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trailer
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<</Size 347/Root 346 0 R/Info 344 0 R/ID[(fLqIRuX9wCHDt27G5B2ODA==)(UOLiNrQnayKaQymytPZXcw==)]>>
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startxref
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200339
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200337
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%%EOF
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@ -47,54 +47,54 @@ checked Python demands are reconciled by the test suite.
|
|||
#metadata((Ps_kip: Ps_typst, Pu_kip: Pu_typst, Ar_ft2: Ar, Wc_kip: Wc_kip)) <concentric-footing-loads>
|
||||
|
||||
#calcline([$A_r = B_r L_r = #round(Ar, digits: 2) " ft"^2$], [Tributary area])
|
||||
#calcline([$W_c = b_c b_c L_c gamma_c = #round(Wc_kip, digits: 2) " kip"$], [Column self weight])
|
||||
#calcline([$P_s = (D_L_r + L_L_r) A_r + W_c = #round(Ps_typst, digits: 2) " kip"$], [Typst-derived service load])
|
||||
#calcline([$P_(s,"checked") = #round(n.Ps_kip, digits: 2) " kip"$], [Python-checked service load])
|
||||
#calcline([$P_u = 1.2(D_L_r A_r + W_c) + 1.6 L_L_r A_r = #round(Pu_typst, digits: 2) " kip"$], [Typst-derived factored load])
|
||||
#calcline([$P_(u,"checked") = #round(n.Pu_kip, digits: 2) " kip"$], [Factored axial load])
|
||||
#calcline([$q_u = P_u / A_f = #round(n.qu_psf, digits: 1) " psf"$], [Factored gross pressure])
|
||||
#calcline([$W_c = b_c b_c L_c gamma_c = #round(Wc_kip, digits: 2) "kip"$], [Column self weight])
|
||||
#calcline([$P_s = (D_L_r + L_L_r) A_r + W_c = #round(Ps_typst, digits: 2) "kip"$], [Typst-derived service load])
|
||||
#calcline([$P_(s,"checked") = #round(n.Ps_kip, digits: 2) "kip"$], [Python-checked service load])
|
||||
#calcline([$P_u = 1.2(D_L_r A_r + W_c) + 1.6 L_L_r A_r = #round(Pu_typst, digits: 2) "kip"$], [Typst-derived factored load])
|
||||
#calcline([$P_(u,"checked") = #round(n.Pu_kip, digits: 2) "kip"$], [Factored axial load])
|
||||
#calcline([$q_u = P_u / A_f = #round(n.qu_psf, digits: 1) "psf"$], [Factored gross pressure])
|
||||
|
||||
== Geometry and Materials
|
||||
|
||||
#calcline([$B_f = #n.Bf_ft " ft"$, $A_f = #n.Af_ft2 " ft"^2$], [Footing plan dimensions])
|
||||
#calcline([$D_f = #n.Df_in " in"$, $"cover" = #n.cover_in " in"$, $d = D_f - "cover" = #n.d_in " in"$], [Effective depth])
|
||||
#calcline([$c = #n.c_in " in"$, $b_p = #n.bp_in " in"$], [Column and base-plate widths])
|
||||
#calcline([$f'_c = #n.fc_psi " psi"$, $f_y = #n.fy_ksi " ksi"$, $lambda = #n.lambda$], [Concrete and steel])
|
||||
#calcline([$B_f = #n.Bf_ft "ft"$, $A_f = #n.Af_ft2 " ft"^2$], [Footing plan dimensions])
|
||||
#calcline([$D_f = #n.Df_in "in"$, $"cover" = #n.cover_in "in"$, $d = D_f - "cover" = #n.d_in "in"$], [Effective depth])
|
||||
#calcline([$c = #n.c_in "in"$, $b_p = #n.bp_in "in"$], [Column and base-plate widths])
|
||||
#calcline([$f'_c = #n.fc_psi "psi"$, $f_y = #n.fy_ksi "ksi"$, $lambda = #n.lambda$], [Concrete and steel])
|
||||
#calcline([$N = #n.N$, #("#" + str(n.rebar_size) + " bars"), $A_(s,1) = #round(n.As1_in2, digits: 4) " in"^2$, $A_s = #round(n.As_in2, digits: 4) " in"^2$], [Reinforcement per direction])
|
||||
#calcline([$rho = A_s/(B_f d) = #round(n.rho, digits: 4)$, $rho_min = #n.rho_min$], [Reinforcement ratio])
|
||||
|
||||
== Soil Bearing
|
||||
|
||||
#calcline([$q = P_s/A_f = #round(n.q_psf, digits: 1) " psf"$], [Acting service pressure])
|
||||
#calcline([$q_a = #n.qa_psf " psf"$], [Allowable gross pressure])
|
||||
#calcline([$q = P_s/A_f = #round(n.q_psf, digits: 1) "psf"$], [Acting service pressure])
|
||||
#calcline([$q_a = #n.qa_psf "psf"$], [Allowable gross pressure])
|
||||
|
||||
#check("Soil bearing", checks.soil_bearing.demand, checks.soil_bearing.capacity, unit: "psf", ok: checks.soil_bearing.ok, demand-label: [$q$], capacity-label: [$q_a$])
|
||||
|
||||
== One-Way Shear
|
||||
|
||||
#calcline([$L_1 = (B_f - c)/2 - d = #round(n.L1_in, digits: 2) " in"$], [Cantilever beyond d])
|
||||
#calcline([$V_u = q_u B_f L_1 = #round(n.Vu_one_way_kip, digits: 2) " kip"$], [Demand at d])
|
||||
#calcline([$V_c = 2 lambda sqrt(f'_c) B_f d = #round(n.Vc_one_way_kip, digits: 1) " kip"$], [ACI 22.5])
|
||||
#calcline([$phi V_c = #round(n.phiVc_one_way_kip, digits: 1) " kip"$], [phi=0.75])
|
||||
#calcline([$L_1 = (B_f - c)/2 - d = #round(n.L1_in, digits: 2) "in"$], [Cantilever beyond d])
|
||||
#calcline([$V_u = q_u B_f L_1 = #round(n.Vu_one_way_kip, digits: 2) "kip"$], [Demand at d])
|
||||
#calcline([$V_c = 2 lambda sqrt(f'_c) B_f d = #round(n.Vc_one_way_kip, digits: 1) "kip"$], [ACI 22.5])
|
||||
#calcline([$phi V_c = #round(n.phiVc_one_way_kip, digits: 1) "kip"$], [phi=0.75])
|
||||
|
||||
#check("One-way shear", checks.one_way_shear.demand, checks.one_way_shear.capacity, unit: "kip", ok: checks.one_way_shear.ok, demand-label: [$V_u$], capacity-label: [$phi V_c$])
