Drop unit suffixes from steel-beam variables and results
Rename calc.py locals and result keys, add inline unit comments, and normalize Lp/Lr/Lb to feet. Update steel-beam.typ references and the tests (current W10X15 input, --stdout summary behavior).
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5 changed files with 129 additions and 133 deletions
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@ -99,13 +99,13 @@ def _column_number(reference: str) -> int:
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def compute(inp: dict, database: Path = DATABASE) -> dict:
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beam_length = quantity(inp["beam_length"], "ft", "beam_length")
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unbraced_length = quantity(inp["unbraced_length"], "in", "unbraced_length")
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moment_kipft = quantity(inp["Mu"], "kip * ft", "Mu")
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shear_kip = quantity(inp["Vu"], "kip", "Vu")
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E = quantity(inp["steel_modulus"], "ksi", "steel_modulus")
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Fy = quantity(inp["steel_yield"], "ksi", "steel_yield")
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service_load = quantity(inp["service_load"], "lbf/ft", "service_load")
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beam_length = quantity(inp["beam_length"], "ft", "beam_length") # ft
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unbraced_length = quantity(inp["unbraced_length"], "in", "unbraced_length") # in
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moment = quantity(inp["Mu"], "kip * ft", "Mu") # kip-ft
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shear = quantity(inp["Vu"], "kip", "Vu") # kip
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E = quantity(inp["steel_modulus"], "ksi", "steel_modulus") # ksi
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Fy = quantity(inp["steel_yield"], "ksi", "steel_yield") # ksi
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service_load = quantity(inp["service_load"], "lbf/ft", "service_load") # lbf/ft
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Cb = float(inp.get("cb", 1))
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c = float(inp.get("c", 1))
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if Cb <= 0 or c <= 0:
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@ -116,73 +116,73 @@ def compute(inp: dict, database: Path = DATABASE) -> dict:
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# the connector (used here as the factored shear). They arrive from the load
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# determination, which is based on a uniform gravity load, so the equivalent
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# factored uniform load is recovered from the shear: w_u = 2 V_u / L.
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factored_uniform_load_kipft = 2.0 * shear_kip / beam_length
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factored_uniform_load = 2.0 * shear / beam_length # kip/ft
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Lb = unbraced_length
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Lp = 1.76 * float(section["ry"]) * math.sqrt(E / Fy)
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rts = float(section["rts"])
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Sx = float(section["Sx"])
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ho = float(section["ho"])
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J = float(section["J"])
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Lr = 1.95 * rts * E / (0.7 * Fy) * math.sqrt(J * c / (Sx * ho) + math.sqrt((J * c / (Sx * ho)) ** 2 + 6.76 * (0.7 * Fy / E) ** 2))
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Fcr = Cb * math.pi**2 * E / (Lb / rts) ** 2 * math.sqrt(1 + 0.078 * J * c / (Sx * ho) * (Lb / rts) ** 2)
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Mp = Fy * float(section["Zx"]) / 12.0
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Lb = unbraced_length # in
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Lp = 1.76 * float(section["ry"]) * math.sqrt(E / Fy) # in
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rts = float(section["rts"]) # in
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Sx = float(section["Sx"]) # in^3
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ho = float(section["ho"]) # in
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J = float(section["J"]) # in^4
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Lr = 1.95 * rts * E / (0.7 * Fy) * math.sqrt(J * c / (Sx * ho) + math.sqrt((J * c / (Sx * ho)) ** 2 + 6.76 * (0.7 * Fy / E) ** 2)) # in
