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| # ===----------------------------------------------------------------------===// | ||
| # | ||
| # OpenSees - Open System for Earthquake Engineering Simulation | ||
| # Structural Artificial Intelligence Laboratory | ||
| # | ||
| # ===----------------------------------------------------------------------===// | ||
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| # Moment-Curvature Example 2.1 | ||
| # ---------------------------- | ||
| # Zero length element with fiber section | ||
| # Single Nodal Load, Static Analysis | ||
| # | ||
| # Example Objectives | ||
| # ------------------ | ||
| # Moment-Curvature Analysis in OpenSees | ||
| # | ||
| # Written: Andreas Schellenberg ([email protected]) | ||
| # Date: June 2017 | ||
| # | ||
| # import the OpenSees Python module | ||
| import opensees.openseespy as ops | ||
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| def moment_curvature(model, secTag, axialLoad, maxK, numIncr): | ||
| """ | ||
| A procedure for performing section analysis (only does | ||
| moment-curvature, but can be easily modified to do any mode | ||
| of section response. | ||
| Arguments | ||
| secTag -- tag identifying section to be analyzed | ||
| axialLoad -- axial load applied to section (negative is compression) | ||
| maxK -- maximum curvature reached during analysis | ||
| numIncr -- number of increments used to reach maxK (default 100) | ||
| Sets up a recorder which writes moment-curvature results to file | ||
| section$secTag.out ... the moment is in column 1, and curvature in column 2 | ||
| Written: Andreas Schellenberg ([email protected]) | ||
| Date: June 2017 | ||
| """ | ||
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| # Define two nodes at (0,0) | ||
| model.node(1, 0.0, 0.0) | ||
| model.node(2, 0.0, 0.0) | ||
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| # Fix all degrees of freedom except axial and bending | ||
| model.fix(1, 1, 1, 1) | ||
| model.fix(2, 0, 1, 0) | ||
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| # Define element | ||
| # tag ndI ndJ secTag | ||
| model.element("zeroLengthSection", 1, 1, 2, secTag) | ||
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| # Create recorder | ||
| model.recorder("Node", "disp", "-file", "section"+str(secTag)+".out", "-time", "-node", 2, "-dof", 3) | ||
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| # Define constant axial load | ||
| model.pattern("Plain", 1, "Constant", loads={2: [axialLoad, 0.0, 0.0]}) | ||
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| # Define analysis parameters | ||
| model.system("BandGeneral") | ||
| model.numberer("Plain") | ||
| model.constraints("Plain") | ||
| model.test("NormUnbalance", 1.0E-9, 10) | ||
| model.algorithm("Newton") | ||
| model.integrator("LoadControl", 0.0) | ||
| model.analysis("Static") | ||
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| # Do one analysis for constant axial load | ||
| model.analyze(1) | ||
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| # Define reference moment | ||
| model.pattern("Plain", 2, "Linear") | ||
| model.load(2, 0.0, 0.0, 1.0) | ||
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| # Compute curvature increment | ||
| dK = maxK/numIncr | ||
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| # Use displacement control at node 2 for section analysis | ||
| model.integrator("DisplacementControl", 2, 3, dK, 1, dK, dK) | ||
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| # Do the section analysis | ||
| model.analyze(numIncr) | ||
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| def create_section(): | ||
| # ------------------------------ | ||
| # Start of model generation | ||
| # ------------------------------ | ||
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| # Create a model (with two-dimensions and 3 DOF/node) | ||
| model = ops.Model(ndm=2, ndf=3) | ||
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| # Define materials for nonlinear columns | ||
| # ------------------------------------------ | ||
| # CONCRETE tag f'c ec0 f'cu ecu | ||
| # Core concrete (confined) | ||
| model.uniaxialMaterial("Concrete01", 1, -6.0, -0.004, -5.0, -0.014) | ||
| # Cover concrete (unconfined) | ||
| model.uniaxialMaterial("Concrete01", 2, -5.0, -0.002, -0.0, -0.006) | ||
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| # STEEL | ||
| # Reinforcing steel | ||
| fy = 60.0; # Yield stress | ||
| E = 30000.0; # Young's modulus | ||
| # tag fy E0 b | ||
| model.uniaxialMaterial("Steel01", 3, fy, E, 0.01) | ||
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| # Define cross-section for nonlinear columns | ||
| # ------------------------------------------ | ||
| # set some parameters | ||
| width = 15.0 | ||
| depth = 24.0 | ||
| cover = 1.5 | ||
| As = 0.60; # area of no. 7 bars | ||
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| # some variables derived from the parameters | ||
| y1 = depth/2.0 | ||
| z1 = width/2.0 | ||
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| model.section("Fiber", 1) | ||
| # Create the concrete core fibers | ||
| model.patch("rect", 1, 10, 1, cover-y1, cover-z1, y1-cover, z1-cover, section=1) | ||
| # Create the concrete cover fibers (top, bottom, left, right, section=1) | ||
| model.patch("rect", 2, 10, 1, -y1, z1-cover, y1, z1, section=1) | ||
| model.patch("rect", 2, 10, 1, -y1, -z1, y1, cover-z1, section=1) | ||
