smillmorel
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- core/units: two dominant systems (Metric m/kN, Imperial ft/kip) with display conversion helpers, legacy 4-system migration in ProjectMeta - dialogs/docks: unit-aware material, section, case, load, grid and results labels; diagram renderer unit labels; render controls update - docs: add consistent_units.md; regen examples/*.osmodel artifacts - tests: update persistence/phase8/project/unit-labels for new systems
460 lines
14 KiB
Python
460 lines
14 KiB
Python
"""Shared builders for OpenSees Example 4 portal-frame variants."""
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from __future__ import annotations
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from dataclasses import dataclass
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from pathlib import Path
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import math
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import sys
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if __package__ is None or __package__ == "":
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sys.path.insert(0, str(Path(__file__).resolve().parents[1] / "src"))
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from otko.core import ( # noqa: E402
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AggregatorDOF,
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Concrete02,
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ElasticBeamColumn,
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ElasticSection,
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ElasticUniaxial,
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FiberSection,
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ForceBeamColumn,
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LinearTimeSeries,
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NodalLoad,
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Node,
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PathTimeSeries,
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PlainLoadPattern,
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Project,
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ProjectMeta,
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PushoverCase,
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RectangularPatch,
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SectionAggregator,
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StaticCase,
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Steel01,
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Steel02,
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StraightLayer,
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TransientCase,
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UniformElementLoad,
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UniformExcitationPattern,
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UnitSystem,
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)
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INCH = 1.0
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KIP = 1.0
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SEC = 1.0
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FT = 12.0 * INCH
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KSI = KIP / INCH**2
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PSI = KSI / 1000.0
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G_ACCEL = 32.2 * FT / SEC**2
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PI = math.pi
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L_COL = 36.0 * FT
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L_BEAM = 42.0 * FT
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H_BEAM = 8.0 * FT
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B_BEAM = 5.0 * FT
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A_BEAM = B_BEAM * H_BEAM
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IZ_BEAM = (1.0 / 12.0) * B_BEAM * H_BEAM**3
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FC = -4.0 * KSI
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E_C = 57.0 * KSI * math.sqrt(-FC / PSI)
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N_GRAVITY = 10
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GRAVITY_STEP = 1.0 / N_GRAVITY
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PUSH_TARGET = 0.1 * L_COL
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PUSH_STEP = 0.001 * L_COL
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NUM_INT_PTS = 5
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SINE_AMPLITUDE = 0.5 * G_ACCEL
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SINE_PERIOD = 0.35 * SEC
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SINE_DURATION = 3.0 * SEC
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GROUND_DT = 0.005 * SEC
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ANALYSIS_DT = 0.01 * SEC
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ANALYSIS_DURATION = 10.0 * SEC
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ANALYSIS_STEPS = int(ANALYSIS_DURATION / ANALYSIS_DT)
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DAMPING_RATIO = 0.02
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_ROOT = Path(__file__).resolve().parent
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REFERENCE_PUSH_TCL = _ROOT / "data" / "Ex4.Portal2D.analyze.Static.Push.tcl.txt"
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REFERENCE_SINE_TCL = _ROOT / "data" / "Ex4.Portal2D.analyze.Dynamic.sine.Uniform.tcl.txt"
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def sine_accel_values(
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dt: float = GROUND_DT,
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amplitude: float = SINE_AMPLITUDE,
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period: float = SINE_PERIOD,
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duration: float = SINE_DURATION,
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) -> list[float]:
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"""Sample the Example 4 sine support motion as a PathTimeSeries."""
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omega = 2.0 * PI / period
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n_points = int(round(duration / dt)) + 1
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return [amplitude * math.sin(omega * i * dt) for i in range(n_points)]
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def sine_velocity_values(
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dt: float = GROUND_DT,
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amplitude: float = SINE_AMPLITUDE,
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period: float = SINE_PERIOD,
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duration: float = SINE_DURATION,
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) -> list[float]:
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"""Velocity history consistent with the Tcl ``-vel0`` sine recipe."""