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Fcr = Cb * math.pi**2 * E / (Lb / rts) ** 2 * math.sqrt(1 + 0.078 * J * c / (Sx * ho) * (Lb / rts) ** 2) # ksi
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Mp = Fy * float(section["Zx"]) / 12.0 # kip-ft
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if Lb <= Lp:
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Mn_ltb = Mp
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MnLTB = Mp
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ltb_mode = "yielding"
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elif Lb <= Lr:
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Mn_ltb = Cb * (Mp - (Mp - 0.7 * Fy * Sx / 12.0) * (Lb - Lp) / (Lr - Lp))
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MnLTB = Cb * (Mp - (Mp - 0.7 * Fy * Sx / 12.0) * (Lb - Lp) / (Lr - Lp))
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ltb_mode = "inelastic LTB"
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else:
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Mn_ltb = Fcr * Sx / 12.0
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MnLTB = Fcr * Sx / 12.0
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ltb_mode = "elastic LTB"
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Mn = min(Mp, Mn_ltb)
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phi_mn = 0.9 * Mn
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Mn = min(Mp, MnLTB) # kip-ft
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phiMn = 0.9 * Mn # kip-ft
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Aw = float(section["d"]) * float(section["tw"])
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Aw = float(section["d"]) * float(section["tw"]) # in^2
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lambda_lim = 2.24 * math.sqrt(E / Fy)
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kv = 5.34
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lambda_web = float(section["lambda"])
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cv1 = 1.0 if lambda_web <= 1.10 * math.sqrt(kv * E / Fy) else 1.10 * math.sqrt(kv * E / Fy) / lambda_web
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phi_v = 1.0 if lambda_web <= lambda_lim else 0.9
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phi_vn = phi_v * 0.6 * Fy * Aw * cv1
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phiVn = phi_v * 0.6 * Fy * Aw * cv1 # kip
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# Serviceability deflection under the service uniform load (L/240 limit).
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L_in = beam_length * 12.0
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w_serv_lbf_in = service_load / 12.0
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delta_limit = L_in / 240.0
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delta = 5.0 * w_serv_lbf_in * L_in ** 4 / (384.0 * (E * 1000.0) * float(section["Ix"]))
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L = beam_length * 12.0 # in
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w_service = service_load / 12.0 # lbf/in
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delta_limit = L / 240.0 # in
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delta = 5.0 * w_service * L ** 4 / (384.0 * (E * 1000.0) * float(section["Ix"])) # in
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def q(value: float) -> float:
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return round(value, 6)
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values = {
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"beam_length_ft": q(beam_length),
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"unbraced_length_in": q(Lb),
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"factored_uniform_load_kipft": q(factored_uniform_load_kipft),
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"service_load_lbf_ft": q(service_load),
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"moment_kipft": q(moment_kipft),
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"shear_kip": q(shear_kip),
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"E_ksi": q(E),
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"Fy_ksi": q(Fy),
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"Lp_in": q(Lp),
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"Lr_ft": q(Lr / 12),
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"Lb_ft": q(Lb / 12),
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"rts_in": q(rts),
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"Fcr_ksi": q(Fcr),
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"Mp_kipft": q(Mp),
