Use Pint and unit-free variable names in concrete-beam
Convert input parsing to Pint (matching the other calculations), carry units in the YAML values, and drop unit suffixes from input keys, local variables, results keys, the Typst sheet, and tests.
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6 changed files with 176 additions and 165 deletions
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@ -10,54 +10,68 @@ try:
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except ImportError:
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except ImportError:
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raise SystemExit("Install PyYAML: python -m pip install pyyaml")
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raise SystemExit("Install PyYAML: python -m pip install pyyaml")
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try:
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from pint import DimensionalityError, UndefinedUnitError, UnitRegistry
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except ImportError:
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raise SystemExit("Install dependencies: python -m pip install -r requirements.txt")
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HERE = Path(__file__).resolve().parent
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HERE = Path(__file__).resolve().parent
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ureg = UnitRegistry()
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ureg.define("kip = 1000 * force_pound")
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ureg.define("ksi = kip / inch ** 2")
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ureg.define("psf = force_pound / foot ** 2")
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ureg.define("pcf = force_pound / foot ** 3")
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def _require_positive(name: str, value: float) -> float:
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if value <= 0:
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def quantity(value, unit: str, name: str) -> float:
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try:
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q = ureg.Quantity(value).to(unit)
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except (DimensionalityError, UndefinedUnitError, TypeError, ValueError) as exc:
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raise ValueError(f"{name}: expected {unit}, got {value!r}") from exc
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magnitude = float(q.magnitude)
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if magnitude <= 0:
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raise ValueError(f"{name} must be positive")
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raise ValueError(f"{name} must be positive")
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return value
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return magnitude
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def compute(inp: dict) -> dict:
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def compute(inp: dict) -> dict:
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span_ft = _require_positive("span_ft", float(inp["span_ft"]))
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span = quantity(inp["span"], "ft", "span")
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tributary_ft = _require_positive("tributary_ft", float(inp["tributary_ft"]))
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tributary = quantity(inp["tributary"], "ft", "tributary")
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D_psf = _require_positive("D_psf", float(inp["D_psf"]))
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D = quantity(inp["D"], "psf", "D")
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L_psf = _require_positive("L_psf", float(inp["L_psf"]))
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L = quantity(inp["L"], "psf", "L")
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bw_in = _require_positive("bw_in", float(inp["bw_in"]))
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bw = quantity(inp["bw"], "in", "bw")
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h_in = _require_positive("h_in", float(inp["h_in"]))
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h = quantity(inp["h"], "in", "h")
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d_in = _require_positive("d_in", float(inp["d_in"]))