|
||||
|
||||
== Two-Way Shear (Punching)
|
||||
|
||||
#calcline([$b_o = 4(c+d) = #n.bo_in " in"$], [Critical perimeter at d/2])
|
||||
#calcline([$v_c = min(4, 2+4/beta, 2+alpha_s d/b_o) lambda sqrt(f'_c) = #round(n.vc_psi, digits: 1) " psi"$], [ACI 22.6])
|
||||
#calcline([$V_c = v_c b_o d = #round(n.Vc_two_way_kip, digits: 1) " kip"$], [Concrete shear strength])
|
||||
#calcline([$V_u = q_u (A_f - (c+d)^2) = #round(n.Vu_two_way_kip, digits: 1) " kip"$], [Punch demand])
|
||||
#calcline([$b_o = 4(c+d) = #n.bo_in "in"$], [Critical perimeter at d/2])
|
||||
#calcline([$v_c = min(4, 2+4/beta, 2+alpha_s d/b_o) lambda sqrt(f'_c) = #round(n.vc_psi, digits: 1) "psi"$], [ACI 22.6])
|
||||
#calcline([$V_c = v_c b_o d = #round(n.Vc_two_way_kip, digits: 1) "kip"$], [Concrete shear strength])
|
||||
#calcline([$V_u = q_u (A_f - (c+d)^2) = #round(n.Vu_two_way_kip, digits: 1) "kip"$], [Punch demand])
|
||||
|
||||
#check("Two-way shear", checks.two_way_shear.demand, checks.two_way_shear.capacity, unit: "kip", ok: checks.two_way_shear.ok, demand-label: [$V_u$], capacity-label: [$phi V_c$])
|
||||
|
||||
== Flexure
|
||||
|
||||
#calcline([$L_c = (B_f - c)/2 = #round(n.Lc_in, digits: 1) " in"$], [Cantilever])
|
||||
#calcline([$M_u = q_u B_f L_c^2/2 = #round(n.Mu_kipft, digits: 2) " kip·ft"$], [Demand])
|
||||
#calcline([$a = A_s f_y/(0.85 f'_c B_f) = #round(n.a_in, digits: 3) " in"$], [Whitney stress block])
|
||||
#calcline([$M_n = A_s f_y (d - a/2) = #round(n.Mn_kipft, digits: 1) " kip·ft"$], [Nominal moment strength])
|
||||
#calcline([$phi M_n = #round(n.phiMn_kipft, digits: 1) " kip·ft"$], [phi=0.90])
|
||||
#calcline([$L_c = (B_f - c)/2 = #round(n.Lc_in, digits: 1) "in"$], [Cantilever])
|
||||
#calcline([$M_u = q_u B_f L_c^2/2 = #round(n.Mu_kipft, digits: 2) "kip·ft"$], [Demand])
|
||||
#calcline([$a = A_s f_y/(0.85 f'_c B_f) = #round(n.a_in, digits: 3) "in"$], [Whitney stress block])
|
||||
#calcline([$M_n = A_s f_y (d - a/2) = #round(n.Mn_kipft, digits: 1) "kip·ft"$], [Nominal moment strength])
|
||||
#calcline([$phi M_n = #round(n.phiMn_kipft, digits: 1) "kip·ft"$], [phi=0.90])
|
||||
#calcline([$rho = A_s/(B_f d) = #round(n.rho, digits: 4)$], [vs rho_min 0.0018])
|
||||
|
||||
#check("Flexure", checks.flexure.demand, checks.flexure.capacity, unit: "kip·ft", ok: checks.flexure.ok, demand-label: [$M_u$], capacity-label: [$phi M_n$])
|
||||
|
|
@ -104,7 +104,7 @@ checked Python demands are reconciled by the test suite.
|
|||
|
||||
#calcline([$A_1 = b_p^2 = #round(n.A1_in2, digits: 1) " in"^2$, $A_2 = B_f^2 = #round(n.A2_in2, digits: 1) " in"^2$], [Plate and footing])
|
||||
#calcline([$sqrt(A_2/A_1) = #round(n.sqrt_ratio, digits: 2)$], [Uncapped ratio, capped at 2.0 for strength])
|
||||
#calcline([$B_n = 0.85 f'_c A_1 sqrt(...) = #round(n.Bn_kip, digits: 1) " kip"$], [ACI 22.8])
|
||||
#calcline([$phi B_n = #round(n.phiBn_kip, digits: 1) " kip"$], [phi=0.65])
|
||||
#calcline([$B_n = 0.85 f'_c A_1 sqrt(...) = #round(n.Bn_kip, digits: 1) "kip"$], [ACI 22.8])
|
||||
#calcline([$phi B_n = #round(n.phiBn_kip, digits: 1) "kip"$], [phi=0.65])
|
||||
|
||||
#check("Concrete bearing", checks.bearing.demand, checks.bearing.capacity, unit: "kip", ok: checks.bearing.ok, demand-label: [$P_u$], capacity-label: [$phi B_n$])
|
||||
|
|
|
|||
29
concrete-beam/README.md
Normal file
29
concrete-beam/README.md
Normal file
|
|
@ -0,0 +1,29 @@
|
|||
# Concrete Beam
|
||||
|
||||
Simple-span rectangular reinforced concrete beam, checked per ACI 318 for flexure, minimum steel, and concrete shear under a uniform gravity load (1.2D + 1.6L).
|
||||
|
||||
## Files
|
||||
|
||||
- `input.yaml` — geometry, loads, materials, and reinforcement; units are carried in the values.
|
||||
- `calc.py` — computes the demands and capacities, writes `results.json`, and regenerates the cross-section figure.
|
||||
- `beam_section.py` — renders the cross-section as native Typst (`assets/beam-section.typ`), drawn to a fixed schematic cover.
|
||||
- `test_concrete_beam.py` — pytest checks of the demands, flexure, minimum steel, shear, reinforcement geometry, and the generated figure.
|
||||
- `concrete-beam.typ` — report; compiles to `concrete-beam.pdf`.
|
||||
|
||||
`As` is derived from the provided bars (`n_bars`, `bar_size`).
|
||||
|
||||
## Usage
|
||||
|
||||
Edit `input.yaml`, then:
|
||||
|
||||
```sh
|
||||
python3 calc.py # writes results.json and assets/beam-section.typ
|
||||
python3 -m pytest # checks the calculation and the generated figure
|
||||
typst compile concrete-beam.typ # builds concrete-beam.pdf
|
||||
```
|
||||
|
||||
`calc.py` must be run before compiling so the figure matches the current inputs; the tests fail if `assets/beam-section.typ` is stale.
|
||||
|
||||
## Requirements
|
||||
|
||||
Python 3 with `pyyaml`, `pint`, `pytest`; Typst.
