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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 $fyh $dlong $dtrans $Es $vo $k'''
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| ----
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| {|
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| | style="width:150px" | '''$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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| | '''$c''' || dimension of concrete cover (until the edge of steel stirrups)
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| | '''$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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| | '''$fyh''' || yielding strength of the steel spiral/stirrups.
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| | '''$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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| |}
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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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| '''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 the 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.
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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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| '''REFEERENCES:'''
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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 Italian Conference, University of Salerno, Fisciano, Salerno, Italy, June 10-11, 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.
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