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d = quantity(inp["d"], "in", "d")
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fc_ksi = _require_positive("fc_ksi", float(inp["fc_ksi"]))
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fc = quantity(inp["fc"], "ksi", "fc")
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fy_ksi = _require_positive("fy_ksi", float(inp["fy_ksi"]))
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fy = quantity(inp["fy"], "ksi", "fy")
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As_in2 = _require_positive("As_in2", float(inp["As_in2"]))
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As = quantity(inp["As"], "in**2", "As")
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concrete_pcf = _require_positive("concrete_pcf", float(inp["concrete_pcf"]))
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concrete_density = quantity(inp["concrete_density"], "pcf", "concrete_density")
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self_weight_klf = (bw_in * h_in / 144.0) * concrete_pcf / 1000.0
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self_weight = (bw * h / 144.0) * concrete_density / 1000.0
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wD_klf = D_psf * tributary_ft / 1000.0 + self_weight_klf
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wD = D * tributary / 1000.0 + self_weight
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wL_klf = L_psf * tributary_ft / 1000.0
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wL = L * tributary / 1000.0
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wu_klf = 1.2 * wD_klf + 1.6 * wL_klf
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wu = 1.2 * wD + 1.6 * wL
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Mu_kipft = wu_klf * span_ft**2 / 8.0
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Mu = wu * span**2 / 8.0
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Vu_kip = wu_klf * span_ft / 2.0
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Vu = wu * span / 2.0
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fc_psi = fc_ksi * 1000.0
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a = As * fy / (0.85 * fc * bw)
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fy_psi = fy_ksi * 1000.0
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beta1 = max(0.65, min(0.85, 0.85 - 0.05 * max(0.0, (fc * 1000.0 - 4000.0) / 1000.0)))
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a_in = As_in2 * fy_ksi / (0.85 * fc_ksi * bw_in)
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c = a / beta1
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beta1 = max(0.65, min(0.85, 0.85 - 0.05 * max(0.0, (fc_psi - 4000.0) / 1000.0)))
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et = 0.003 * (d - c) / c if c > 0 else 0.0
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c_in = a_in / beta1
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et = 0.003 * (d_in - c_in) / c_in if c_in > 0 else 0.0
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if et >= 0.005:
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if et >= 0.005:
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phi = 0.90
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phi = 0.90
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else:
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else:
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phi = max(0.65, min(0.90, 0.65 + (et - 0.002) * 250.0 / 3.0))
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phi = max(0.65, min(0.90, 0.65 + (et - 0.002) * 250.0 / 3.0))
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Mn_kipft = As_in2 * fy_ksi * (d_in - a_in / 2.0) / 12.0
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Mn = As * fy * (d - a / 2.0) / 12.0
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phiMn_kipft = phi * Mn_kipft
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phiMn = phi * Mn
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rho_min = max(3.0 * math.sqrt(fc_psi) / fy_psi, 200.0 / fy_psi)
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rho_min = max(3.0 * math.sqrt(fc * 1000.0) / (fy * 1000.0), 200.0 / (fy * 1000.0))
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As_min_in2 = rho_min * bw_in * d_in
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As_min = rho_min * bw * d
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Vc_kip = 2.0 * math.sqrt(fc_psi) * bw_in * d_in / 1000.0
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Vc = 2.0 * math.sqrt(fc * 1000.0) * bw * d / 1000.0
