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smill:concrete-beam-section
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compare: smill:ddd5ecff580425bf0f913414d5f4ba682edf71f9
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smill:concrete-beam-section
smill:main
Author SHA1 Message Date
smillmorel
ddd5ecff58 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).
 2026-09-21 20:11:51 -04:00
smillmorel
6ed3246555 Tidy concrete-beam sheet formulas and express h in feet 2026-09-21 20:11:51 -04:00
8 changed files with 471 additions and 487 deletions
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concrete-beam/concrete-beam.pdf
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12
concrete-beam/concrete-beam.typ
View file

@ -50,11 +50,11 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
[Factored uniform line load],
)
#calcline(
[$M_u = w_u L^2 / 8 = #round(n.Mu) " kip·ft"$],
[$M_u = (w_u L^2) / 8 = #round(n.Mu) " kip·ft"$],
[Maximum positive moment],
)
#calcline(
[$V_u = w_u L / 2 = #round(n.Vu) " kip"$],
[$V_u = (w_u L) / 2 = #round(n.Vu) " kip"$],
[Support shear],
)
@ -72,9 +72,9 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
#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 (#n.n_bars No. #n.bar_size)])
#calcline([$A_s = #round(n.As, digits: 2) " in"^2$], [Provided tension steel (#n.n_bars No. #n.bar_size)])
#calcline(
[$a = A_s f_y / (0.85 f'_c b_w) = #round(n.a, digits: 3) " in"$],
[$a = (A_s f_y) / (0.85 f'_c b_w) = #round(n.a, digits: 3) " in"$],
[Equivalent compression-block depth],
)
#calcline([$epsilon_t = #round(n.et, digits: 4)$], [Net tensile strain])
@ -97,8 +97,8 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
== Minimum Steel and Concrete Shear
#calcline([$A_("s,min") = #round(n.As_min, digits: 3) " in"^2$], [Minimum longitudinal steel])
#calcline([$A_("s,prov") = #round(n.As, digits: 3) " in"^2$], [Provided longitudinal steel])
#calcline([$A_("s,min") = #round(n.As_min, digits: 2) " in"^2$], [Minimum longitudinal steel])
#calcline([$A_("s,prov") = #round(n.As, digits: 2) " in"^2$], [Provided longitudinal steel])
#v(7pt)
#check(

2
concrete-beam/input.yaml
View file

@ -14,7 +14,7 @@ L: "20 psf"
# Beam web width b_w.
bw: "8 in"
# Overall beam depth h.
h: "12 in"
h: "1 ft"
# Effective depth to the tension-steel centroid, used for flexure.
d: "9.5 in"
# Concrete compressive strength f'_c.