|
||||
|
|
@ -3,26 +3,28 @@
|
|||
box(width: 180pt, height: 180pt)[
|
||||
#place(dx: 48pt, dy: 28pt, rect(width: 76pt, height: 114pt, fill: rgb("#f2f2f2"), stroke: 1pt + black))
|
||||
#place(dx: 58.5pt, dy: 38.5pt, rect(width: 55pt, height: 93pt, radius: 3pt, stroke: 2pt + black))
|
||||
#place(dx: 59.5pt, dy: 124.6pt, circle(radius: 2.969pt, fill: black))
|
||||
#place(dx: 106.6pt, dy: 124.6pt, circle(radius: 2.969pt, fill: black))
|
||||
#place(dx: 59.5pt, dy: 39.5pt, circle(radius: 2.375pt, fill: black))
|
||||
#place(dx: 107.8pt, dy: 39.5pt, circle(radius: 2.375pt, fill: black))
|
||||
#place(dx: 59.5pt, dy: 121pt, circle(radius: 4.75pt, fill: black))
|
||||
#place(dx: 74pt, dy: 121pt, circle(radius: 4.75pt, fill: black))
|
||||
#place(dx: 88.5pt, dy: 121pt, circle(radius: 4.75pt, fill: black))
|
||||
#place(dx: 103pt, dy: 121pt, circle(radius: 4.75pt, fill: black))
|
||||
#place(dx: 59.5pt, dy: 39.5pt, circle(radius: 4.75pt, fill: black))
|
||||
#place(dx: 103pt, dy: 39.5pt, circle(radius: 4.75pt, fill: black))
|
||||
#place(line(start: (48pt, 158pt), end: (124pt, 158pt), stroke: 0.6pt + black))
|
||||
#place(line(start: (48pt, 155pt), end: (48pt, 161pt), stroke: 0.6pt + black))
|
||||
#place(line(start: (124pt, 155pt), end: (124pt, 161pt), stroke: 0.6pt + black))
|
||||
#place(dx: 48pt, dy: 161pt, box(width: 76pt, align(center, text(size: 7pt)[$b_w = 8 " in"$])))
|
||||
#place(dx: 48pt, dy: 161pt, box(width: 76pt, align(center, text(size: 7pt)[$b_w = 8 "in"$])))
|
||||
#place(line(start: (42pt, 28pt), end: (42pt, 142pt), stroke: 0.6pt + black))
|
||||
#place(line(start: (39pt, 28pt), end: (45pt, 28pt), stroke: 0.6pt + black))
|
||||
#place(line(start: (39pt, 142pt), end: (45pt, 142pt), stroke: 0.6pt + black))
|
||||
#place(dx: 0.5pt, dy: 82pt, text(size: 7pt)[$h = 12 " in"$])
|
||||
#place(line(start: (110.1pt, 41.88pt), end: (129pt, 42pt), stroke: 0.5pt + rgb("#626b73")))
|
||||
#place(dx: 108.6pt, dy: 40.38pt, circle(radius: 1.5pt, fill: black))
|
||||
#place(dx: 132pt, dy: 37pt, text(size: 7pt, "(2) #4"))
|
||||
#place(dx: 0.5pt, dy: 82pt, text(size: 7pt)[$h = 12 "in"$])
|
||||
#place(line(start: (107.8pt, 44.25pt), end: (129pt, 42pt), stroke: 0.5pt + rgb("#626b73")))
|
||||
#place(dx: 106.2pt, dy: 42.75pt, circle(radius: 1.5pt, fill: black))
|
||||
#place(dx: 132pt, dy: 37pt, text(size: 7pt, "(2) #8"))
|
||||
#place(line(start: (113.5pt, 85pt), end: (129pt, 82pt), stroke: 0.5pt + rgb("#626b73")))
|
||||
#place(dx: 112pt, dy: 83.5pt, circle(radius: 1.5pt, fill: black))
|
||||
#place(dx: 132pt, dy: 77pt, text(size: 7pt, "#3 @ 6″"))
|
||||
#place(line(start: (109.5pt, 127.5pt), end: (129pt, 128pt), stroke: 0.5pt + rgb("#626b73")))
|
||||
#place(dx: 108pt, dy: 126pt, circle(radius: 1.5pt, fill: black))
|
||||
#place(dx: 132pt, dy: 123pt, text(size: 7pt, "(2) #5"))
|
||||
#place(dx: 132pt, dy: 77pt, text(size: 7pt, "#3 @ 8″"))
|
||||
#place(line(start: (107.8pt, 125.8pt), end: (129pt, 128pt), stroke: 0.5pt + rgb("#626b73")))
|
||||
#place(dx: 106.2pt, dy: 124.2pt, circle(radius: 1.5pt, fill: black))
|
||||
#place(dx: 132pt, dy: 123pt, text(size: 7pt, "(4) #8"))
|
||||
]
|
||||
}
|
||||
|
|
|
|||
|
|
@ -106,7 +106,7 @@ def render(values: dict) -> str:
|
|||
)
|
||||
add(
|
||||
f" #place(dx: {_f(ox)}pt, dy: {_f(dim_y + 3)}pt, "
|
||||
f'box(width: {_f(w_sec)}pt, align(center, text(size: 7pt)[$b_w = {_f(bw)} " in"$])))'
|
||||
f'box(width: {_f(w_sec)}pt, align(center, text(size: 7pt)[$b_w = {_f(bw)} "in"$])))'
|
||||
)
|
||||
|
||||
x_h = ox - 6.0
|
||||
|
|
@ -121,7 +121,7 @@ def render(values: dict) -> str:
|
|||
)
|
||||
add(
|
||||
f" #place(dx: 0.5pt, dy: {_f(oy + h_sec / 2.0 - 3)}pt, "
|
||||
f'text(size: 7pt)[$h = {_f(h)} " in"$])'
|
||||
f'text(size: 7pt)[$h = {_f(h)} "in"$])'
|
||||
)
|
||||
|
||||
label_x = ox + w_sec + 8.0
|
||||
|
|
|
|||
File diff suppressed because it is too large
Load diff
|
|
@ -38,6 +38,26 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
|
|||
caption: [#n.span ft simply supported beam, #n.bw in × #n.h in rectangular section.],
|
||||
)
|
||||
|
||||
== Loads and Beam Demand
|
||||
|
||||
#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(
|
||||
[$w_u = 1.2 w_D + 1.6 w_L = #round(n.wu, digits: 3) "kip/ft"$],
|
||||
[Factored uniform line load],
|
||||
)
|
||||
#calcline(
|
||||
[$M_u = (w_u L^2) / 8 = #round(n.Mu) "kip·ft"$],
|
||||
[Maximum positive moment],
|
||||
)
|
||||
#calcline(
|
||||
[$V_u = (w_u L) / 2 = #round(n.Vu) "kip"$],
|
||||
[Support shear],
|
||||
)
|
||||
|
||||
== Section and Reinforcement
|
||||
|
||||
#align(right, block(width: 2.5in, figure(
|
||||
|
|
@ -45,42 +65,22 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
|
|||
caption: [Beam cross-section],
|
||||
)))
|
||||
|
||||
== Loads and Beam Demand
|
||||
|
||||
#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(
|
||||
[$w_u = 1.2 w_D + 1.6 w_L = #round(n.wu, digits: 3) " kip/ft"$],
|
||||
[Factored uniform line load],
|
||||
)
|
||||
#calcline(
|
||||
[$M_u = w_u L^2 / 8 = #round(n.Mu) " kip·ft"$],
|
||||
[Maximum positive moment],
|
||||
)
|
||||
#calcline(
|
||||
[$V_u = w_u L / 2 = #round(n.Vu) " kip"$],
|
||||
[Support shear],
|
||||
)
|
||||
|
||||
== Flexural Strength
|
||||
|
||||
#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 (#n.n_bars No. #n.bar_size)])
|
||||
#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([$A_s = #round(n.As, digits: 2) " in"^2$], [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])
|
||||
#calcline([$phi = #round(n.phi, digits: 2)$], [Strength reduction factor])
|
||||
#calcline(
|
||||
[$phi M_n = phi A_s f_y (d - a/2) = #round(n.phiMn) " kip·ft"$],
|
||||
[$phi M_n = phi A_s f_y (d - a/2) = #round(n.phiMn) "kip·ft"$],
|
||||
[Design flexural strength],
|
||||
)
|
||||
|
||||
|
|
@ -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(
|
||||
|
|
@ -112,8 +112,8 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
|
|||
)
|
||||
|
||||
#v(10pt)
|
||||
#calcline([$V_c = 2 sqrt(f'_c) b_w d = #round(n.Vc) " kip"$], [Concrete shear strength])
|
||||
#calcline([$phi V_c = #round(n.phiVc) " kip"$], [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(
|
||||
|
|
|
|||
|
|
@ -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.