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phiVc_kip = 0.75 * Vc_kip
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phiVc = 0.75 * Vc
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def q(value: float) -> float:
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def q(value: float) -> float:
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return round(value, 6)
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return round(value, 6)
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@ -68,46 +82,46 @@ def compute(inp: dict) -> dict:
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"project": inp.get("project", ""),
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"project": inp.get("project", ""),
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"prepared_by": inp.get("prepared_by", ""),
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"prepared_by": inp.get("prepared_by", ""),
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"values": {
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"values": {
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"span_ft": q(span_ft),
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"span": q(span),
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"tributary_ft": q(tributary_ft),
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"tributary": q(tributary),
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"D_psf": q(D_psf),
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"D": q(D),
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"L_psf": q(L_psf),
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"L": q(L),
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"self_weight_klf": q(self_weight_klf),
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"self_weight": q(self_weight),
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"wD_klf": q(wD_klf),
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"wD": q(wD),
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"wL_klf": q(wL_klf),
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"wL": q(wL),
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"wu_klf": q(wu_klf),
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"wu": q(wu),
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"Mu_kipft": q(Mu_kipft),
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"Mu": q(Mu),
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"Vu_kip": q(Vu_kip),
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"Vu": q(Vu),
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"bw_in": q(bw_in),
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"bw": q(bw),
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"h_in": q(h_in),
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"h": q(h),
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"d_in": q(d_in),
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"d": q(d),
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"fc_ksi": q(fc_ksi),
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"fc": q(fc),
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"fy_ksi": q(fy_ksi),
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"fy": q(fy),
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"As_in2": q(As_in2),
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"As": q(As),
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"a_in": q(a_in),
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"a": q(a),
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"et": q(et),
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"et": q(et),
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"phi": q(phi),
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"phi": q(phi),
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"Mn_kipft": q(Mn_kipft),
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"Mn": q(Mn),
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"phiMn_kipft": q(phiMn_kipft),
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"phiMn": q(phiMn),
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"As_min_in2": q(As_min_in2),
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"As_min": q(As_min),
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"Vc_kip": q(Vc_kip),
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"Vc": q(Vc),
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"phiVc_kip": q(phiVc_kip),
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"phiVc": q(phiVc),