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"MnLTB_kipft": q(Mn_ltb),
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"Mn_kipft": q(Mn),
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"phiMn_kipft": q(phi_mn),
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"Aw_in2": q(Aw),
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"beam_length": q(beam_length),
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"unbraced_length": q(Lb),
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"factored_uniform_load": q(factored_uniform_load),
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"service_load": q(service_load),
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"moment": q(moment),
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"shear": q(shear),
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"E": q(E),
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"Fy": q(Fy),
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"Lp": q(Lp / 12),
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"Lr": q(Lr / 12),
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"Lb": q(Lb / 12),
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"rts": q(rts),
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"Fcr": q(Fcr),
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"Mp": q(Mp),
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"MnLTB": q(MnLTB),
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"Mn": q(Mn),
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"phiMn": q(phiMn),
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"Aw": q(Aw),
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"lambda": q(lambda_web),
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"lambda_lim": q(lambda_lim),
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"kv": q(kv),
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"Cv1": q(cv1),
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"phi_v": q(phi_v),
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"phiVn_kip": q(phi_vn),
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"delta_limit_in": q(delta_limit),
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"delta_in": q(delta),
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"phiVn": q(phiVn),
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"delta_limit": q(delta_limit),
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"delta": q(delta),
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"ltb_mode": ltb_mode,
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}
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values.update({f"section_{key}": q(float(value)) for key, value in section.items() if key != "label"})
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@ -194,8 +194,8 @@ def compute(inp: dict, database: Path = DATABASE) -> dict:
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"section": section["label"],
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"values": values,
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"checks": {
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"flexure": {"demand": q(moment_kipft), "capacity": q(phi_mn), "ok": moment_kipft <= phi_mn},
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"shear": {"demand": q(shear_kip), "capacity": q(phi_vn), "ok": shear_kip <= phi_vn},
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"flexure": {"demand": q(moment), "capacity": q(phiMn), "ok": moment <= phiMn},
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"shear": {"demand": q(shear), "capacity": q(phiVn), "ok": shear <= phiVn},
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"deflection": {"demand": q(delta), "capacity": q(delta_limit), "ok": delta <= delta_limit},
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},
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}
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@ -213,20 +213,20 @@ def summary(result: dict) -> str:
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"Steel Beam Design Summary",
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f"Project: {result['project']}",
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f"Section: {result['section']}",
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f"Span: {values['beam_length_ft']:.2f} ft",
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f"Span: {values['beam_length']:.2f} ft",
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"",
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"Demands",
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f" Factored moment, Mu: {values['moment_kipft']:.3f} kip-ft",
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f" Factored shear, Vu: {values['shear_kip']:.3f} kip",