116
steel-beam/calc.py
View file

@ -99,13 +99,13 @@ def _column_number(reference: str) -> int:
def compute(inp: dict, database: Path = DATABASE) -> dict:
beam_length = quantity(inp["beam_length"], "ft", "beam_length")
unbraced_length = quantity(inp["unbraced_length"], "in", "unbraced_length")
moment_kipft = quantity(inp["Mu"], "kip * ft", "Mu")
shear_kip = quantity(inp["Vu"], "kip", "Vu")
E = quantity(inp["steel_modulus"], "ksi", "steel_modulus")
Fy = quantity(inp["steel_yield"], "ksi", "steel_yield")
service_load = quantity(inp["service_load"], "lbf/ft", "service_load")
beam_length = quantity(inp["beam_length"], "ft", "beam_length") # ft
unbraced_length = quantity(inp["unbraced_length"], "in", "unbraced_length") # in
moment = quantity(inp["Mu"], "kip * ft", "Mu") # kip-ft
shear = quantity(inp["Vu"], "kip", "Vu") # kip
E = quantity(inp["steel_modulus"], "ksi", "steel_modulus") # ksi
Fy = quantity(inp["steel_yield"], "ksi", "steel_yield") # ksi
service_load = quantity(inp["service_load"], "lbf/ft", "service_load") # lbf/ft
Cb = float(inp.get("cb", 1))
c = float(inp.get("c", 1))
if Cb <= 0 or c <= 0:
@ -116,73 +116,73 @@ def compute(inp: dict, database: Path = DATABASE) -> dict:
# the connector (used here as the factored shear). They arrive from the load
# determination, which is based on a uniform gravity load, so the equivalent
# factored uniform load is recovered from the shear: w_u = 2 V_u / L.
factored_uniform_load_kipft = 2.0 * shear_kip / beam_length
factored_uniform_load = 2.0 * shear / beam_length # kip/ft
Lb = unbraced_length
Lp = 1.76 * float(section["ry"]) * math.sqrt(E / Fy)
rts = float(section["rts"])
Sx = float(section["Sx"])
ho = float(section["ho"])
J = float(section["J"])
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))
Fcr = Cb * math.pi**2 * E / (Lb / rts) ** 2 * math.sqrt(1 + 0.078 * J * c / (Sx * ho) * (Lb / rts) ** 2)
Mp = Fy * float(section["Zx"]) / 12.0
Lb = unbraced_length # in
Lp = 1.76 * float(section["ry"]) * math.sqrt(E / Fy) # in
rts = float(section["rts"]) # in
Sx = float(section["Sx"]) # in^3
ho = float(section["ho"]) # in
J = float(section["J"]) # in^4
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
Fcr = Cb * math.pi**2 * E / (Lb / rts) ** 2 * math.sqrt(1 + 0.078 * J * c / (Sx * ho) * (Lb / rts) ** 2) # ksi
Mp = Fy * float(section["Zx"]) / 12.0 # kip-ft
if Lb <= Lp:
Mn_ltb = Mp
MnLTB = Mp
ltb_mode = "yielding"
elif Lb <= Lr:
Mn_ltb = Cb * (Mp - (Mp - 0.7 * Fy * Sx / 12.0) * (Lb - Lp) / (Lr - Lp))
MnLTB = Cb * (Mp - (Mp - 0.7 * Fy * Sx / 12.0) * (Lb - Lp) / (Lr - Lp))
ltb_mode = "inelastic LTB"
else:
Mn_ltb = Fcr * Sx / 12.0
MnLTB = Fcr * Sx / 12.0
ltb_mode = "elastic LTB"
Mn = min(Mp, Mn_ltb)
phi_mn = 0.9 * Mn
Mn = min(Mp, MnLTB) # kip-ft
phiMn = 0.9 * Mn # kip-ft
Aw = float(section["d"]) * float(section["tw"])
Aw = float(section["d"]) * float(section["tw"]) # in^2
lambda_lim = 2.24 * math.sqrt(E / Fy)
kv = 5.34
lambda_web = float(section["lambda"])
cv1 = 1.0 if lambda_web <= 1.10 * math.sqrt(kv * E / Fy) else 1.10 * math.sqrt(kv * E / Fy) / lambda_web
phi_v = 1.0 if lambda_web <= lambda_lim else 0.9
phi_vn = phi_v * 0.6 * Fy * Aw * cv1
phiVn = phi_v * 0.6 * Fy * Aw * cv1 # kip
# Serviceability deflection under the service uniform load (L/240 limit).
L_in = beam_length * 12.0
w_serv_lbf_in = service_load / 12.0
delta_limit = L_in / 240.0
delta = 5.0 * w_serv_lbf_in * L_in ** 4 / (384.0 * (E * 1000.0) * float(section["Ix"]))
