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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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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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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return value
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return magnitude
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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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tributary_ft = _require_positive("tributary_ft", float(inp["tributary_ft"]))
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D_psf = _require_positive("D_psf", float(inp["D_psf"]))
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L_psf = _require_positive("L_psf", float(inp["L_psf"]))
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bw_in = _require_positive("bw_in", float(inp["bw_in"]))
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h_in = _require_positive("h_in", float(inp["h_in"]))
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d_in = _require_positive("d_in", float(inp["d_in"]))
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fc_ksi = _require_positive("fc_ksi", float(inp["fc_ksi"]))
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fy_ksi = _require_positive("fy_ksi", float(inp["fy_ksi"]))
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As_in2 = _require_positive("As_in2", float(inp["As_in2"]))
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concrete_pcf = _require_positive("concrete_pcf", float(inp["concrete_pcf"]))
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span = quantity(inp["span"], "ft", "span")
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tributary = quantity(inp["tributary"], "ft", "tributary")
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D = quantity(inp["D"], "psf", "D")
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L = quantity(inp["L"], "psf", "L")
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bw = quantity(inp["bw"], "in", "bw")
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h = quantity(inp["h"], "in", "h")
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d = quantity(inp["d"], "in", "d")
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fc = quantity(inp["fc"], "ksi", "fc")
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fy = quantity(inp["fy"], "ksi", "fy")
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As = quantity(inp["As"], "in**2", "As")
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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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wD_klf = D_psf * tributary_ft / 1000.0 + self_weight_klf
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wL_klf = L_psf * tributary_ft / 1000.0
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wu_klf = 1.2 * wD_klf + 1.6 * wL_klf
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Mu_kipft = wu_klf * span_ft**2 / 8.0
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Vu_kip = wu_klf * span_ft / 2.0
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self_weight = (bw * h / 144.0) * concrete_density / 1000.0
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wD = D * tributary / 1000.0 + self_weight
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wL = L * tributary / 1000.0
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wu = 1.2 * wD + 1.6 * wL
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Mu = wu * span**2 / 8.0
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Vu = wu * span / 2.0
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fc_psi = fc_ksi * 1000.0
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fy_psi = fy_ksi * 1000.0
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a_in = As_in2 * fy_ksi / (0.85 * fc_ksi * bw_in)
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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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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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a = As * fy / (0.85 * fc * bw)
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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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c = a / beta1
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et = 0.003 * (d - c) / c if c > 0 else 0.0
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if et >= 0.005:
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phi = 0.90
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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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Mn_kipft = As_in2 * fy_ksi * (d_in - a_in / 2.0) / 12.0
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phiMn_kipft = phi * Mn_kipft
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Mn = As * fy * (d - a / 2.0) / 12.0
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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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As_min_in2 = rho_min * bw_in * d_in
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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 = 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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phiVc_kip = 0.75 * Vc_kip
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Vc = 2.0 * math.sqrt(fc * 1000.0) * bw * d / 1000.0
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phiVc = 0.75 * Vc
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def q(value: float) -> float:
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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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"prepared_by": inp.get("prepared_by", ""),
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"values": {