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omega = 2.0 * PI / period
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n_points = int(round(duration / dt)) + 1
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return [-(amplitude / omega) * math.cos(omega * i * dt) for i in range(n_points)]
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@dataclass(frozen=True)
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class ElasticVariant:
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name: str
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description: str
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weight: float
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h_col: float
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b_col: float
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build_tcl_name: str
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@dataclass(frozen=True)
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class InelasticSectionVariant(ElasticVariant):
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my_col: float
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phi_y_col: float
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hardening_ratio: float = 0.01
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@dataclass(frozen=True)
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class FiberVariant(ElasticVariant):
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cover_col: float
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num_bars_col: int
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bar_area_col: float
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eps1_u: float
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eps2_u: float
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lambda_: float
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fy: float
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es: float
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bs: float
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r0: float
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cr1: float
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cr2: float
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n_fib_y: int
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n_fib_z: int
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ELASTIC_VARIANT = ElasticVariant(
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name="OpenSees Ex 4 - Portal Frame (Elastic Build)",
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description="Example 4 elastic portal frame with shared gravity, push, and sine-wave support motion.",
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weight=4000.0 * KIP,
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h_col=5.0 * FT,
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b_col=4.0 * FT,
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build_tcl_name="Ex4.Portal2D.build.ElasticElement.tcl.txt",
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)
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INELASTIC_SECTION_VARIANT = InelasticSectionVariant(
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name="OpenSees Ex 4 - Portal Frame (Inelastic Section Build)",
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description="Example 4 portal frame with aggregated uniaxial inelastic column sections and shared analyses.",
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weight=4000.0 * KIP,
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h_col=5.0 * FT,
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b_col=4.0 * FT,
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build_tcl_name="Ex4.Portal2D.build.InelasticSection.tcl.txt",
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my_col=130000.0 * KIP * INCH,
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phi_y_col=0.65e-4 / INCH,
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)
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FIBER_VARIANT = FiberVariant(
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name="OpenSees Ex 4 - Portal Frame (Fiber Section Build)",
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description="Example 4 portal frame with fiber-section columns and shared pushover / sine-wave analyses.",
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weight=2000.0 * KIP,
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h_col=5.0 * FT,
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b_col=5.0 * FT,
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build_tcl_name="Ex4.Portal2D.build.InelasticFiberSection.tcl.txt",
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cover_col=6.0 * INCH,
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num_bars_col=10,
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bar_area_col=2.25 * INCH**2,
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eps1_u=-0.003,
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eps2_u=-0.05,
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lambda_=0.1,
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fy=66.8 * KSI,
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es=29000.0 * KSI,
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bs=0.01,
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r0=18.0,
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cr1=0.925,
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cr2=0.15,
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n_fib_y=16,
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n_fib_z=4,
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)
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def _common_nodes(weight: float) -> list[Node]:
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p_col = weight / 2.0
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mass = p_col / G_ACCEL
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return [
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Node(id=1, name="Base-L", coords=(0.0, 0.0, 0.0), restraint=(True, True, False, False, False, True)),
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Node(id=2, name="Base-R", coords=(L_BEAM, 0.0, 0.0), restraint=(True, True, False, False, False, True)),
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Node(id=3, name="Top-L", coords=(0.0, L_COL, 0.0), mass=(mass, 0.0, 0.0, 0.0, 0.0, 0.0)),
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Node(id=4, name="Top-R", coords=(L_BEAM, L_COL, 0.0), mass=(mass, 0.0, 0.0, 0.0, 0.0, 0.0)),
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]
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def _common_patterns(weight: float) -> tuple[list[LinearTimeSeries | PathTimeSeries], list[PlainLoadPattern | UniformExcitationPattern]]:
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p_col = weight / 2.0
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w_beam = -weight / L_BEAM
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time_series = [
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LinearTimeSeries(id=1, name="Gravity"),
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LinearTimeSeries(id=200, name="Lateral"),
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PathTimeSeries(
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id=400,
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name="Sine-0p5g",
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dt=GROUND_DT,
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values=sine_accel_values(),
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file_path="generated:sine-wave",
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),
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PathTimeSeries(
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id=401,
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name="SineVel-0p5g",
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dt=GROUND_DT,
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values=sine_velocity_values(),
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file_path="generated:sine-wave-velocity",
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),
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]
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patterns = [
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PlainLoadPattern(
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id=1,
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name="Gravity",
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time_series_id=1,
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element_loads=[UniformElementLoad(element_id=3, wy=w_beam)],
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),