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f" Service load: {values.get('service_load_lbf_ft', 'see input')} lbf/ft",
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f" Factored moment, Mu: {values['moment']:.3f} kip-ft",
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f" Factored shear, Vu: {values['shear']:.3f} kip",
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f" Service load: {values.get('service_load', 'see input')} lbf/ft",
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"",
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"Strength",
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f" Flexure: {status('flexure')} ({values['phiMn_kipft']:.3f} kip-ft capacity, D/C {values['moment_kipft'] / values['phiMn_kipft']:.3f})",
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f" Shear: {status('shear')} ({values['phiVn_kip']:.3f} kip capacity, D/C {values['shear_kip'] / values['phiVn_kip']:.3f})",
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f" Flexure: {status('flexure')} ({values['phiMn']:.3f} kip-ft capacity, D/C {values['moment'] / values['phiMn']:.3f})",
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f" Shear: {status('shear')} ({values['phiVn']:.3f} kip capacity, D/C {values['shear'] / values['phiVn']:.3f})",
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f" LTB mode: {values['ltb_mode']}",
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"",
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"Serviceability",
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f" Deflection: {status('deflection')} ({values['delta_in']:.3f} in / {values['delta_limit_in']:.3f} in limit, D/C {values['delta_in'] / values['delta_limit_in']:.3f})",
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f" Deflection: {status('deflection')} ({values['delta']:.3f} in / {values['delta_limit']:.3f} in limit, D/C {values['delta'] / values['delta_limit']:.3f})",
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]
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)
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@ -5,32 +5,32 @@
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"prepared_by": "Conemco Engineering",
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"section": "W10X15",
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"values": {
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"beam_length_ft": 9.0,
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"unbraced_length_in": 108.0,
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"factored_uniform_load_kipft": 0.802444,
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"service_load_lbf_ft": 548.98,
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"moment_kipft": 8.124,
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"shear_kip": 3.611,
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"E_ksi": 29000.0,
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"Fy_ksi": 50.0,
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"Lp_in": 34.332994,
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"Lr_ft": 8.608917,
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"Lb_ft": 9.0,
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"rts_in": 1.01,
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"Fcr_ksi": 32.555772,
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"Mp_kipft": 66.666667,
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"MnLTB_kipft": 37.439137,
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"Mn_kipft": 37.439137,
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"phiMn_kipft": 33.695224,
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"Aw_in2": 2.5,
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"beam_length": 9.0,
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"unbraced_length": 108.0,
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"factored_uniform_load": 0.802444,
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"service_load": 548.98,
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"moment": 8.124,
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"shear": 3.611,
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"E": 29000.0,
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"Fy": 50.0,
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"Lp": 2.861083,
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"Lr": 8.608917,
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"Lb": 9.0,
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"rts": 1.01,
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"Fcr": 32.555772,
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"Mp": 66.666667,
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"MnLTB": 37.439137,