| model.patch("rect", 2, 2, 1, -y1, cover-z1, cover-y1, z1-cover, section=1) | ||
| model.patch("rect", 2, 2, 1, y1-cover, cover-z1, y1, z1-cover, section=1) | ||
| # Create the reinforcing fibers (left, middle, right, section=1) | ||
| model.layer("straight", 3, 3, As, y1-cover, z1-cover, y1-cover, cover-z1, section=1) | ||
| model.layer("straight", 3, 2, As, 0.0, z1-cover, 0.0, cover-z1, section=1) | ||
| model.layer("straight", 3, 3, As, cover-y1, z1-cover, cover-y1, cover-z1, section=1) | ||
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| # Estimate yield curvature | ||
| # (Assuming no axial load and only top and bottom steel) | ||
| d = depth - cover # d -- from cover to rebar | ||
| epsy = fy/E # steel yield strain | ||
| Ky = epsy/(0.7*d) | ||
| return model, Ky | ||
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| if __name__ == "__main__": | ||
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| model, Ky = create_section() | ||
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| P = -180.0 # Axial load | ||
| mu = 15.0 # Target ductility for analysis | ||
| numIncr = 100 # Number of analysis increments | ||
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| print("Estimated yield curvature: ", Ky) | ||
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| # Call the section analysis procedure | ||
| moment_curvature(model, 1, P, Ky*mu, numIncr) | ||
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| u = model.nodeDisp(2,3) | ||
| if abs(u-0.00190476190476190541) < 1e-12: | ||
| print('PASSED : MomentCurvature.py\n') | ||
| print("Passed!") | ||
| else: | ||
| print('FAILED : MomentCurvature.py\n') | ||
| print("Failed!") | ||
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| Original file line number | Diff line number | Diff line change |
|---|---|---|
| @@ -0,0 +1,77 @@ | ||
| # ===----------------------------------------------------------------------===// | ||
| # | ||
| # OpenSees - Open System for Earthquake Engineering Simulation | ||
| # Structural Artificial Intelligence Laboratory | ||
| # | ||
| # ===----------------------------------------------------------------------===// | ||
| # | ||
| # Define model builder | ||
| # -------------------- | ||
| model basic -ndm 2 -ndf 3 | ||
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| # Define materials for nonlinear columns | ||
| # ------------------------------------------ | ||
| # CONCRETE tag f'c ec0 f'cu ecu | ||
| # Core concrete (confined) | ||
| uniaxialMaterial Concrete01 1 -6.0 -0.004 -5.0 -0.014 | ||
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| # Cover concrete (unconfined) | ||
| uniaxialMaterial Concrete01 2 -5.0 -0.002 0.0 -0.006 | ||
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| # STEEL | ||
| # Reinforcing steel | ||
| set fy 60.0; # Yield stress | ||
| set E 30000.0; # Young's modulus | ||
| # tag fy E0 b | ||
| uniaxialMaterial Steel01 3 $fy $E 0.01 | ||
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| # Define cross-section for nonlinear columns | ||
| # ------------------------------------------ | ||
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| # set some parameters | ||
| set colWidth 15 | ||
| set colDepth 24 | ||
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| set cover 1.5 | ||
| set As 0.60; # area of no. 7 bars | ||
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| # some variables derived from the parameters | ||
| set y1 [expr $colDepth/2.0] | ||
| set z1 [expr $colWidth/2.0] | ||
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| section Fiber 1 { | ||
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| # Create the concrete core fibers | ||
| patch rect 1 10 1 [expr $cover-$y1] [expr $cover-$z1] [expr $y1-$cover] [expr $z1-$cover] | ||
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| # Create the concrete cover fibers (top, bottom, left, right) | ||
| patch rect 2 10 1 [expr -$y1] [expr $z1-$cover] $y1 $z1 | ||
| patch rect 2 10 1 [expr -$y1] [expr -$z1] $y1 [expr $cover-$z1] | ||
| patch rect 2 2 1 [expr -$y1] [expr $cover-$z1] [expr $cover-$y1] [expr $z1-$cover] | ||
| patch rect 2 2 1 [expr $y1-$cover] [expr $cover-$z1] $y1 [expr $z1-$cover] | ||
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| # Create the reinforcing fibers (left, middle, right) | ||
| layer straight 3 3 $As [expr $y1-$cover] [expr $z1-$cover] [expr $y1-$cover] [expr $cover-$z1] | ||
| layer straight 3 2 $As 0.0 [expr $z1-$cover] 0.0 [expr $cover-$z1] | ||
| layer straight 3 3 $As [expr $cover-$y1] [expr $z1-$cover] [expr $cover-$y1] [expr $cover-$z1] | ||
| } | ||
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| # Estimate yield curvature | ||
| # (Assuming no axial load and only top and bottom steel) | ||
| set d [expr $colDepth-$cover] ;# d -- from cover to rebar | ||
| set epsy [expr $fy/$E] ;# steel yield strain | ||
| set Ky [expr $epsy/(0.7*$d)] | ||
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| # Print estimate to standard output | ||
| puts "Estimated yield curvature: $Ky" | ||
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| # Set axial load | ||
| set P -180 | ||
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| set mu 15; # Target ductility for analysis | ||
| set numIncr 100; # Number of analysis increments | ||
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| # Call the section analysis procedure | ||
| source MomentCurvature.tcl | ||
| MomentCurvature 1 $P [expr $Ky*$mu] $numIncr | ||
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