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"span_ft": q(span_ft),
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"tributary_ft": q(tributary_ft),
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"D_psf": q(D_psf),
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"L_psf": q(L_psf),
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"self_weight_klf": q(self_weight_klf),
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"wD_klf": q(wD_klf),
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"wL_klf": q(wL_klf),
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"wu_klf": q(wu_klf),
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"Mu_kipft": q(Mu_kipft),
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"Vu_kip": q(Vu_kip),
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"bw_in": q(bw_in),
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"h_in": q(h_in),
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"d_in": q(d_in),
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"fc_ksi": q(fc_ksi),
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"fy_ksi": q(fy_ksi),
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"As_in2": q(As_in2),
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"a_in": q(a_in),
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"span": q(span),
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"tributary": q(tributary),
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"D": q(D),
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"L": q(L),
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"self_weight": q(self_weight),
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"wD": q(wD),
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"wL": q(wL),
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"wu": q(wu),
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"Mu": q(Mu),
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"Vu": q(Vu),
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"bw": q(bw),
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"h": q(h),
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"d": q(d),
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"fc": q(fc),
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"fy": q(fy),
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"As": q(As),
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"a": q(a),
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"et": q(et),
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"phi": q(phi),
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"Mn_kipft": q(Mn_kipft),
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"phiMn_kipft": q(phiMn_kipft),
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"As_min_in2": q(As_min_in2),
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"Vc_kip": q(Vc_kip),
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"phiVc_kip": q(phiVc_kip),
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"Mn": q(Mn),
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"phiMn": q(phiMn),
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"As_min": q(As_min),
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"Vc": q(Vc),
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"phiVc": q(phiVc),
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},
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"checks": {
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"flexure": {
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"demand": q(Mu_kipft),
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"capacity": q(phiMn_kipft),
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"ok": Mu_kipft <= phiMn_kipft,
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"demand": q(Mu),
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"capacity": q(phiMn),
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"ok": Mu <= phiMn,
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},
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"minimum_steel": {
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"demand": q(As_min_in2),
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"capacity": q(As_in2),
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"ok": As_in2 >= As_min_in2,
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"demand": q(As_min),
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"capacity": q(As),
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"ok": As >= As_min,
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},
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"shear": {
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"demand": q(Vu_kip),
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"capacity": q(phiVc_kip),
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"ok": Vu_kip <= phiVc_kip,
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"demand": q(Vu),
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"capacity": q(phiVc),
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"ok": Vu <= phiVc,
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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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endobj
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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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== Loads and Beam Demand
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#calcline([$L = #n.span_ft " ft"$], [Simple span])
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|
||||
#calcline([$D = #n.D_psf " psf"$], [Dead load including superimposed dead])
|
||||
#calcline([$L_L = #n.L_psf " psf"$], [Live load])
|
||||
#calcline([$w_("sw") = #round(n.self_weight_klf, digits: 3) " kip/ft"$], [Beam self-weight])
|
||||
#calcline([$L = #n.span " ft"$], [Simple span])
|
||||