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"Mn": 37.439137,
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"phiMn": 33.695224,
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"Aw": 2.5,
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"lambda": 38.5,
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"lambda_lim": 53.946344,
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"kv": 5.34,
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"Cv1": 1.0,
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"phi_v": 1.0,
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"phiVn_kip": 75.0,
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"delta_limit_in": 0.45,
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"delta_in": 0.040559,
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"phiVn": 75.0,
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"delta_limit": 0.45,
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"delta": 0.040559,
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"ltb_mode": "elastic LTB",
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"section_A": 4.41,
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"section_d": 10.0,
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@ -1438,12 +1438,12 @@ r
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endstream
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endobj
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290 0 obj
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<</Title(Steel Beam Design)/Author(Conemco Engineering)/Creator(Typst 0.15.1)/ModDate(D:20260903203734-04'00)/CreationDate(D:20260903203734-04'00)>>
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<</Title(Steel Beam Design)/Author(Conemco Engineering)/Creator(Typst 0.15.1)/ModDate(D:20260921200845-04'00)/CreationDate(D:20260921200845-04'00)>>
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292 0 obj
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@ -1745,7 +1745,7 @@ xref
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0000189396 00000 n
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0000190645 00000 n
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trailer
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<</Size 293/Root 292 0 R/Info 290 0 R/ID[(pB5rntuth5VxEVEbYV7Trw==)(FYTTKTOt3I6wHI8XKA53lg==)]>>
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<</Size 293/Root 292 0 R/Info 290 0 R/ID[(pB5rntuth5VxEVEbYV7Trw==)(AustUdjx2Kca/OqRG7qSyw==)]>>
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startxref
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190830
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%%EOF
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@ -19,22 +19,18 @@ the new beam takes all load, non-composite action with concrete slab.
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== Factored Demands
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As determined in "Load Determination section"
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#let Mu_lbf = n.moment_kipft * 1000
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#let Vu_lbf = n.shear_kip * 1000
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#let L = n.beam_length_ft
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#let wu_kipft = n.factored_uniform_load_kipft
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#let wu_lbf = wu_kipft * 1000
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#let L = n.beam_length // ft
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#calcline([$M_u = #round(n.moment_kipft, digits: 2) "kip·ft"$], [Factored moment from load determination])
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#calcline([$V_u = #round(n.shear_kip, digits: 2) "kip"$], [Factored reaction on connector (factored shear)])
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#calcline([$M_u = #round(n.moment, digits: 2) "kip·ft"$], [Factored moment from load determination])
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#calcline([$V_u = #round(n.shear, digits: 2) "kip"$], [Factored reaction on connector (factored shear)])
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#calcline([$L = #L "ft"$], [Beam span])
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#metadata((Mu_kipft: n.moment_kipft, Vu_kip: n.shear_kip)) <load-demands>
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#metadata((Mu: n.moment, Vu: n.shear)) <load-demands>
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== Material And Section Properties
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#calcline([$E = #n.E_ksi "ksi"$], [Steel Young's modulus])
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#calcline([$F_y = #n.Fy_ksi "ksi"$], [Steel yield strength])
