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| Original file line number | Diff line number | Diff line change |
|---|---|---|
| @@ -0,0 +1,59 @@ | ||
| function CREATOR_MODEL_MRF_RC (AnalysisTypeID,TempPOrun) | ||
| global MainDirectory ProjectName ProjectPath | ||
| clc; | ||
| cd(ProjectPath) | ||
| load(ProjectName) | ||
| cd(MainDirectory) | ||
|
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| if TempPOrun==1; PM_Option=2; end | ||
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| % Open File to Write Code | ||
| if AnalysisTypeID==1 | ||
| PO=0; | ||
| ELF=0; | ||
| EQ=0; | ||
| INP = fopen('TempModel.tcl','w+'); | ||
| elseif TempPOrun==1 && AnalysisTypeID==2 | ||
| PO=1; | ||
| ELF=0; | ||
| EQ=0; | ||
| INP = fopen('TempModelPO.tcl','w+'); | ||
| else | ||
| INP = fopen(OpenSEESFileName,'w+'); | ||
| end | ||
|
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| if Analysisstatus==1 | ||
| write_OpenArguments(INP, NStory, FrameType, EQ, PO, ELF, MaxRunTime, CompositeX, Animation, MainDirectory, RFpath, ModePO, DriftPO, DampModeI, DampModeJ, zeta, BuildOption, AnalysisTypeID); | ||
| else | ||
| write_OpenArguments(INP, NStory, FrameType, 0, 0, 0, 60, CompositeX, 0, MainDirectory, RFpath, 1, 0.1, 1, NStory, 0.02, 2, AnalysisTypeID); | ||
| end | ||
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| write_SourceSubroutine (INP, FrameType,AnalysisTypeID,ColElementOption,GFX,PZ_Multiplier); | ||
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| write_ResultsFolder (INP, AnalysisTypeID,TempPOrun,Uncertainty); | ||
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| write_BasicInput (INP, FrameType,NStory,NBay,CompositeX,Comp_I,Comp_I_GC,Units,E,mu,fy,fyBrace,fyGP,Er,fyR,muR,Ec,fc,muC,EL_Multiplier,SteelMatID,TransformationX,nSegments,initialGI,nIntegration,Sigma, Uncertainty); | ||
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| write_PreCalculatedGeometry (INP, NStory, NBay, HStory, WBay, WBuilding, MF_BEAMS, CGP_RigidOffset, MGP_RigidOffset, a, b, FrameType, Units); | ||
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| write_Nodes (INP, NStory, NBay, FrameType, BraceLayout, MF_COLUMNS, MF_BEAMS, MGP_W, EBF_W, Splice, HStory, PZ_Multiplier, MFconnection, Units); | ||
|
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| [EL_ELEMENTS] = write_ElasticBeamsColumns_RC (INP, NStory, NBay, ColElementOption, BeamElementOption, MF_COLUMNS, MF_BEAMS, nIntegration, coeff_cracked); | ||
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| write_PZ_RC(INP,NStory,NBay,MF_COLUMNS,MF_BEAMS); | ||
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| write_BeamSpring_MRF_RC (INP, NStory, NBay, WBay, ModelELOption, MF_COLUMNS, MF_BEAMS, a_sl, Units); | ||
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| [Py_Col]=write_ColumnSpring_RC (INP, NStory, NBay, HStory, ColElementOption, PM_Option, MF_COLUMNS, MF_BEAMS, fc, a_sl, Units); | ||
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| write_FloorLinks (INP,NStory,NBay,WBay,PZ_Multiplier,FloorLink,Fs,Fs_Profile); | ||
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| write_EGFelements_RC (INP,NStory,NBay,HStory,GFX,Orientation,nMF,nGC,nGB,MF_COLUMNS,GF_COLUMNS,GF_BEAMS, coeff_cracked); | ||
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| write_EGFsprings_RC (INP,NStory,NBay,HStory,GFX,Orientation,nMF,nGC,nGB,MF_COLUMNS,GF_COLUMNS,GF_BEAMS, coeff_cracked); | ||
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| write_BCs (INP,FrameType,NStory,NBay,PZ_Multiplier,RigidFloor,Support,MidSpanConstraint,BraceLayout); | ||