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},
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},
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"checks": {
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"checks": {
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"flexure": {
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"flexure": {
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"demand": q(Mu_kipft),
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"demand": q(Mu),
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"capacity": q(phiMn_kipft),
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"capacity": q(phiMn),
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"ok": Mu_kipft <= phiMn_kipft,
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"ok": Mu <= phiMn,
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},
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},
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"minimum_steel": {
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"minimum_steel": {
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"demand": q(As_min_in2),
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"demand": q(As_min),
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"capacity": q(As_in2),
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"capacity": q(As),
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"ok": As_in2 >= As_min_in2,
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"ok": As >= As_min,
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},
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},
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"shear": {
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"shear": {
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"demand": q(Vu_kip),
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"demand": q(Vu),
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"capacity": q(phiVc_kip),
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"capacity": q(phiVc),
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"ok": Vu_kip <= phiVc_kip,
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"ok": Vu <= phiVc,
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},
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},
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},
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},
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}
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}
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@ -705,28 +705,25 @@ o
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endstream
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endstream
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endobj
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endobj
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208 0 obj
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208 0 obj
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<</Length 4688/Filter/FlateDecode>>
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<</Length 4693/Filter/FlateDecode>>
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stream
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stream
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xœÝY tTÕ¹þöùÏžI&™ÉÌ0yBt’8’IB"bâkò"¦„@P±„LB"I&fS*- <½b
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Ð<EFBFBD>æÆz¿ù^Ì׸°¹¹±>&¤é€y €s›Ûºn2}@—æ {k ¡^{S· æ§åu[ýM ü'úy€ùE îöú¶Æצ’0 $ÞÙv!Àâ<C380>ôo Èëèlì(zjŸHæ‰á ú{ˆÝ<CB86>š „p»v ´‘wûqšbÙ ìQ ăÆA¬ÃÌBO±YX‡A ‹ô D/v¨™½ô.ºi/ἂnz—Ò£8È!ƒ½†îµBƒ¸ûi=4H‹ØdÖ†<C396>ì§ zbÜ¢õ ¤Õ¢Ïé/ x·ãv܃<C39C>à9Ål »ÀnlÄqlÕŽâjìÆ£xRÏ€€Í°ÁŽàCÜ¢=¤]¢5a#žD/¶c;[‡#ê`¼Á<C2BC>hÓ±»±À2ìàGøV©?Â<>ð¿a'€tSÈä2g±CJ·Ù^6C«Æ!fAæÓµt#½ÂÖëYú*:Š^
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…ÎB‡³0Ï—ž79Ï<39>—‘—Ù<E28094>~Ö¯õ[úã HêOîOéOíO³-‰b>s–#k¦<6B>eeN™yÁ…³™Ê+óÌKYA~Rò9L¼ä;ßýjëÖŸ²G ¹øgkôì'ÿˆÝvÏuû®iX´ñÉK¦¸µ‚;;=:êÓ[ ô_ÿøO¤ß¶ú Bç<42>W[›<E280BA>¡y? [L“aÅß„X<E2809E>eOü“´‡“I‡)®*Öf?<4ü¬rghxÈQX˜Ç\I³DÉÊ‘13C»åšÅ¿?ú½Ÿ‹—Øk¬ïk7ï8üýã.0vÐÞa3@°ïÁK‡n—™<E28094>;”Ç
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<</Size 221/Root 220 0 R/Info 218 0 R/ID[(6OKHFztuOUXX7fYilLhfDw==)(LV3i1VpQNYDMq1s3457ZEQ==)]>>
|
<</Size 221/Root 220 0 R/Info 218 0 R/ID[(6OKHFztuOUXX7fYilLhfDw==)(ZKKY70e37OpYXWBmV77P8g==)]>>
|
||||||
startxref
|
startxref
|
||||||
173474
|
173479
|
||||||
%%EOF
|
%%EOF
|
||||||
|
|
@ -28,51 +28,51 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
|
||||||