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#calcline([$E = #n.E "ksi"$], [Steel Young's modulus])
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#calcline([$F_y = #n.Fy "ksi"$], [Steel yield strength])
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#calcline([$"Section" = #data.section$], [AISC W-shape])
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#calcline([$d = #n.section_d "in"$, $b = #n.section_b "in"$], [Depth and flange width])
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#calcline([$t_f = #n.section_tf "in"$, $t_w = #n.section_tw "in"$], [Flange and web thickness])
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@ -48,37 +44,37 @@ As determined in "Load Determination section"
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== Bending About Major Axis
|
||||
|
||||
#calcline([$L_b = #round(n.Lb_ft, digits: 2) "ft"$], [Unbraced length of compression flange])
|
||||
#calcline([$L_p = 1.76 r_y sqrt(E / F_y) = #round(n.Lp_in / 12, digits: 2) "ft"$], [Limit for yielding])
|
||||
#calcline([$L_b = #round(n.Lb, digits: 2) "ft"$], [Unbraced length of compression flange])
|
||||
#calcline([$L_p = 1.76 r_y sqrt(E / F_y) = #round(n.Lp, digits: 2) "ft"$], [Limit for yielding])
|
||||
#calcline([$C_b = 1$, $c = 1$], [Moment gradient and I-shape coefficient])
|
||||
#calcline([$r_"ts" = sqrt(I_y h_o / (2 S_x)) = #round(n.section_rts, digits: 2) "in"$], [Effective radius of gyration])
|
||||
#calcline([$L_r = 1.95 r_"ts" E / (0.7 F_y) sqrt((J c)/(S_x h_o) + sqrt(((J c)/(S_x h_o))^2 + 6.76 (0.7 F_y / E)^2)) = #round(n.Lr_ft, digits: 2) "ft"$], [Limit for inelastic torsional buckling])
|
||||
#calcline([$F_"cr" = (C_b pi^2 E)/(L_b/r_"ts")^2 sqrt(1 + 0.078 (J c)/(S_x h_o) (L_b/r_"ts")^2) = #round(n.Fcr_ksi, digits: 2) "ksi"$], [Elastic lateral-torsional-buckling stress])
|
||||
#calcline([$M_p = F_y Z_x = #round(n.Mp_kipft, digits: 2) "kip·ft"$], [Plastic moment])
|
||||
#calcline([$L_r = 1.95 r_"ts" E / (0.7 F_y) sqrt((J c)/(S_x h_o) + sqrt(((J c)/(S_x h_o))^2 + 6.76 (0.7 F_y / E)^2)) = #round(n.Lr, digits: 2) "ft"$], [Limit for inelastic torsional buckling])
|
||||
#calcline([$F_"cr" = (C_b pi^2 E)/(L_b/r_"ts")^2 sqrt(1 + 0.078 (J c)/(S_x h_o) (L_b/r_"ts")^2) = #round(n.Fcr, digits: 2) "ksi"$], [Elastic lateral-torsional-buckling stress])
|
||||
#calcline([$M_p = F_y Z_x = #round(n.Mp, digits: 2) "kip·ft"$], [Plastic moment])
|
||||
#calcline([$M_n("LTB") = M_p, "for" L_b <= L_p$], [LTB moment for yielding range])
|
||||
#calcline([$M_n("LTB") = C_b [M_p - (M_p - 0.7 F_y S_x)(L_b - L_p)/(L_r - L_p)], "for" L_p < L_b <= L_r$], [LTB moment for inelastic range])
|
||||
#calcline([$M_n("LTB") = F_"cr" S_x, "for" L_b > L_r$], [LTB moment for elastic range])
|
||||
#calcline([$M_n("LTB") = #round(n.MnLTB_kipft, digits: 2) "kip·ft"$], [Lateral-torsional-buckling strength])
|
||||
#calcline([$M_n = min(M_p, M_n("LTB")) = #round(n.Mn_kipft, digits: 2) "kip·ft"$], [Nominal bending capacity])
|
||||
#calcline([$phi M_n = 0.9 M_n = #round(n.phiMn_kipft, digits: 2) "kip·ft"$], [Design bending capacity])
|
||||
#calcline([$M_n("LTB") = #round(n.MnLTB, digits: 2) "kip·ft"$], [Lateral-torsional-buckling strength])
|
||||
#calcline([$M_n = min(M_p, M_n("LTB")) = #round(n.Mn, digits: 2) "kip·ft"$], [Nominal bending capacity])
|
||||
#calcline([$phi M_n = 0.9 M_n = #round(n.phiMn, digits: 2) "kip·ft"$], [Design bending capacity])
|
||||
|
||||
#check("Flexure", checks.flexure.demand, checks.flexure.capacity, unit: "kip·ft", ok: checks.flexure.ok, demand-label: [$M_u$], capacity-label: [$phi M_n$])
|
||||
|
||||
== Shear Of Web
|
||||
|
||||
#calcline([$A_w = d t_w = #round(n.Aw_in2, digits: 3) "in"^2$], [Web area])
|
||||
#calcline([$A_w = d t_w = #round(n.Aw, digits: 3) "in"^2$], [Web area])
|
||||
#calcline([$lambda_lim = 2.24 sqrt(E / F_y) = #round(n.lambda_lim, digits: 3)$], [Limiting web slenderness])
|
||||
#calcline([$k_v = #n.kv$], [Web shear buckling coefficient])
|
||||
#calcline([$C_"v1" = #n.Cv1$], [Web shear strength coefficient])
|
||||
#calcline([$phi_v = #n.phi_v$], [Shear reduction factor])
|
||||
#calcline([$phi V_n = phi_v 0.6 F_y A_w C_"v1" = #round(n.phiVn_kip, digits: 3) "kip"$], [Design shear capacity])
|
||||
#calcline([$phi V_n = phi_v 0.6 F_y A_w C_"v1" = #round(n.phiVn, digits: 3) "kip"$], [Design shear capacity])
|
||||
|
||||
#check("Shear", checks.shear.demand, checks.shear.capacity, unit: "kip", ok: checks.shear.ok, demand-label: [$V_u$], capacity-label: [$phi V_n$])
|
||||
|
||||
== Deflection
|
||||
|
||||
#calcline([$delta_max = L / 240 = #round(n.delta_limit_in, digits: 3) "in"$], [Maximum allowed deflection])
|
||||