|
||||
|
|
@ -31,12 +31,12 @@ cover: "1.5 in"
|
|||
# Stirrup bar number (#3).
|
||||
stirrup_size: 3
|
||||
# Stirrup spacing along the span, on center.
|
||||
stirrup_spacing: "6 in"
|
||||
stirrup_spacing: "8 in"
|
||||
# Bottom (tension) longitudinal bar number (#5).
|
||||
bar_size: 5
|
||||
bar_size: 8
|
||||
# Number of bottom longitudinal bars.
|
||||
n_bars: 2
|
||||
n_bars: 4
|
||||
# Top (hanger) longitudinal bar number (#4).
|
||||
top_bar_size: 4
|
||||
top_bar_size: 8
|
||||
# Number of top hanger bars.
|
||||
n_top_bars: 2
|
||||
|
|
|
|||
|
|
@ -19,35 +19,35 @@
|
|||
"d": 9.5,
|
||||
"fc": 3.0,
|
||||
"fy": 60.0,
|
||||
"As": 0.613592,
|
||||
"a": 1.804683,
|
||||
"et": 0.010423,
|
||||
"phi": 0.9,
|
||||
"Mn": 26.377285,
|
||||
"phiMn": 23.739557,
|
||||
"As": 3.141593,
|
||||
"a": 9.239978,
|
||||
"et": -0.000378,
|
||||
"phi": 0.65,
|
||||
"Mn": 76.65503,
|
||||
"phiMn": 49.82577,
|
||||
"As_min": 0.253333,
|
||||
"Vc": 8.325383,
|
||||
"phiVc": 6.244037,
|
||||
"cover": 1.5,
|
||||
"stirrup_size": 3,
|
||||
"stirrup_spacing": 6.0,
|
||||
"stirrup_spacing": 8.0,
|
||||
"stirrup_db": 0.375,
|
||||
"bar_size": 5,
|
||||
"n_bars": 2,
|
||||
"bar_db": 0.625,
|
||||
"top_bar_size": 4,
|
||||
"bar_size": 8,
|
||||
"n_bars": 4,
|
||||
"bar_db": 1.0,
|
||||
"top_bar_size": 8,
|
||||
"n_top_bars": 2,
|
||||
"top_bar_db": 0.5
|
||||
"top_bar_db": 1.0
|
||||
},
|
||||
"checks": {
|
||||
"flexure": {
|
||||
"demand": 23.44,
|
||||
"capacity": 23.739557,
|
||||
"capacity": 49.82577,
|
||||
"ok": true
|
||||
},
|
||||
"minimum_steel": {
|
||||
"demand": 0.253333,
|
||||
"capacity": 0.613592,
|
||||
"capacity": 3.141593,
|
||||
"ok": true
|
||||
},
|
||||
"shear": {
|
||||
|
|
|
|||
|
|
@ -611,13 +611,13 @@ endobj
|
|||
<</Type/FontDescriptor/FontName/UZLPXB+LibertinusSerif-Bold/Flags 131078/FontBBox[0 -238 893 700]/ItalicAngle 0/Ascent 894/Descent -246/CapHeight 645/StemV 168.6/CIDSet 212 0 R/FontFile3 214 0 R>>
|
||||
endobj
|
||||
204 0 obj
|
||||
<</Type/Font/Subtype/Type0/BaseFont/XGFTAM+NewCMMath-Book-Identity-H/Encoding/Identity-H/DescendantFonts[205 0 R]/ToUnicode 216 0 R>>
|
||||
<</Type/Font/Subtype/Type0/BaseFont/UGHYKZ+NewCMMath-Book-Identity-H/Encoding/Identity-H/DescendantFonts[205 0 R]/ToUnicode 216 0 R>>
|
||||
endobj
|
||||
205 0 obj
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@ -1372,18 +1381,18 @@ xref
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trailer
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<</Size 227/Root 226 0 R/Info 224 0 R/ID[(TP6lPJMMYUXq4xWqxRfbcw==)(ZXbFoGXTHeCaVWlB3WKMxw==)]>>
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<</Size 227/Root 226 0 R/Info 224 0 R/ID[(TP6lPJMMYUXq4xWqxRfbcw==)(ItAcsiGiKZRcYbTnJtANxw==)]>>
|
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startxref
|
||||
168383
|
||||
168388
|
||||
%%EOF
|
||||
|
|
@ -24,12 +24,12 @@ distributing the post load to the ground.
|
|||
#let t = 0.75
|
||||
#let N = 3
|
||||
|
||||
#calcline([$P = #P " lbf"$], [Post axial load on mudsill])
|
||||
#calcline([$B_p = #Bp " in"$], [Post base width])
|
||||
#calcline([$H_p = #Hp " in"$], [Post base length])
|
||||
#calcline([$B = #B " in"$], [Mudsill panel width])
|
||||
#calcline([$H = #H " in"$], [Mudsill panel length])
|
||||
#calcline([$t = #t " in"$], [Plywood thickness])
|
||||
#calcline([$P = #P "lbf"$], [Post axial load on mudsill])
|
||||
#calcline([$B_p = #Bp "in"$], [Post base width])
|
||||
#calcline([$H_p = #Hp "in"$], [Post base length])
|
||||
#calcline([$B = #B "in"$], [Mudsill panel width])
|
||||
#calcline([$H = #H "in"$], [Mudsill panel length])
|
||||
#calcline([$t = #t "in"$], [Plywood thickness])
|
||||
#calcline([$N = #N$], [Number of plywood panels])
|
||||
|
||||
== Plywood Bearing Under Post Base
|
||||
|
|
@ -40,10 +40,10 @@ distributing the post load to the ground.