L = beam_length * 12.0 # in
w_service = service_load / 12.0 # lbf/in
delta_limit = L / 240.0 # in
delta = 5.0 * w_service * L ** 4 / (384.0 * (E * 1000.0) * float(section["Ix"])) # in
def q(value: float) -> float:
return round(value, 6)
values = {
"beam_length_ft": q(beam_length),
"unbraced_length_in": q(Lb),
"factored_uniform_load_kipft": q(factored_uniform_load_kipft),
"service_load_lbf_ft": q(service_load),
"moment_kipft": q(moment_kipft),
"shear_kip": q(shear_kip),
"E_ksi": q(E),
"Fy_ksi": q(Fy),
"Lp_in": q(Lp),
"Lr_ft": q(Lr / 12),
"Lb_ft": q(Lb / 12),
"rts_in": q(rts),
"Fcr_ksi": q(Fcr),
"Mp_kipft": q(Mp),
"MnLTB_kipft": q(Mn_ltb),
"Mn_kipft": q(Mn),
"phiMn_kipft": q(phi_mn),
"Aw_in2": q(Aw),
"beam_length": q(beam_length),
"unbraced_length": q(Lb),
"factored_uniform_load": q(factored_uniform_load),
"service_load": q(service_load),
"moment": q(moment),
"shear": q(shear),
"E": q(E),
"Fy": q(Fy),
"Lp": q(Lp / 12),
"Lr": q(Lr / 12),
"Lb": q(Lb / 12),
"rts": q(rts),
"Fcr": q(Fcr),
"Mp": q(Mp),
"MnLTB": q(MnLTB),
"Mn": q(Mn),
"phiMn": q(phiMn),
"Aw": q(Aw),
"lambda": q(lambda_web),
"lambda_lim": q(lambda_lim),
"kv": q(kv),
"Cv1": q(cv1),
"phi_v": q(phi_v),
"phiVn_kip": q(phi_vn),
"delta_limit_in": q(delta_limit),
"delta_in": q(delta),
"phiVn": q(phiVn),
"delta_limit": q(delta_limit),
"delta": q(delta),
"ltb_mode": ltb_mode,
}
values.update({f"section_{key}": q(float(value)) for key, value in section.items() if key != "label"})
@ -194,8 +194,8 @@ def compute(inp: dict, database: Path = DATABASE) -> dict:
"section": section["label"],
"values": values,
"checks": {
"flexure": {"demand": q(moment_kipft), "capacity": q(phi_mn), "ok": moment_kipft <= phi_mn},
"shear": {"demand": q(shear_kip), "capacity": q(phi_vn), "ok": shear_kip <= phi_vn},
"flexure": {"demand": q(moment), "capacity": q(phiMn), "ok": moment <= phiMn},
"shear": {"demand": q(shear), "capacity": q(phiVn), "ok": shear <= phiVn},
"deflection": {"demand": q(delta), "capacity": q(delta_limit), "ok": delta <= delta_limit},
},
}
@ -213,20 +213,20 @@ def summary(result: dict) -> str:
"Steel Beam Design Summary",
f"Project: {result['project']}",
f"Section: {result['section']}",
f"Span: {values['beam_length_ft']:.2f} ft",
f"Span: {values['beam_length']:.2f} ft",
"",
"Demands",
f" Factored moment, Mu: {values['moment_kipft']:.3f} kip-ft",
f" Factored shear, Vu: {values['shear_kip']:.3f} kip",
f" Service load: {values.get('service_load_lbf_ft', 'see input')} lbf/ft",
f" Factored moment, Mu: {values['moment']:.3f} kip-ft",
f" Factored shear, Vu: {values['shear']:.3f} kip",
f" Service load: {values.get('service_load', 'see input')} lbf/ft",
"",
"Strength",
f" Flexure: {status('flexure')} ({values['phiMn_kipft']:.3f} kip-ft capacity, D/C {values['moment_kipft'] / values['phiMn_kipft']:.3f})",
f" Shear: {status('shear')} ({values['phiVn_kip']:.3f} kip capacity, D/C {values['shear_kip'] / values['phiVn_kip']:.3f})",
f" Flexure: {status('flexure')} ({values['phiMn']:.3f} kip-ft capacity, D/C {values['moment'] / values['phiMn']:.3f})",
f" Shear: {status('shear')} ({values['phiVn']:.3f} kip capacity, D/C {values['shear'] / values['phiVn']:.3f})",
f" LTB mode: {values['ltb_mode']}",
"",
"Serviceability",
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})",
f" Deflection: {status('deflection')} ({values['delta']:.3f} in / {values['delta_limit']:.3f} in limit, D/C {values['delta'] / values['delta_limit']:.3f})",
]
)