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| write_Recorders(INP, NStory, NBay, Recorders, Filename, FrameType, BraceLayout, Splice, FloorLink, AnalysisTypeID); | ||
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| write_Mass(INP, EL_ELEMENTS); |
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| Original file line number | Diff line number | Diff line change |
|---|---|---|
| @@ -0,0 +1,53 @@ | ||
| function CREATOR_MODEL_MRF_RC_Fiber (AnalysisTypeID,TempPOrun) | ||
| global MainDirectory ProjectName ProjectPath | ||
| clc; | ||
| cd(ProjectPath) | ||
| load(ProjectName) | ||
| cd(MainDirectory) | ||
|
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| if TempPOrun==1; PM_Option=2; end | ||
|
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| % Open File to Write Code | ||
| if AnalysisTypeID==1 | ||
| PO=0; | ||
| ELF=0; | ||
| EQ=0; | ||
| INP = fopen('TempModel.tcl','w+'); | ||
| elseif TempPOrun==1 && AnalysisTypeID==2 | ||
| PO=1; | ||
| ELF=0; | ||
| EQ=0; | ||
| INP = fopen('TempModelPO.tcl','w+'); | ||
| else | ||
| INP = fopen(OpenSEESFileName,'w+'); | ||
| end | ||
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| if Analysisstatus==1 | ||
| write_OpenArguments(INP, NStory, FrameType, EQ, PO, ELF, MaxRunTime, CompositeX, Animation, MainDirectory, RFpath, ModePO, DriftPO, DampModeI, DampModeJ, zeta, BuildOption, AnalysisTypeID); | ||
| else | ||
| write_OpenArguments(INP, NStory, FrameType, 0, 0, 0, 60, CompositeX, 0, MainDirectory, RFpath, 1, 0.1, 1, NStory, 0.02, 2, AnalysisTypeID); | ||
| end | ||
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| write_SourceSubroutine (INP, FrameType,AnalysisTypeID,ColElementOption,GFX,PZ_Multiplier); | ||
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| write_ResultsFolder (INP, AnalysisTypeID,TempPOrun,Uncertainty); | ||
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| write_BasicInput (INP, FrameType,NStory,NBay,CompositeX,Comp_I,Comp_I_GC,Units,E,mu,fy,fyBrace,fyGP,Er,fyR,muR,Ec,fc,muC,EL_Multiplier,SteelMatID,TransformationX,nSegments,initialGI,nIntegration,Sigma, Uncertainty); | ||
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| write_PreCalculatedGeometry (INP, NStory, NBay, HStory, WBay, WBuilding, MF_BEAMS, CGP_RigidOffset, MGP_RigidOffset, a, b, FrameType, Units); | ||
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| write_Nodes_FiberFrame (INP, NStory, NBay, HStory); | ||
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| [EL_ELEMENTS] = write_BeamsColumns_FiberFrame (INP, NStory, NBay, ColElementOption, MF_COLUMNS, MF_BEAMS, nIntegration); | ||
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| write_FloorLinks_FiberFrame (INP,NStory,NBay,WBay,FloorLink,Fs,Fs_Profile); | ||
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| write_EGFelements_FiberFrame (INP,NStory,NBay,GFX,Orientation,nMF,nGC,nGB,MF_COLUMNS,GF_COLUMNS,GF_BEAMS) | ||
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| write_EGFsprings_FiberFrame (INP,NStory,NBay,GFX); | ||
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| write_BCs_FiberFrame (INP,NStory,NBay,RigidFloor,Support); | ||
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| write_Recorders_FiberFrame(INP, NStory, NBay, Recorders, Filename, FloorLink, AnalysisTypeID); | ||
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| write_Mass_FiberFrame(INP, EL_ELEMENTS); |
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| Original file line number | Diff line number | Diff line change |
|---|---|---|
| @@ -0,0 +1,81 @@ | ||