|
|||
|
||||
#calcline([$A_p = B_p H_p = #round(Ap) " in"^2$], [Post base contact area])
|
||||
#calcline(
|
||||
[$f_"brg" = P / A_p = #round(fbrg_ply, digits: 3) " psi"$],
|
||||
[$f_"brg" = P / A_p = #round(fbrg_ply, digits: 3) "psi"$],
|
||||
[Bearing stress in plywood],
|
||||
)
|
||||
#calcline([$F_"abrg" = #Fabrg " psi"$], [Allowable plywood bearing (D510 ch 4.4.7)])
|
||||
#calcline([$F_"abrg" = #Fabrg "psi"$], [Allowable plywood bearing (D510 ch 4.4.7)])
|
||||
|
||||
#v(8pt)
|
||||
#check(
|
||||
|
|
@ -63,10 +63,10 @@ distributing the post load to the ground.
|
|||
|
||||
#calcline([$A_"brg" = (B H) / 144 = #round(Abrg, digits: 3) " ft"^2$], [Mudsill bearing area on soil])
|
||||
#calcline(
|
||||
[$f_"brg" = P / A_"brg" = #round(fbrg_soil, digits: 3) " psf"$],
|
||||
[$f_"brg" = P / A_"brg" = #round(fbrg_soil, digits: 3) "psf"$],
|
||||
[Soil bearing pressure],
|
||||
)
|
||||
#calcline([$F_"brg" = #Fbrg " psf"$], [Allowable soil bearing pressure])
|
||||
#calcline([$F_"brg" = #Fbrg "psf"$], [Allowable soil bearing pressure])
|
||||
|
||||
#v(8pt)
|
||||
#check(
|
||||
|
|
@ -95,15 +95,15 @@ is applied to the soil pressure to account for partial loading at the cantilever
|
|||
#let S = 1.125
|
||||
#let Fb = FbS / S
|
||||
|
||||
#calcline([$w = 0.6 f_"brg" B = #round(w) " plf"$], [Lineal load on plywood])
|
||||
#calcline([$a = (H - H_p) / 2 = #round(a) " in"$], [Cantilever length])
|
||||
#calcline([$M = w a^2 / 2 = #round(M) " lbf" dot "ft"$], [Maximum bending moment])
|
||||
#calcline([$w = 0.6 f_"brg" B = #round(w) "plf"$], [Lineal load on plywood])
|
||||
#calcline([$a = (H - H_p) / 2 = #round(a) "in"$], [Cantilever length])
|
||||
#calcline([$M = w a^2 / 2 = #round(M) "lbf" dot "ft"$], [Maximum bending moment])
|
||||
#calcline([$S_p = N B t^2 / 6 = #round(Sp, digits: 3) " in"^3$], [Section modulus of plywood])
|
||||
#calcline(
|
||||
[$f_b = M / S_p = #round(fb, digits: 3) " psi"$],
|
||||
[$f_b = M / S_p = #round(fb, digits: 3) "psi"$],
|
||||
[Bending stress in plywood],
|
||||
)
|
||||
#calcline([$F_b = F_"bS" / S = #round(Fb) " psi"$], [Allowable bending stress])
|
||||
#calcline([$F_b = F_"bS" / S = #round(Fb) "psi"$], [Allowable bending stress])
|
||||
|
||||
#v(8pt)
|
||||
#check(
|
||||
|
|
@ -122,13 +122,13 @@ is applied to the soil pressure to account for partial loading at the cantilever
|
|||
#let fv = 1.5 * V / Av
|
||||
#let Fv = 90.0
|
||||
|
||||
#calcline([$V = w a = #round(V) " lbf"$], [Maximum shear force])
|
||||
#calcline([$V = w a = #round(V) "lbf"$], [Maximum shear force])
|
||||
#calcline([$A_v = N B t = #round(Av, digits: 3) " in"^2$], [Shear area of plywood])
|
||||
#calcline(
|
||||
[$f_v = 1.5 V / A_v = #round(fv, digits: 3) " psi"$],
|
||||
[$f_v = 1.5 V / A_v = #round(fv, digits: 3) "psi"$],
|
||||
[Shear stress in plywood],
|
||||
)
|
||||
#calcline([$F_v = #Fv " psi"$], [Allowable shear stress])
|
||||
#calcline([$F_v = #Fv "psi"$], [Allowable shear stress])
|
||||
|
||||
#v(8pt)
|
||||
#check(
|
||||
|
|
|
|||
|
|
@ -278,13 +278,13 @@ endobj
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|||
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<</Title(Shore Post Analysis and Design)/Author(Conemco Engineering)/Creator(Typst 0.15.1)/ModDate(D:20260921203430-04'00)/CreationDate(D:20260921203430-04'00)>>
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@ -1019,20 +1016,20 @@ xref
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trailer
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<</Size 118/Root 117 0 R/Info 115 0 R/ID[(a3kc+QfLN/5P+2AitCZKzg==)(cAnsuCPP9cWx2FVTu2Zl7g==)]>>
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<</Size 118/Root 117 0 R/Info 115 0 R/ID[(a3kc+QfLN/5P+2AitCZKzg==)(Zzv5dOGRv7/RZqcmymw5/g==)]>>
|
||||
startxref
|
||||
173544
|
||||
173548
|
||||
%%EOF
|
||||
|
|
@ -23,8 +23,8 @@ Analysis to determine the axial demand for heavy duty shore post supporting the
|
|||
#let By = 16
|
||||
#let At = Bx * By
|
||||
|
||||
#calcline([$S_x = #Bx " ft"$], [Tributary width in x (Spacing in X)])
|
||||
#calcline([$S_y = #By " ft"$], [Tributary width in y (Spacing in Y)])
|
||||
#calcline([$S_x = #Bx "ft"$], [Tributary width in x (Spacing in X)])
|
||||
#calcline([$S_y = #By "ft"$], [Tributary width in y (Spacing in Y)])
|
||||
#calcline(
|
||||
[$A_t = S_x S_y = #round(At) " ft"^2$],
|
||||
[Plan tributary area],
|
||||
|
|
@ -38,12 +38,12 @@ Analysis to determine the axial demand for heavy duty shore post supporting the
|
|||
|
||||
#let P = ((DL + SDL + LL) * At) / 2
|
||||
|
||||
#calcline([$D = #DL " psf"$], [Dead load])
|
||||
#calcline([$D_("s") = #SDL " psf"$], [Superimposed dead load])
|
||||
#calcline([$L_L = #LL " psf"$], [Live load])
|
||||
#calcline([$D = #DL "psf"$], [Dead load])
|
||||
#calcline([$D_("s") = #SDL "psf"$], [Superimposed dead load])
|
||||
#calcline([$L_L = #LL "psf"$], [Live load])
|
||||
|
||||
#calcline(
|
||||
[$P_max = display((( D + D_("s") + L_L) A_t ) / 2) = #round(P) " lbf"$],
|
||||
[$P_max = display((( D + D_("s") + L_L) A_t ) / 2) = #round(P) "lbf"$],
|
||||
[Maximum service load on one post],
|
||||
)
|
||||
|
||||
|
|
@ -54,8 +54,8 @@ Considering AS550 Heavy Duty Shore post
|
|||
#let H = 14
|
||||
#let Pcap = 6400
|
||||
|
||||
#calcline([$H = #H " ft"$], [Shore post height])
|
||||
#calcline([$P_("cap") = #Pcap " lbf"$], [AS550 Shore post capacity as per tech report])
|
||||
#calcline([$H = #H "ft"$], [Shore post height])
|
||||
#calcline([$P_("cap") = #Pcap "lbf"$], [AS550 Shore post capacity as per tech report])
|
||||
|
||||
#v(8pt)
|
||||
#check(
|
||||
|
|
|
|||
|
|
@ -326,13 +326,13 @@ endobj
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|
||||
<</Title(Slab-On-Grade Design)/Author(Conemco Engineering)/Creator(Typst 0.15.1)/ModDate(D:20260921203430-04'00)/CreationDate(D:20260921203430-04'00)>>
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<</Size 130/Root 129 0 R/Info 127 0 R/ID[(N4kjbvDt0cm9AtUu+xPiqg==)(oBAM8AmI8aSAsY4e75FCMQ==)]>>
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|
||||
startxref
|
||||
150738
|
||||
150737
|
||||
%%EOF
|
||||
|
|
@ -24,22 +24,22 @@ Considering 4" thick, 3000 psi slab on grade with 6x6 w.2.1. For interior use.
