
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| • KUMAR P., MOSALAM K. M. (2015). Shaking Table Evaluation of Reinforced Concrete Bridge Columns Repaired Using Fiber-Reinforced Polymer Jackets, Journal of Bridge Engineering, ASCE, Vol.20; No.12 , p. 04015025.
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| https://doi.org/10.1061/(ASCE)BE.1943-5592.0000780
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| ----
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| '''Model and Code Developed By: '''
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| Dr.-Ing. Konstantinos G. Megalooikonomou, Onassis Foundation Scholar, University of Cyprus (Webpage: https://bigeconomy.gr/en/).
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