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PlainLoadPattern(
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id=200,
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name="Pushover-X",
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time_series_id=200,
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nodal_loads=[
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NodalLoad(node_id=3, forces=(p_col, 0.0, 0.0, 0.0, 0.0, 0.0)),
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NodalLoad(node_id=4, forces=(p_col, 0.0, 0.0, 0.0, 0.0, 0.0)),
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],
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),
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UniformExcitationPattern(
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id=400,
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name="Sine-Uniform-X",
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direction=1,
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accel_series_id=400,
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vel_series_id=401,
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),
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]
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return time_series, patterns
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def _common_analyses() -> list[StaticCase | PushoverCase | TransientCase]:
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return [
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StaticCase(
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id=1,
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name="Gravity",
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pattern_ids=[1],
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n_steps=N_GRAVITY,
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load_factor_increment=GRAVITY_STEP,
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system="BandGeneral",
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constraints="Plain",
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integrator="LoadControl",
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algorithm="Newton",
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test="NormDispIncr",
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tolerance=1e-8,
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max_iter=6,
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),
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PushoverCase(
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id=2,
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name="Push",
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preload_case_ids=[1],
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pattern_ids=[200],
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control_node=3,
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control_dof=1,
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target_disp=PUSH_TARGET,
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step_size=PUSH_STEP,
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base_nodes=[1, 2],
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system="BandGeneral",
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constraints="Plain",
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algorithm="Newton",
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test="EnergyIncr",
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tolerance=1e-8,
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max_iter=6,
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),
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TransientCase(
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id=3,
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name="Sine-Uniform",
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preload_case_ids=[1],
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pattern_ids=[400],
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dt=ANALYSIS_DT,
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n_steps=ANALYSIS_STEPS,
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system="BandGeneral",
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constraints="Transformation",
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integrator="Newmark",
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integrator_params=(0.5, 0.25),
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algorithm="ModifiedNewton",
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test="EnergyIncr",
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tolerance=1e-8,
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max_iter=10,
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rayleigh_mode1_damping=DAMPING_RATIO,
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),
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]
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def build_ex4_portal2d_elastic_element() -> Project:
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a_col = ELASTIC_VARIANT.b_col * ELASTIC_VARIANT.h_col
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iz_col = (1.0 / 12.0) * ELASTIC_VARIANT.b_col * ELASTIC_VARIANT.h_col**3
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time_series, patterns = _common_patterns(ELASTIC_VARIANT.weight)
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return Project(
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meta=ProjectMeta(
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name=ELASTIC_VARIANT.name,
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author="OpenSees Wiki / Silvia Mazzoni & Frank McKenna",
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description=ELASTIC_VARIANT.description,
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units=UnitSystem.IMPERIAL,
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),
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ndm=2,
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ndf=3,
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nodes=_common_nodes(ELASTIC_VARIANT.weight),
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sections=[
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ElasticSection(id=1, name="Columns", E=E_C, A=a_col, Iz=iz_col, Iy=iz_col, G=1.0, J=1.0),
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ElasticSection(id=2, name="Beam", E=E_C, A=A_BEAM, Iz=IZ_BEAM, Iy=IZ_BEAM, G=1.0, J=1.0),
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],
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elements=[
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ElasticBeamColumn(id=1, name="Col-L", nodes=(1, 3), section_id=1, geom_transf="Linear"),
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ElasticBeamColumn(id=2, name="Col-R", nodes=(2, 4), section_id=1, geom_transf="Linear"),
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ElasticBeamColumn(id=3, name="Beam", nodes=(3, 4), section_id=2, geom_transf="Linear"),
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],
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time_series=time_series,
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load_patterns=patterns,
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analyses=_common_analyses(),
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)
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def build_ex4_portal2d_inelastic_section() -> Project:
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a_col = INELASTIC_SECTION_VARIANT.b_col * INELASTIC_SECTION_VARIANT.h_col
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ei_col_cracked = INELASTIC_SECTION_VARIANT.my_col / INELASTIC_SECTION_VARIANT.phi_y_col
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time_series, patterns = _common_patterns(INELASTIC_SECTION_VARIANT.weight)
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return Project(
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meta=ProjectMeta(
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name=INELASTIC_SECTION_VARIANT.name,
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author="OpenSees Wiki / Silvia Mazzoni & Frank McKenna",
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description=INELASTIC_SECTION_VARIANT.description,
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units=UnitSystem.IMPERIAL,
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),
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ndm=2,
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ndf=3,
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nodes=_common_nodes(INELASTIC_SECTION_VARIANT.weight),
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materials=[