polygon(fill: black, (0pt, 0pt), (8pt, 10pt), (-8pt, 10pt)),
|
polygon(fill: black, (0pt, 0pt), (8pt, 10pt), (-8pt, 10pt)),
|
||||||
)
|
)
|
||||||
#v(2pt)
|
#v(2pt)
|
||||||
#text(size: 9pt)[#n.span_ft ft simple span · #n.bw_in in × #n.h_in in section]
|
#text(size: 9pt)[#n.span ft simple span · #n.bw in × #n.h in section]
|
||||||
]
|
]
|
||||||
}
|
}
|
||||||
|
|
||||||
#figure(
|
#figure(
|
||||||
beam-sketch,
|
beam-sketch,
|
||||||
caption: [#n.span_ft ft simply supported beam, #n.bw_in in × #n.h_in in rectangular section.],
|
caption: [#n.span ft simply supported beam, #n.bw in × #n.h in rectangular section.],
|
||||||
)
|
)
|
||||||
|
|
||||||
== Loads and Beam Demand
|
== Loads and Beam Demand
|
||||||
|
|
||||||
#calcline([$L = #n.span_ft " ft"$], [Simple span])
|
#calcline([$L = #n.span " ft"$], [Simple span])
|
||||||
#calcline([$B_t = #n.tributary_ft " ft"$], [Tributary width])
|
#calcline([$B_t = #n.tributary " ft"$], [Tributary width])
|
||||||
#calcline([$D = #n.D_psf " psf"$], [Dead load including superimposed dead])
|
#calcline([$D = #n.D " psf"$], [Dead load including superimposed dead])
|
||||||
#calcline([$L_L = #n.L_psf " psf"$], [Live load])
|
#calcline([$L_L = #n.L " psf"$], [Live load])
|
||||||
#calcline([$w_("sw") = #round(n.self_weight_klf, digits: 3) " kip/ft"$], [Beam self-weight])
|
#calcline([$w_("sw") = #round(n.self_weight, digits: 3) " kip/ft"$], [Beam self-weight])
|
||||||
#calcline(
|
#calcline(
|
||||||
[$w_u = 1.2 w_D + 1.6 w_L = #round(n.wu_klf, digits: 3) " kip/ft"$],
|
[$w_u = 1.2 w_D + 1.6 w_L = #round(n.wu, digits: 3) " kip/ft"$],
|
||||||
[Factored uniform line load],
|
[Factored uniform line load],
|
||||||
)
|
)
|
||||||
#calcline(
|
#calcline(
|
||||||
[$M_u = w_u L^2 / 8 = #round(n.Mu_kipft) " kip·ft"$],
|
[$M_u = w_u L^2 / 8 = #round(n.Mu) " kip·ft"$],
|
||||||
[Maximum positive moment],
|
[Maximum positive moment],
|
||||||
)
|
)
|
||||||
#calcline(
|
#calcline(
|
||||||
[$V_u = w_u L / 2 = #round(n.Vu_kip) " kip"$],
|
[$V_u = w_u L / 2 = #round(n.Vu) " kip"$],
|
||||||
[Support shear],
|
[Support shear],
|
||||||
)
|
)
|
||||||
|
|
||||||
== Flexural Strength
|
== Flexural Strength
|
||||||
|
|
||||||
#calcline([$b_w = #n.bw_in " in"$], [Beam width])
|
#calcline([$b_w = #n.bw " in"$], [Beam width])
|
||||||
#calcline([$h = #n.h_in " in"$], [Overall depth])
|
#calcline([$h = #n.h " in"$], [Overall depth])
|
||||||
#calcline([$d = #n.d_in " in"$], [Effective depth])
|
#calcline([$d = #n.d " in"$], [Effective depth])
|
||||||
#calcline([$f'_c = #n.fc_ksi " ksi"$], [Concrete compressive strength])
|
#calcline([$f'_c = #n.fc " ksi"$], [Concrete compressive strength])
|
||||||
#calcline([$f_y = #n.fy_ksi " ksi"$], [Steel yield strength])
|
#calcline([$f_y = #n.fy " ksi"$], [Steel yield strength])
|
||||||
#calcline([$A_s = #n.As_in2 " in"^2$], [Provided tension steel (2 No. 5)])
|
#calcline([$A_s = #n.As " in"^2$], [Provided tension steel (2 No. 5)])
|
||||||
#calcline(
|
#calcline(
|
||||||
[$a = A_s f_y / (0.85 f'_c b_w) = #round(n.a_in, digits: 3) " in"$],
|
[$a = A_s f_y / (0.85 f'_c b_w) = #round(n.a, digits: 3) " in"$],
|
||||||
[Equivalent compression-block depth],
|
[Equivalent compression-block depth],
|
||||||
)
|
)
|
||||||
#calcline([$epsilon_t = #round(n.et, digits: 4)$], [Net tensile strain])
|
#calcline([$epsilon_t = #round(n.et, digits: 4)$], [Net tensile strain])
|
||||||
#calcline([$phi = #round(n.phi, digits: 2)$], [Strength reduction factor])
|
#calcline([$phi = #round(n.phi, digits: 2)$], [Strength reduction factor])
|
||||||
#calcline(
|
#calcline(
|
||||||
[$phi M_n = phi A_s f_y (d - a/2) = #round(n.phiMn_kipft) " kip·ft"$],
|
[$phi M_n = phi A_s f_y (d - a/2) = #round(n.phiMn) " kip·ft"$],
|
||||||
[Design flexural strength],
|
[Design flexural strength],
|
||||||
)
|
)
|
||||||
|
|
||||||
|
|
@ -89,8 +89,8 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
|
||||||
|
|
||||||
== Minimum Steel and Concrete Shear
|
== Minimum Steel and Concrete Shear
|
||||||
|
|
||||||
#calcline([$A_("s,min") = #round(n.As_min_in2, digits: 3) " in"^2$], [Minimum longitudinal steel])
|
#calcline([$A_("s,min") = #round(n.As_min, digits: 3) " in"^2$], [Minimum longitudinal steel])
|
||||||
#calcline([$A_("s,prov") = #round(n.As_in2, digits: 3) " in"^2$], [Provided longitudinal steel])
|
#calcline([$A_("s,prov") = #round(n.As, digits: 3) " in"^2$], [Provided longitudinal steel])
|
||||||
|
|
||||||
#v(7pt)
|
#v(7pt)
|
||||||
#check(
|
#check(
|
||||||
|
|
@ -104,8 +104,8 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
|
||||||
)
|
)