#calcline([$B_t = #n.tributary " ft"$], [Tributary width])
|
||||
#calcline([$D = #n.D " psf"$], [Dead load including superimposed dead])
|
||||
#calcline([$L_L = #n.L " psf"$], [Live load])
|
||||
#calcline([$w_("sw") = #round(n.self_weight, digits: 3) " kip/ft"$], [Beam self-weight])
|
||||
#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],
|
||||
)
|
||||
#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],
|
||||
)
|
||||
#calcline(
|
||||
[$V_u = w_u L / 2 = #round(n.Vu_kip) " kip"$],
|
||||
[$V_u = w_u L / 2 = #round(n.Vu) " kip"$],
|
||||
[Support shear],
|
||||
)
|
||||
|
||||
== Flexural Strength
|
||||
|
||||
#calcline([$b_w = #n.bw_in " in"$], [Beam width])
|
||||
#calcline([$h = #n.h_in " in"$], [Overall depth])
|
||||
#calcline([$d = #n.d_in " in"$], [Effective depth])
|
||||
#calcline([$f'_c = #n.fc_ksi " ksi"$], [Concrete compressive strength])
|
||||
#calcline([$f_y = #n.fy_ksi " ksi"$], [Steel yield strength])
|
||||
#calcline([$A_s = #n.As_in2 " in"^2$], [Provided tension steel (2 No. 5)])
|
||||
#calcline([$b_w = #n.bw " in"$], [Beam width])
|
||||
#calcline([$h = #n.h " in"$], [Overall depth])
|
||||
#calcline([$d = #n.d " in"$], [Effective depth])
|
||||
#calcline([$f'_c = #n.fc " ksi"$], [Concrete compressive strength])
|
||||
#calcline([$f_y = #n.fy " ksi"$], [Steel yield strength])
|
||||
#calcline([$A_s = #n.As " in"^2$], [Provided tension steel (2 No. 5)])
|
||||
#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],
|
||||
)
|
||||
#calcline([$epsilon_t = #round(n.et, digits: 4)$], [Net tensile strain])
|
||||
#calcline([$phi = #round(n.phi, digits: 2)$], [Strength reduction factor])
|
||||
#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],
|
||||
)
|
||||
|
||||
|
|
@ -89,8 +89,8 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
|
|||
|
||||
== Minimum Steel and Concrete Shear
|
||||
|
||||
#calcline([$A_("s,min") = #round(n.As_min_in2, digits: 3) " in"^2$], [Minimum longitudinal steel])
|
||||
#calcline([$A_("s,prov") = #round(n.As_in2, digits: 3) " in"^2$], [Provided longitudinal steel])
|
||||
#calcline([$A_("s,min") = #round(n.As_min, digits: 3) " in"^2$], [Minimum longitudinal steel])
|
||||
#calcline([$A_("s,prov") = #round(n.As, digits: 3) " in"^2$], [Provided longitudinal steel])
|
||||
|
||||
#v(7pt)
|
||||
#check(
|
||||
|
|
@ -104,8 +104,8 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
|
|||
)
|
||||
|
||||
#v(10pt)
|
||||
#calcline([$V_c = 2 sqrt(f'_c) b_w d = #round(n.Vc_kip) " kip"$], [Concrete shear strength])
|
||||
#calcline([$phi V_c = #round(n.phiVc_kip) " kip"$], [Design concrete shear strength])
|
||||
#calcline([$V_c = 2 sqrt(f'_c) b_w d = #round(n.Vc) " kip"$], [Concrete shear strength])
|
||||
#calcline([$phi V_c = #round(n.phiVc) " kip"$], [Design concrete shear strength])
|
||||
|
||||
#v(7pt)
|
||||
#check(
|
||||
|
|
|
|||
|
|
@ -1,15 +1,15 @@
|
|||
project: "Deer Creek Shoring"
|
||||
prepared_by: "Conemco Engineering"
|
||||
|
||||
span_ft: 16
|
||||
tributary_ft: 6.25
|
||||
D_psf: 55
|
||||
L_psf: 20
|
||||
bw_in: 8
|
||||
h_in: 12
|
||||
d_in: 9.5
|
||||
fc_ksi: 3.0
|
||||
fy_ksi: 60
|
||||
As_in2: 0.62
|
||||
concrete_pcf: 150
|
||||
span: "16 ft"
|
||||
tributary: "6.25 ft"
|
||||
D: "55 psf"
|
||||
L: "20 psf"
|
||||
bw: "8 in"
|
||||
h: "12 in"
|
||||
d: "9.5 in"
|
||||
fc: "3.0 ksi"
|
||||
fy: "60 ksi"
|
||||
As: "0.62 in**2"
|
||||
concrete_density: "150 pcf"
|
||||
load_combination: "1.2D + 1.6L"
|
||||
|
|
|
|||
|
|
@ -4,30 +4,30 @@
|
|||
"project": "Deer Creek Shoring",
|
||||
"prepared_by": "Conemco Engineering",
|
||||
"values": {
|
||||
"span_ft": 16.0,
|
||||
"tributary_ft": 6.25,
|
||||
"D_psf": 55.0,
|
||||
"L_psf": 20.0,
|
||||
"self_weight_klf": 0.1,
|
||||
"wD_klf": 0.44375,
|
||||
"wL_klf": 0.125,
|
||||
"wu_klf": 0.7325,
|
||||
"Mu_kipft": 23.44,
|
||||
"Vu_kip": 5.86,
|
||||
"bw_in": 8.0,
|
||||
"h_in": 12.0,
|
||||
"d_in": 9.5,
|
||||
"fc_ksi": 3.0,
|
||||
"fy_ksi": 60.0,
|
||||
"As_in2": 0.62,
|
||||
"a_in": 1.823529,
|
||||
"span": 16.0,
|
||||
"tributary": 6.25,
|
||||
"D": 55.0,
|
||||
"L": 20.0,
|
||||
"self_weight": 0.1,
|
||||
"wD": 0.44375,
|
||||
"wL": 0.125,
|
||||
"wu": 0.7325,
|
||||
"Mu": 23.44,
|
||||
"Vu": 5.86,
|
||||
"bw": 8.0,
|
||||
"h": 12.0,
|
||||
"d": 9.5,
|
||||
"fc": 3.0,
|
||||
"fy": 60.0,
|
||||
"As": 0.62,
|
||||
"a": 1.823529,
|
||||
"et": 0.010285,
|
||||
"phi": 0.9,
|
||||
"Mn_kipft": 26.623529,
|
||||
"phiMn_kipft": 23.961176,
|
||||
"As_min_in2": 0.253333,
|
||||
"Vc_kip": 8.325383,
|
||||
"phiVc_kip": 6.244037
|
||||
"Mn": 26.623529,
|
||||
"phiMn": 23.961176,
|
||||
"As_min": 0.253333,
|
||||
"Vc": 8.325383,
|
||||
"phiVc": 6.244037
|
||||
},
|
||||
"checks": {
|
||||
"flexure": {
|
||||
|
|
|
|||
|
|
@ -23,24 +23,24 @@ def result():
|
|||
|
||||
def test_example_demands(result):
|
||||
v = result["values"]
|
||||
assert v["self_weight_klf"] == pytest.approx(0.1)
|
||||
assert v["wu_klf"] == pytest.approx(0.7325)
|
||||
assert v["Mu_kipft"] == pytest.approx(23.44)
|
||||
assert v["Vu_kip"] == pytest.approx(5.86)
|
||||
assert v["self_weight"] == pytest.approx(0.1)
|
||||
assert v["wu"] == pytest.approx(0.7325)
|
||||
assert v["Mu"] == pytest.approx(23.44)
|
||||
assert v["Vu"] == pytest.approx(5.86)
|
||||
|
||||
|
||||
def test_example_flexure(result):
|
||||
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["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
|
||||
|
||||
|
||||
def test_example_min_steel_and_shear(result):
|
||||
v = result["values"]
|
||||
assert v["As_min_in2"] == pytest.approx(0.253333, rel=1e-4)
|
||||
assert v["phiVc_kip"] == pytest.approx(6.244016, rel=1e-4)
|
||||
assert v["As_min"] == pytest.approx(0.253333, rel=1e-4)
|
||||
assert v["phiVc"] == pytest.approx(6.244016, rel=1e-4)
|
||||
assert result["checks"]["minimum_steel"]["ok"] is True
|
||||
assert result["checks"]["shear"]["ok"] is True
|
||||
|
|
|
|||
Loading…
Reference in a new issue