|
|||
#let LL = 100
|
||||
#let b = 12
|
||||
|
||||
#calcline([$t = #t " in"$], [Slab thickness])
|
||||
#calcline([$L = #L " ft"$], [Max joint spacing])
|
||||
#calcline([$f'c = #fc " psi"$], [Concrete strength])
|
||||
#calcline([$omega_c = #wc " pcf"$], [Concrete density])
|
||||
#calcline([$f_y = #fy " psi"$], [Steel strength])
|
||||
#calcline([$f_s = (2\/3) f_y = #fs " psi"$], [Working stress])
|
||||
#calcline([$D_L = #DL " psf"$], [Dead load])
|
||||
#calcline([$L_L = #LL " psf"$], [Live load])
|
||||
#calcline([$b = #b " in"$], [Design width])
|
||||
#calcline([$t = #t "in"$], [Slab thickness])
|
||||
#calcline([$L = #L "ft"$], [Max joint spacing])
|
||||
#calcline([$f'c = #fc "psi"$], [Concrete strength])
|
||||
#calcline([$omega_c = #wc "pcf"$], [Concrete density])
|
||||
#calcline([$f_y = #fy "psi"$], [Steel strength])
|
||||
#calcline([$f_s = (2\/3) f_y = #fs "psi"$], [Working stress])
|
||||
#calcline([$D_L = #DL "psf"$], [Dead load])
|
||||
#calcline([$L_L = #LL "psf"$], [Live load])
|
||||
#calcline([$b = #b "in"$], [Design width])
|
||||
|
||||
== Acting Load
|
||||
|
||||
#let w = wc * (t / 12) + DL + LL
|
||||
|
||||
#calcline(
|
||||
[$w = omega_c dot t + D_L + L_L = #round(w) " psf"$],
|
||||
[$w = omega_c dot t + D_L + L_L = #round(w) "psf"$],
|
||||
[Design lineal load],
|
||||
)
|
||||
|
||||
|
|
|
|||
|
|
@ -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})",
|
||||
]
|
||||
)
|
||||
|
||||
|
|
|
|||
|
|
@ -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,
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startxref
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190830
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190855
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%%EOF
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||||
|
|
@ -19,66 +19,62 @@ 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])
|
||||
#calcline([$A = #n.section_A "in"^2$], [Section area])
|
||||
#calcline([$A = #n.section_A " in"^2$], [Section area])
|
||||
#calcline([$r_y = #n.section_ry "in"$], [Weak-axis radius of gyration])
|
||||
#calcline([$S_x = #n.section_Sx "in"^3$, $Z_x = #n.section_Zx "in"^3$], [Elastic and plastic major-axis modulus])
|
||||
#calcline([$S_y = #n.section_Sy "in"^3$, $Z_y = #n.section_Zy "in"^3$], [Elastic and plastic minor-axis modulus])
|
||||
#calcline([$h_o = #n.section_ho "in"$, $J = #n.section_J "in"^4$], [Flange centroid distance and torsional constant])
|
||||
#calcline([$I_x = #n.section_Ix "in"^4$, $I_y = #n.section_Iy "in"^4$], [Major and minor-axis inertia])
|
||||
#calcline([$S_x = #n.section_Sx " in"^3$, $Z_x = #n.section_Zx " in"^3$], [Elastic and plastic major-axis modulus])
|
||||
#calcline([$S_y = #n.section_Sy " in"^3$, $Z_y = #n.section_Zy " in"^3$], [Elastic and plastic minor-axis modulus])
|
||||
#calcline([$h_o = #n.section_ho "in"$, $J = #n.section_J " in"^4$], [Flange centroid distance and torsional constant])
|
||||
#calcline([$I_x = #n.section_Ix " in"^4$, $I_y = #n.section_Iy " in"^4$], [Major and minor-axis inertia])
|
||||
#calcline([$lambda = #n.lambda$], [Web slenderness ratio])
|
||||
|
||||
== 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
|
||||
|
|
|
|||
|
|
@ -1049,13 +1049,13 @@ endobj
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||||
endobj
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<</Type/Font/Subtype/Type0/BaseFont/YHXUOD+NewCMMath-Book-Identity-H/Encoding/Identity-H/DescendantFonts[351 0 R]/ToUnicode 366 0 R>>
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endobj
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endobj
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352 0 obj
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<</Type/FontDescriptor/FontName/YHXUOD+NewCMMath-Book/Flags 131076/FontBBox[19 -960 1140 950]/ItalicAngle 0/Ascent 806/Descent -194/CapHeight 683/StemV 95.4/CIDSet 365 0 R/FontFile3 367 0 R>>
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endobj
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353 0 obj
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<</Type/Page/Resources 338 0 R/MediaBox[0 0 612 792]/StructParents 0/Parent 1 0 R/Contents 368 0 R>>
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@ -1161,31 +1161,27 @@ x
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²´xstVs¯ÂsJ@F…ë ‰\©BtF(Ñ´|–ÓiµÂtf3 ~Ô†¬<10>%ð)Msôe³ÂuÁ?2f…íÂ,~"¶Ó%W/ˆ”Fƒ®…Ê óÏŸÚ‚„ûÄ'<16>|¤<3¤((›
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6HôB$OPJ†!jn*¦ˆþáÊý“c“»z½Ó<C2BD>œÛøâv“{÷÷6çvç w‚šùpÈ÷. ®ïÜ–ºŠ«šU¨ú¹U«´d«*`¢‘²•u?¬<>¸ÜçÔäAL²^<5E>äø ©r…TÑCbÒœ '¨V®ð*¦¹€”+WØ•`,¹yÔˆß/]¹B¯ÂÀA³^6ÅG ð«&Y0›ô<¯`–ššô@œÖƒê<C692>(×,fÕÌR” <1C>ˆ§b¶e³Ô$%N÷³-œ¥"*Å g…‰˜mé,¥ç9+½2Y&`¶Å³T(É+ˆ–%‰2Hä÷(žwák¸ÇI£å³T¨O|ñ<>ÉõRÓ•™²ÜšÊôó³Â}–æ€mKh©IK‚ÈÓ]më_a¿`<60>
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â<EFBFBD>&Þ†•0 bR‹vgp@<40>‘õN”tõ#ƒoºå9SƦk ýX ‡~zV¢bW”½±èfç=–½ËPI×ß2 W¬¶<C2AC>rª’ŒãÈvUĪ §jà-¼×7‘¬RŒBŽ|¯÷yÄÛö¼<¬(H ö<>óO9þ¾3c˜Û‡ÊšILY<4C>C óKËPÉÝÊà9w’‚<E28099>3WB%qçØ@<40>‚×.#„JÒ¶œ!ã¼QÚrÛ¯Fàe²À •g¦ <20> -¼Kdûzx„u?Mùä<C3B9>“SM@q¬<71>(… Šyx<79>åi %#U†æ•üŸªŒ`ÕüÁ~pò¼7<C2BC>qü„xsSÙ¿â÷¹ºš./·ãÿþåEMyÁ¼ „ÿŽ¸µµ»ó)€éÜâ"TWÔ"Î' ¤‘9߉նF»×鱤» ++b-ÅçïL<>"<22>¥ÊŠXIó¾”?ÖÜ<C396>3b%Í+CÀ4oÀ¿Ú«˜–x
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Þ8YÑõ«"î GËŠXÝÓ‚>Z„7"{ ¢¥(²‰ ? E±ûºèéÍjusµûÀè/77«öF²Áçîñû‰g¸¶³ q=ð"?ºÑ>ð˜ßPÆ®¿Æ<14>"ÔÞûXwgWÚ=9½S<ÚTò7ù|s^éë'wøíàaìîV{<7B>m7ßÕùñ0‡ýÈc.