| ################################################################################################################## | ||
| # ConstructPanel_RC.tcl | ||
| # | ||
| # SubRoutine to construct nodes, rigid elements and elastic rotational spring for an RC joint panel zone | ||
| # | ||
| ################################################################################################################## | ||
| # | ||
| # Input Arguments: | ||
| #------------------ | ||
| # Axis Axis number ID | ||
| # Floor Floor number ID | ||
| # E Young's modulus | ||
| # A_Panel Area of rigid link that creates the panel zone | ||
| # I_Panel Moment of inertia of rigid link that creates the panel zone | ||
| # d_Col Column section depth | ||
| # d_Beam Beam section depth | ||
| # transfTag Geometric transformation ID | ||
| # ShapeID The panel shape ID: 0: No elements are removed | ||
| # 2: Left element is removed | ||
| # 3: Top element is removed | ||
| # 4: Right element is removed | ||
| # 23: Left and Top elements are removed | ||
| # 34: Right and Top elements are removed | ||
| # | ||
| # Written by: Dr. Ahmed Elkady, University of Southampton, UK | ||
| # | ||
| ################################################################################################################## | ||
|
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| proc ConstructPanel_RC {Axis Floor X_Axis Y_Floor E A_Panel I_Panel d_Col d_Beam transfTag ShapeID} { | ||
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| # Construct Panel Node Notation | ||
| set NodeCL [expr ($Floor*10+$Axis)*10]; # Grid Line Dummy Node | ||
| set NodeCL2 [expr ($Floor*10+$Axis)*100+1]; # Grid Line Dummy Node #2 | ||
| set NodeID [expr 400000+$Floor*1000+$Axis*100]; # Grid Line Dummy Node | ||
| set Node_XY01 [expr $NodeID + 1]; | ||
| set Node_XY02 [expr $NodeID + 2]; | ||
| set Node_XY03 [expr $NodeID + 3]; | ||
| set Node_XY04 [expr $NodeID + 4]; | ||
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| # Construct Panel Element Notation | ||
| set P_Elm_100XY00 [expr 7000000 + $Floor*1000 + $Axis*100]; # ID for ZeroLength Panel Element | ||
| set P_Elm_100XY01 [expr $P_Elm_100XY00 + 1]; | ||
| set P_Elm_100XY02 [expr $P_Elm_100XY00 + 2]; | ||
| set P_Elm_100XY03 [expr $P_Elm_100XY00 + 3]; | ||
| set P_Elm_100XY04 [expr $P_Elm_100XY00 + 4]; | ||
|
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| # Construct Panel Node Coordinates | ||
| # node [NodeID] [XCoordinate] [YCoordinate] | ||
| node $NodeCL $X_Axis $Y_Floor; | ||
| node $NodeCL2 $X_Axis $Y_Floor; | ||
| node $Node_XY01 [expr $X_Axis] [expr $Y_Floor - $d_Beam/2]; | ||
| if {$ShapeID != 2 && $ShapeID != 23} { | ||
| node $Node_XY02 [expr $X_Axis - $d_Col/2] [expr $Y_Floor]; | ||
| } | ||
| if {$ShapeID != 3 && $ShapeID != 23 && $ShapeID != 34} { | ||
| node $Node_XY03 [expr $X_Axis] [expr $Y_Floor + $d_Beam/2]; | ||
| } | ||
| #if {$ShapeID != 4 && $ShapeID != 34} { | ||
| node $Node_XY04 [expr $X_Axis + $d_Col/2] [expr $Y_Floor]; | ||
| #} | ||
| # Construct Panel Element Property | ||
| # tag ndI ndJ A_PZ E I_PZ transfTag | ||
| element elasticBeamColumn $P_Elm_100XY01 $NodeCL $Node_XY01 $A_Panel $E $I_Panel $transfTag; | ||
| if {$ShapeID != 2 && $ShapeID != 23} { | ||
| element elasticBeamColumn $P_Elm_100XY02 $NodeCL2 $Node_XY02 $A_Panel $E $I_Panel $transfTag; | ||
| } | ||
| if {$ShapeID != 3 && $ShapeID != 23 && $ShapeID != 34} { | ||
| element elasticBeamColumn $P_Elm_100XY03 $NodeCL $Node_XY03 $A_Panel $E $I_Panel $transfTag; | ||
| } | ||
| #if {$ShapeID != 4 && $ShapeID != 34} { | ||
| element elasticBeamColumn $P_Elm_100XY04 $NodeCL2 $Node_XY04 $A_Panel $E $I_Panel $transfTag; | ||