|
||||||
|
|
||||||
#v(10pt)
|
#v(10pt)
|
||||||
#calcline([$V_c = 2 sqrt(f'_c) b_w d = #round(n.Vc_kip) " kip"$], [Concrete shear strength])
|
#calcline([$V_c = 2 sqrt(f'_c) b_w d = #round(n.Vc) " kip"$], [Concrete shear strength])
|
||||||
#calcline([$phi V_c = #round(n.phiVc_kip) " kip"$], [Design concrete shear strength])
|
#calcline([$phi V_c = #round(n.phiVc) " kip"$], [Design concrete shear strength])
|
||||||
|
|
||||||
#v(7pt)
|
#v(7pt)
|
||||||
#check(
|
#check(
|
||||||
|
|
|
||||||
|
|
@ -1,15 +1,15 @@
|
||||||
project: "Deer Creek Shoring"
|
project: "Deer Creek Shoring"
|
||||||
prepared_by: "Conemco Engineering"
|
prepared_by: "Conemco Engineering"
|
||||||
|
|
||||||
span_ft: 16
|
span: "16 ft"
|
||||||
tributary_ft: 6.25
|
tributary: "6.25 ft"
|
||||||
D_psf: 55
|
D: "55 psf"
|
||||||
L_psf: 20
|
L: "20 psf"
|
||||||
bw_in: 8
|
bw: "8 in"
|
||||||
h_in: 12
|
h: "12 in"
|
||||||
d_in: 9.5
|
d: "9.5 in"
|
||||||
fc_ksi: 3.0
|
fc: "3.0 ksi"
|
||||||
fy_ksi: 60
|
fy: "60 ksi"
|
||||||
As_in2: 0.62
|
As: "0.62 in**2"
|
||||||
concrete_pcf: 150
|
concrete_density: "150 pcf"
|
||||||
load_combination: "1.2D + 1.6L"
|
load_combination: "1.2D + 1.6L"
|
||||||
|
|
|
||||||
|
|
@ -4,30 +4,30 @@
|
||||||
"project": "Deer Creek Shoring",
|
"project": "Deer Creek Shoring",
|
||||||
"prepared_by": "Conemco Engineering",
|
"prepared_by": "Conemco Engineering",
|
||||||
"values": {
|
"values": {
|
||||||
"span_ft": 16.0,
|
"span": 16.0,
|
||||||
"tributary_ft": 6.25,
|
"tributary": 6.25,
|
||||||
"D_psf": 55.0,
|
"D": 55.0,
|
||||||
"L_psf": 20.0,
|
"L": 20.0,
|
||||||
"self_weight_klf": 0.1,
|
"self_weight": 0.1,
|
||||||
"wD_klf": 0.44375,
|
"wD": 0.44375,
|
||||||
"wL_klf": 0.125,
|
"wL": 0.125,
|
||||||
"wu_klf": 0.7325,
|
"wu": 0.7325,
|
||||||
"Mu_kipft": 23.44,
|
"Mu": 23.44,
|
||||||
"Vu_kip": 5.86,
|
"Vu": 5.86,
|
||||||
"bw_in": 8.0,
|
"bw": 8.0,
|
||||||
"h_in": 12.0,
|
"h": 12.0,
|
||||||
"d_in": 9.5,
|
"d": 9.5,
|
||||||
"fc_ksi": 3.0,
|
"fc": 3.0,
|
||||||
"fy_ksi": 60.0,
|
"fy": 60.0,
|
||||||
"As_in2": 0.62,
|
"As": 0.62,
|
||||||
"a_in": 1.823529,
|
"a": 1.823529,
|
||||||
"et": 0.010285,
|
"et": 0.010285,
|
||||||
"phi": 0.9,
|
"phi": 0.9,
|
||||||
"Mn_kipft": 26.623529,
|
"Mn": 26.623529,
|
||||||
"phiMn_kipft": 23.961176,
|
"phiMn": 23.961176,
|
||||||
"As_min_in2": 0.253333,
|
"As_min": 0.253333,
|
||||||
"Vc_kip": 8.325383,
|
"Vc": 8.325383,
|
||||||
"phiVc_kip": 6.244037
|
"phiVc": 6.244037
|
||||||
},
|
},
|
||||||
"checks": {
|
"checks": {
|
||||||
"flexure": {
|
"flexure": {
|
||||||
|
|
|
||||||
|
|
@ -23,24 +23,24 @@ def result():
|
||||||
|
|
||||||
def test_example_demands(result):
|
def test_example_demands(result):
|
||||||
v = result["values"]
|
v = result["values"]
|
||||||
assert v["self_weight_klf"] == pytest.approx(0.1)
|
assert v["self_weight"] == pytest.approx(0.1)
|
||||||
assert v["wu_klf"] == pytest.approx(0.7325)
|
assert v["wu"] == pytest.approx(0.7325)
|
||||||
assert v["Mu_kipft"] == pytest.approx(23.44)
|
assert v["Mu"] == pytest.approx(23.44)
|
||||||
assert v["Vu_kip"] == pytest.approx(5.86)
|
assert v["Vu"] == pytest.approx(5.86)
|
||||||
|
|
||||||
|
|
||||||
def test_example_flexure(result):
|
def test_example_flexure(result):
|
||||||
v = result["values"]
|
v = result["values"]
|
||||||
assert v["a_in"] == pytest.approx(1.823529, rel=1e-5)
|
assert v["a"] == pytest.approx(1.823529, rel=1e-5)
|
||||||
assert v["et"] == pytest.approx(0.010283, rel=1e-3)
|
assert v["et"] == pytest.approx(0.010283, rel=1e-3)
|
||||||
assert v["phi"] == pytest.approx(0.9)
|
assert v["phi"] == pytest.approx(0.9)
|
||||||
assert v["phiMn_kipft"] == pytest.approx(23.961176, rel=1e-5)
|
assert v["phiMn"] == pytest.approx(23.961176, rel=1e-5)
|
||||||
assert result["checks"]["flexure"]["ok"] is True
|
assert result["checks"]["flexure"]["ok"] is True
|
||||||
|
|
||||||
|
|
||||||
def test_example_min_steel_and_shear(result):
|
def test_example_min_steel_and_shear(result):
|
||||||
v = result["values"]
|
v = result["values"]
|
||||||
assert v["As_min_in2"] == pytest.approx(0.253333, rel=1e-4)
|
assert v["As_min"] == pytest.approx(0.253333, rel=1e-4)
|
||||||
assert v["phiVc_kip"] == pytest.approx(6.244016, rel=1e-4)
|
assert v["phiVc"] == pytest.approx(6.244016, rel=1e-4)
|
||||||
assert result["checks"]["minimum_steel"]["ok"] is True
|
assert result["checks"]["minimum_steel"]["ok"] is True
|
||||||
assert result["checks"]["shear"]["ok"] is True
|
assert result["checks"]["shear"]["ok"] is True
|
||||||
|
|
|
||||||
Loading…
Reference in a new issue