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endstream
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endobj
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371 0 obj
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@ -1692,12 +1673,12 @@ r
|
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endstream
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endobj
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375 0 obj
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<</Title(Wood Joist Analysis)/Author(Conemco Engineering)/Creator(Typst 0.15.1)/ModDate(D:20260903203735-04'00)/CreationDate(D:20260903203735-04'00)>>
|
||||
<</Title(Wood Joist Analysis)/Author(Conemco Engineering)/Creator(Typst 0.15.1)/ModDate(D:20260921203431-04'00)/CreationDate(D:20260921203431-04'00)>>
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endobj
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376 0 obj
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@ -2070,21 +2051,21 @@ xref
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trailer
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<</Size 378/Root 377 0 R/Info 375 0 R/ID[(9WqlyDyXW06bGOrFgQS2JA==)(X34dD3ZspxukqpsWi3EjpQ==)]>>
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<</Size 378/Root 377 0 R/Info 375 0 R/ID[(9WqlyDyXW06bGOrFgQS2JA==)(bXnolz8N0pOlKFo3ZCm4Dg==)]>>
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startxref
|
||||
204999
|
||||
204990
|
||||
%%EOF
|
||||
|
|
@ -31,24 +31,24 @@ are reconciled to those values by the test suite.
|
|||
#let R = V
|
||||
#metadata((w_plf: w, wL_plf: wL, M_ftlbf: M, V_lbf: V, R_lbf: R)) <wood-joist-loads>
|
||||
|
||||
#calcline([$L = #L " ft"$], [Simple span])
|
||||
#calcline([$B = #B " ft"$], [Tributary spacing, on-center])
|
||||
#calcline([$D = #DL " psf"$], [Dead load])
|
||||
#calcline([$L_L = #LL " psf"$], [Live load])
|
||||
#calcline([$w = (D + L_L) B = #w " plf"$], [Total uniform line load, Typst-derived])
|
||||
#calcline([$w_("checked") = #round(n.w_plf, digits: 1) " plf"$], [Total uniform line load, checked input])
|
||||
#calcline([$w_L = L_L B = #wL " plf"$], [Live uniform line load, Typst-derived])
|
||||
#calcline([$w_("L,checked") = #round(n.wL_plf, digits: 1) " plf"$], [Live uniform line load, checked input])
|
||||
#calcline([$M = w L^2 / 8 = #round(M, digits: 2) " ft·lbf"$], [Maximum moment, Typst-derived])
|
||||
#calcline([$M_("checked") = #round(n.M_ftlbf, digits: 2) " ft·lbf"$], [Maximum moment, checked input])
|
||||
#calcline([$V = w L / 2 = #V " lbf"$], [Support shear, Typst-derived])
|
||||
#calcline([$V_("checked") = #round(n.V_lbf, digits: 1) " lbf"$], [Support shear, checked input])
|
||||
#calcline([$R = V = #R " lbf"$], [Support reaction, Typst-derived])
|
||||
#calcline([$R_("checked") = #round(n.R_lbf, digits: 1) " lbf"$], [Support reaction, checked input])
|
||||
#calcline([$L = #L "ft"$], [Simple span])
|
||||
#calcline([$B = #B "ft"$], [Tributary spacing, on-center])
|
||||
#calcline([$D = #DL "psf"$], [Dead load])
|
||||
#calcline([$L_L = #LL "psf"$], [Live load])
|
||||
#calcline([$w = (D + L_L) B = #w "plf"$], [Total uniform line load, Typst-derived])
|
||||
#calcline([$w_("checked") = #round(n.w_plf, digits: 1) "plf"$], [Total uniform line load, checked input])
|
||||
#calcline([$w_L = L_L B = #wL "plf"$], [Live uniform line load, Typst-derived])
|
||||
#calcline([$w_("L,checked") = #round(n.wL_plf, digits: 1) "plf"$], [Live uniform line load, checked input])
|
||||
#calcline([$M = w L^2 / 8 = #round(M, digits: 2) "ft·lbf"$], [Maximum moment, Typst-derived])
|
||||
#calcline([$M_("checked") = #round(n.M_ftlbf, digits: 2) "ft·lbf"$], [Maximum moment, checked input])
|
||||
#calcline([$V = w L / 2 = #V "lbf"$], [Support shear, Typst-derived])
|
||||
#calcline([$V_("checked") = #round(n.V_lbf, digits: 1) "lbf"$], [Support shear, checked input])
|
||||
#calcline([$R = V = #R "lbf"$], [Support reaction, Typst-derived])
|
||||
#calcline([$R_("checked") = #round(n.R_lbf, digits: 1) "lbf"$], [Support reaction, checked input])
|
||||
|
||||
== Section Properties
|
||||
|
||||
#calcline([$b = #n.b_in " in"$, $d = #n.d_in " in"$], [Joist width and depth])
|
||||
#calcline([$b = #n.b_in "in"$, $d = #n.d_in "in"$], [Joist width and depth])
|
||||
#calcline([$A = b d = #round(n.A_in2, digits: 2) " in"^2$], [Section area])
|
||||
#calcline([$I_x = b d^3 / 12 = #round(n.Ix_in4, digits: 1) " in"^4$], [Moment of inertia])
|
||||
#calcline([$S_x = b d^2 / 6 = #round(n.Sx_in3, digits: 1) " in"^3$], [Elastic section modulus])
|
||||
|
|
@ -56,52 +56,52 @@ are reconciled to those values by the test suite.
