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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 a fiber element used to capture the flexural hysteretic behavior at the plastic hinge. 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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| [[File:ExampleFRP.tcl]]
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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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| ----
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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.
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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.
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| • PAPAVASILEIOU G.S., MEGALOOIKONOMOU K.G., “Numerical Simulation of FRP-Confined Circular Bridge Piers Using OpenSees”, In Proceedings of: OpenSees Days Italy (OSD), Second International Conference, University of Salerno, Fisciano, Salerno, Italy, June 10-11, 2015.
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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 (COMPDYN 2015), Crete Island, Greece, May 25 - 27, 2015.
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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.
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| ----
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| '''Code Developed By: '''
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| Konstantinos G. Megalooikonomou, Onassis Foundation Scholar, University of Cyprus (Webpage: www.bigeconomy.gr/en/).
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