#calcline([$delta = 5/384 (w L^4) / (E I_x) = #round(n.delta_in, digits: 3) "in"$], [Expected center deflection under service uniform load])
|
||||
#calcline([$delta_max = L / 240 = #round(n.delta_limit, digits: 3) "in"$], [Maximum allowed deflection])
|
||||
#calcline([$delta = 5/384 (w L^4) / (E I_x) = #round(n.delta, digits: 3) "in"$], [Expected center deflection under service uniform load])
|
||||
|
||||
#check("Deflection", checks.deflection.demand, checks.deflection.capacity, unit: "in", ok: checks.deflection.ok, demand-label: [$delta$], capacity-label: [$delta_"max"$])
|
||||
|
||||
|
|
|
|||
|
|
@ -35,42 +35,42 @@ def test_typst_load_demands_match_checked_inputs():
|
|||
assert len(published) == 1
|
||||
derived = published[0]["value"]
|
||||
values = result()["values"]
|
||||
assert derived["Mu_kipft"] == pytest.approx(values["moment_kipft"], abs=0.001)
|
||||
assert derived["Vu_kip"] == pytest.approx(values["shear_kip"], abs=0.001)
|
||||
assert derived["Mu"] == pytest.approx(values["moment"], abs=0.001)
|
||||
assert derived["Vu"] == pytest.approx(values["shear"], abs=0.001)
|
||||
|
||||
|
||||
def test_ground_truth_section_properties():
|
||||
def test_section_properties():
|
||||
values = result()["values"]
|
||||
assert values["section_d"] == pytest.approx(5.875)
|
||||
assert values["section_A"] == pytest.approx(2.52)
|
||||
assert values["section_Sx"] == pytest.approx(5.1)
|
||||
assert values["section_Zx"] == pytest.approx(5.73)
|
||||
assert values["section_rts"] == pytest.approx(1.05)
|
||||
assert values["section_d"] == pytest.approx(10.0)
|
||||
assert values["section_A"] == pytest.approx(4.41)
|
||||
assert values["section_Sx"] == pytest.approx(13.8)
|
||||
assert values["section_Zx"] == pytest.approx(16.0)
|
||||
assert values["section_rts"] == pytest.approx(1.01)
|
||||
|
||||
|
||||
def test_ground_truth_demands_and_flexure():
|
||||
def test_demands_and_flexure():
|
||||
output = result()
|
||||
values = output["values"]
|
||||
assert values["point_load_lbf"] == pytest.approx(7500)
|
||||
assert values["moment_kipft"] == pytest.approx(9.375)
|
||||
assert values["shear_kip"] == pytest.approx(3.75)
|
||||
assert values["Lp_in"] == pytest.approx(37.7, abs=0.1)
|
||||
assert values["Lr_ft"] == pytest.approx(9.48, abs=0.01)
|
||||
assert values["Fcr_ksi"] == pytest.approx(99.57, abs=0.25)
|
||||
assert values["Mp_kipft"] == pytest.approx(23.875)
|
||||
assert values["MnLTB_kipft"] == pytest.approx(21.235, abs=0.01)
|
||||
assert values["phiMn_kipft"] == pytest.approx(19.1, abs=0.1)
|
||||
assert values["moment"] == pytest.approx(8.124)
|
||||
assert values["shear"] == pytest.approx(3.611)
|
||||
assert values["Lp"] == pytest.approx(2.861, abs=0.01)
|
||||
assert values["Lr"] == pytest.approx(8.609, abs=0.01)
|
||||
assert values["Lb"] == pytest.approx(9.0)
|
||||
assert values["Fcr"] == pytest.approx(32.556, abs=0.01)
|
||||
assert values["Mp"] == pytest.approx(66.667, abs=0.01)
|
||||
assert values["MnLTB"] == pytest.approx(37.439, abs=0.01)
|
||||
assert values["phiMn"] == pytest.approx(33.695, abs=0.01)
|
||||
assert output["checks"]["flexure"]["ok"] is True
|
||||
|
||||
|
||||
def test_ground_truth_shear_and_deflection():
|
||||
def test_shear_and_deflection():
|
||||
output = result()
|
||||
values = output["values"]
|
||||
assert values["Aw_in2"] == pytest.approx(1.102, abs=0.001)
|
||||
assert values["Aw"] == pytest.approx(2.5)
|
||||
assert values["Cv1"] == pytest.approx(1)
|
||||
assert values["phiVn_kip"] == pytest.approx(33.047, abs=0.1)
|
||||
assert values["delta_limit_in"] == pytest.approx(0.25)
|
||||
assert values["delta_in"] == pytest.approx(0.078, abs=0.001)
|
||||
assert values["phiVn"] == pytest.approx(75.0)
|
||||
assert values["delta_limit"] == pytest.approx(0.45)
|
||||
assert values["delta"] == pytest.approx(0.040559, abs=1e-5)
|
||||
assert all(output["checks"][name]["ok"] for name in ("shear", "deflection"))
|
||||
|
||||
|
||||
|
|
@ -79,14 +79,14 @@ def test_invalid_section_is_rejected():
|
|||
module.compute({**yaml.safe_load((HERE / "input.yaml").read_text()), "section": "W0X0"})
|
||||
|
||||
|
||||
def test_cli_can_write_json_to_stdout():
|
||||
def test_cli_stdout_prints_summary():
|
||||
completed = subprocess.run(
|
||||
[sys.executable, str(HERE / "calc.py"), "--input", str(HERE / "input.yaml"), "--stdout"],
|
||||
check=True,
|
||||
capture_output=True,
|
||||
text=True,
|
||||
)
|
||||
output = json.loads(completed.stdout)
|
||||
assert output["section"] == "W6X8.5"
|
||||
assert output["values"]["moment_kipft"] == pytest.approx(9.375)
|
||||
assert completed.stderr == ""
|
||||
assert "Steel Beam Design Summary" in completed.stdout
|
||||
assert "Section: W10X15" in completed.stdout
|
||||
assert "Flexure: OK" in completed.stdout
|
||||
|
|
|
|||
Loading…
Reference in a new issue