42
steel-beam/results.json
View file

@ -5,32 +5,32 @@
"prepared_by": "Conemco Engineering",
"section": "W10X15",
"values": {
"beam_length_ft": 9.0,
"unbraced_length_in": 108.0,
"factored_uniform_load_kipft": 0.802444,
"service_load_lbf_ft": 548.98,
"moment_kipft": 8.124,
"shear_kip": 3.611,
"E_ksi": 29000.0,
"Fy_ksi": 50.0,
"Lp_in": 34.332994,
"Lr_ft": 8.608917,
"Lb_ft": 9.0,
"rts_in": 1.01,
"Fcr_ksi": 32.555772,
"Mp_kipft": 66.666667,
"MnLTB_kipft": 37.439137,
"Mn_kipft": 37.439137,
"phiMn_kipft": 33.695224,
"Aw_in2": 2.5,
"beam_length": 9.0,
"unbraced_length": 108.0,
"factored_uniform_load": 0.802444,
"service_load": 548.98,
"moment": 8.124,
"shear": 3.611,
"E": 29000.0,
"Fy": 50.0,
"Lp": 2.861083,
"Lr": 8.608917,
"Lb": 9.0,
"rts": 1.01,
"Fcr": 32.555772,
"Mp": 66.666667,
"MnLTB": 37.439137,
"Mn": 37.439137,
"phiMn": 33.695224,
"Aw": 2.5,
"lambda": 38.5,
"lambda_lim": 53.946344,
"kv": 5.34,
"Cv1": 1.0,
"phi_v": 1.0,
"phiVn_kip": 75.0,
"delta_limit_in": 0.45,
"delta_in": 0.040559,
"phiVn": 75.0,
"delta_limit": 0.45,
"delta": 0.040559,
"ltb_mode": "elastic LTB",
"section_A": 4.41,
"section_d": 10.0,

6
steel-beam/steel-beam.pdf
View file

@ -1438,12 +1438,12 @@ r
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40
steel-beam/steel-beam.typ
View file

@ -19,22 +19,18 @@ the new beam takes all load, non-composite action with concrete slab.
== Factored Demands
As determined in "Load Determination section"
#let Mu_lbf = n.moment_kipft * 1000
#let Vu_lbf = n.shear_kip * 1000
#let L = n.beam_length_ft
#let wu_kipft = n.factored_uniform_load_kipft
#let wu_lbf = wu_kipft * 1000
#let L = n.beam_length // ft
#calcline([$M_u = #round(n.moment_kipft, digits: 2) "kip·ft"$], [Factored moment from load determination])
#calcline([$V_u = #round(n.shear_kip, digits: 2) "kip"$], [Factored reaction on connector (factored shear)])
#calcline([$M_u = #round(n.moment, digits: 2) "kip·ft"$], [Factored moment from load determination])
#calcline([$V_u = #round(n.shear, digits: 2) "kip"$], [Factored reaction on connector (factored shear)])
#calcline([$L = #L "ft"$], [Beam span])
#metadata((Mu_kipft: n.moment_kipft, Vu_kip: n.shear_kip)) <load-demands>
#metadata((Mu: n.moment, Vu: n.shear)) <load-demands>
== Material And Section Properties
#calcline([$E = #n.E_ksi "ksi"$], [Steel Young's modulus])
#calcline([$F_y = #n.Fy_ksi "ksi"$], [Steel yield strength])
#calcline([$E = #n.E "ksi"$], [Steel Young's modulus])
#calcline([$F_y = #n.Fy "ksi"$], [Steel yield strength])
#calcline([$"Section" = #data.section$], [AISC W-shape])
#calcline([$d = #n.section_d "in"$, $b = #n.section_b "in"$], [Depth and flange width])
#calcline([$t_f = #n.section_tf "in"$, $t_w = #n.section_tw "in"$], [Flange and web thickness])
@ -48,37 +44,37 @@ As determined in "Load Determination section"
== 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: [$delta_"max"$])

54
steel-beam/test_steel_beam.py
View file

@ -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