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Steel01(
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id=2,
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name="Flexural-Steel01",
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Fy=INELASTIC_SECTION_VARIANT.my_col,
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E0=ei_col_cracked,
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b=INELASTIC_SECTION_VARIANT.hardening_ratio,
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),
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ElasticUniaxial(id=3, name="Axial-Elastic", E=E_C * a_col),
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],
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sections=[
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SectionAggregator(
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id=1,
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name="Column-Section",
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pairings=[
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AggregatorDOF(material_id=3, dof="P"),
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AggregatorDOF(material_id=2, dof="Mz"),
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],
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),
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ElasticSection(id=2, name="Beam", E=E_C, A=A_BEAM, Iz=IZ_BEAM, Iy=IZ_BEAM, G=1.0, J=1.0),
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],
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elements=[
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ForceBeamColumn(id=1, name="Col-L", nodes=(1, 3), section_id=1, integration_points=NUM_INT_PTS, geom_transf="Linear"),
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ForceBeamColumn(id=2, name="Col-R", nodes=(2, 4), section_id=1, integration_points=NUM_INT_PTS, geom_transf="Linear"),
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ForceBeamColumn(id=3, name="Beam", nodes=(3, 4), section_id=2, integration_points=NUM_INT_PTS, geom_transf="Linear"),
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],
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time_series=time_series,
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load_patterns=patterns,
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analyses=_common_analyses(),
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)
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def build_ex4_portal2d_inelastic_fiber_section() -> Project:
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cover_y = FIBER_VARIANT.h_col / 2.0
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cover_z = FIBER_VARIANT.b_col / 2.0
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core_y = cover_y - FIBER_VARIANT.cover_col
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core_z = cover_z - FIBER_VARIANT.cover_col
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ft_u = -0.14 * FC
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ets = ft_u / 0.002
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time_series, patterns = _common_patterns(FIBER_VARIANT.weight)
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return Project(
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meta=ProjectMeta(
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name=FIBER_VARIANT.name,
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author="OpenSees Wiki / Silvia Mazzoni & Frank McKenna",
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description=FIBER_VARIANT.description,
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units=UnitSystem.IMPERIAL,
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),
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ndm=2,
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ndf=3,
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nodes=_common_nodes(FIBER_VARIANT.weight),
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materials=[
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Concrete02(
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id=1,
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name="Cover-Concrete",
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fpc=FC,
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epsc0=FIBER_VARIANT.eps1_u,
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fpcu=0.2 * FC,
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epsU=FIBER_VARIANT.eps2_u,
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lambda_=FIBER_VARIANT.lambda_,
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ft=ft_u,
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Ets=ets,
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),
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Steel02(
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id=2,
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name="Rebar-Steel02",
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Fy=FIBER_VARIANT.fy,
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E0=FIBER_VARIANT.es,
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b=FIBER_VARIANT.bs,
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R0=FIBER_VARIANT.r0,
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cR1=FIBER_VARIANT.cr1,
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cR2=FIBER_VARIANT.cr2,
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),
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],
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sections=[
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FiberSection(
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id=1,
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name="Column-Fiber-Section",
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patches=[
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RectangularPatch(
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material_id=1,
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n_fib_y=FIBER_VARIANT.n_fib_y,
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n_fib_z=FIBER_VARIANT.n_fib_z,
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y_i=-cover_y,
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z_i=-cover_z,
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y_j=cover_y,
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z_j=cover_z,
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),
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],
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layers=[
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StraightLayer(
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material_id=2,
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n_bars=FIBER_VARIANT.num_bars_col,
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bar_area=FIBER_VARIANT.bar_area_col,
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y_start=-core_y,
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z_start=core_z,
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y_end=-core_y,
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z_end=-core_z,
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),
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StraightLayer(
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material_id=2,
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n_bars=FIBER_VARIANT.num_bars_col,
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bar_area=FIBER_VARIANT.bar_area_col,
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y_start=core_y,
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z_start=core_z,
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y_end=core_y,
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z_end=-core_z,
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),
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],
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),
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ElasticSection(id=2, name="Beam", E=E_C, A=A_BEAM, Iz=IZ_BEAM, Iy=IZ_BEAM, G=1.0, J=1.0),
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],
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elements=[
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ForceBeamColumn(id=1, name="Col-L", nodes=(1, 3), section_id=1, integration_points=NUM_INT_PTS, geom_transf="Linear"),
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ForceBeamColumn(id=2, name="Col-R", nodes=(2, 4), section_id=1, integration_points=NUM_INT_PTS, geom_transf="Linear"),
|
|
ForceBeamColumn(id=3, name="Beam", nodes=(3, 4), section_id=2, integration_points=NUM_INT_PTS, geom_transf="Linear"),
|
|
],
|
|
time_series=time_series,
|
|
load_patterns=patterns,
|
|
analyses=_common_analyses(),
|
|
)
|