| #} | ||
|
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| # Construct Panel Spring | ||
| set SpringID [expr 9000000 + $Floor*1000 + $Axis*100]; # ID for ZeroLength Panel Spring Element | ||
| #set Kshear *****; | ||
| #uniaxialMaterial Elastic $SpringID $Kshear; #Flexible Material | ||
| element zeroLength $SpringID $NodeCL $NodeCL2 -mat 99 99 99 -dir 1 2 6 -doRayleigh 1; | ||
|
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||
| } |
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| Original file line number | Diff line number | Diff line change |
|---|---|---|
| @@ -0,0 +1,50 @@ | ||
| ################################################################################################################## | ||
| # Define_Material_RC.tcl | ||
| # | ||
| # SubRoutine to create an RC uniaxial material using the Concrete04 model | ||
| # | ||
| ################################################################################################################## | ||
| # | ||
| # Input Arguments: | ||
| #------------------ | ||
| # matTag Material ID | ||
| # Ec Young's modulus | ||
| # fc Compressive strength | ||
| # type Confined or Unconfined | ||
| # | ||
| # Written by: Dr. Ahmed Elkady, University of Southampton, UK | ||
| # | ||
| ################################################################################################################## | ||
|
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| proc Define_Material_RC {matTag Ec fc type} { | ||
|
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| set lambda 0.1; # ratio between unloading slope at ec and initial slope $Ec | ||
| set beta 0.1; # parameter to define the residual stress (as a factor of $ft) at ultimate tensile strain | ||
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| if {$type == "confined"} { | ||
| # confined concrete | ||
| set Kfc 1.3; # ratio of confined to unconfined concrete strength | ||
| set Kres 0.2; # ratio of residual/ultimate to maximum stress | ||
| set fc [expr -1.*$Kfc*$fc]; # Confined concrete (mander model), maximum stress | ||
| set ec [expr 2.*$fc/$Ec]; # strain at maximum stress (computed assuming that the secant stiffness $ec is half the initial stiffness $E) | ||
| set fcu [expr $Kres*$fc]; # ultimate stress | ||
| set ecu [expr 20*$ec]; # strain at residual/failure stress | ||
| set ft [expr -0.14*$fc]; # tensile strength | ||
| set et [expr $ft/$Ec]; # strain at ultimate tensile stress | ||
| set ets [expr $ft/0.002]; # tension softening stiffness (absolute value) (slope of the linear tension softening branch) | ||
| } else { | ||
| # unconfined concrete | ||
| set Kres 0.2; # ratio of residual/ultimate to maximum stress | ||
| set fc [expr -1.*$fc]; # Unconfined concrete (todeschini parabolic model), maximum stress | ||
| set ec -0.003; # strain at maximum strength of unconfined concrete | ||
| set fcu [expr $Kres*$fc]; # ultimate stress | ||
| set ecu -0.01; # strain at ultimate stress | ||
| set ft [expr -0.14*$fc]; # tensile strength | ||
| set et [expr $ft/$Ec]; # strain at ultimate tensile stress | ||
| set ets [expr $ft/0.002]; # tension softening stiffness (absolute value) (slope of the linear tension softening branch) | ||
| } | ||
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| #uniaxialMaterial Concrete02 $matTag $fc $ec $fcu $ecu $lambda $ft $ets; | ||
| uniaxialMaterial Concrete04 $matTag $fc $ec $ecu $Ec $ft $et $beta; | ||
|
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| } |
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