|
|||
== Material And Adjustment Factors
|
||||
|
||||
#calcline([$"Species/grade" = #n.species_grade$], [NDS Supplement reference values])
|
||||
#calcline([$F_b = #n.Fb_psi " psi"$, $F_v = #n.Fv_psi " psi"$], [Reference bending and shear])
|
||||
#calcline([$F_(c"⊥") = #n.Fcp_psi " psi"$], [Reference compression perpendicular to grain])
|
||||
#calcline([$E = #n.E_psi " psi"$, $E'_"min" = #n.Emin_psi " psi"$], [Moduli of elasticity])
|
||||
#calcline([$F_b = #n.Fb_psi "psi"$, $F_v = #n.Fv_psi "psi"$], [Reference bending and shear])
|
||||
#calcline([$F_(c"⊥") = #n.Fcp_psi "psi"$], [Reference compression perpendicular to grain])
|
||||
#calcline([$E = #n.E_psi "psi"$, $E'_"min" = #n.Emin_psi "psi"$], [Moduli of elasticity])
|
||||
#calcline([$C_D = #n.CD$, $C_M = #n.CM$, $C_t = #n.Ct$, $C_F = #n.CF$], [Load duration, wet service, temperature, size])
|
||||
#calcline([$C_r = #n.Cr$, $C_"fu" = #n.Cfu$, $C_i = #n.Ci$], [Repetitive member, flat use, incising])
|
||||
|
||||
== Flexure
|
||||
|
||||
#calcline([$l_e = #n.le_in " in"$], [Unbraced length of compression edge])
|
||||
#calcline([$l_e = #n.le_in "in"$], [Unbraced length of compression edge])
|
||||
#calcline([$R_B = sqrt(l_e d / b^2) = #round(n.RB, digits: 3)$], [Slenderness ratio, NDS 3.3.3])
|
||||
#calcline([$F^*_b = F_b C_D C_M C_t C_F C_i C_r = #round(n.Fb_star_psi, digits: 1) " psi"$], [Adjusted reference bending])
|
||||
#calcline([$F_("bE") = 1.20 E'_"min" / R_B^2 = #round(n.FbE_psi, digits: 1) " psi"$], [Critical buckling stress])
|
||||
#calcline([$F^*_b = F_b C_D C_M C_t C_F C_i C_r = #round(n.Fb_star_psi, digits: 1) "psi"$], [Adjusted reference bending])
|
||||
#calcline([$F_("bE") = 1.20 E'_"min" / R_B^2 = #round(n.FbE_psi, digits: 1) "psi"$], [Critical buckling stress])
|
||||
#calcline([$C_L = (1 + F_("bE")/F^*_b)/1.9 - sqrt(...) = #round(n.CL, digits: 4)$], [Beam stability factor, NDS 3.3.3])
|
||||
#calcline([$F'_b = F^*_b C_L C_"fu" = #round(n.Fb_prime_psi, digits: 1) " psi"$], [Adjusted bending])
|
||||
#calcline([$f_b = M / S_x = #round(n.fb_psi, digits: 1) " psi"$], [Acting bending stress])
|
||||
#calcline([$M_a = S_x F'_b = #round(n.Ma_ftlbf, digits: 1) " ft·lbf"$], [Allowable moment])
|
||||
#calcline([$F'_b = F^*_b C_L C_"fu" = #round(n.Fb_prime_psi, digits: 1) "psi"$], [Adjusted bending])
|
||||
#calcline([$f_b = M / S_x = #round(n.fb_psi, digits: 1) "psi"$], [Acting bending stress])
|
||||
#calcline([$M_a = S_x F'_b = #round(n.Ma_ftlbf, digits: 1) "ft·lbf"$], [Allowable moment])
|
||||
|
||||
#v(7pt)
|
||||
#check("Flexure", checks.flexure.demand, checks.flexure.capacity, unit: "psi", ok: checks.flexure.ok, demand-label: [$f_b$], capacity-label: [$F'_b$])
|
||||
|
||||
== Shear
|
||||
|
||||
#calcline([$F'_v = F_v C_D C_M C_t C_"vr" = #round(n.Fv_prime_psi, digits: 1) " psi"$], [Adjusted shear])
|
||||
#calcline([$f_v = 3 V / (2 A) = #round(n.fv_psi, digits: 3) " psi"$], [Acting shear stress])
|
||||
#calcline([$F'_v = F_v C_D C_M C_t C_"vr" = #round(n.Fv_prime_psi, digits: 1) "psi"$], [Adjusted shear])
|
||||
#calcline([$f_v = 3 V / (2 A) = #round(n.fv_psi, digits: 3) "psi"$], [Acting shear stress])
|
||||
|
||||
#v(7pt)
|
||||
#check("Shear", checks.shear.demand, checks.shear.capacity, unit: "psi", ok: checks.shear.ok, demand-label: [$f_v$], capacity-label: [$F'_v$])
|
||||
|
||||
== Bearing
|
||||
|
||||
#calcline([$l_b = #n.lb_in " in"$], [Bearing length])
|
||||
#calcline([$l_("end") = #n.bed_in " in"$], [Distance from member end to near edge of bearing, >= 3 in])
|
||||
#calcline([$l_b = #n.lb_in "in"$], [Bearing length])
|
||||
#calcline([$l_("end") = #n.bed_in "in"$], [Distance from member end to near edge of bearing, >= 3 in])
|
||||
#calcline([$C_b = (l_b + 0.375) / l_b = #round(n.Cb, digits: 3)$], [Bearing area factor, NDS 3.10.4])
|
||||
#calcline([$F'_("c⊥") = F_("c⊥") C_M C_t C_i C_b = #round(n.Fcp_prime_psi, digits: 2) " psi"$], [Adjusted bearing])
|
||||
#calcline([$F'_("c⊥") = F_("c⊥") C_M C_t C_i C_b = #round(n.Fcp_prime_psi, digits: 2) "psi"$], [Adjusted bearing])
|
||||
#calcline([$A_b = l_b b = #round(n.Ab_in2, digits: 2) " in"^2$], [Bearing area])
|
||||
#calcline([$f_("c⊥") = R / A_b = #round(n.fcp_psi, digits: 2) " psi"$], [Acting bearing stress])
|
||||
#calcline([$f_("c⊥") = R / A_b = #round(n.fcp_psi, digits: 2) "psi"$], [Acting bearing stress])
|
||||
|
||||
#v(7pt)
|
||||
#check("Bearing", checks.bearing.demand, checks.bearing.capacity, unit: "psi", ok: checks.bearing.ok, demand-label: [$f_("c⊥")$], capacity-label: [$F'_("c⊥")$])
|
||||
|
||||
== Deflection
|
||||
|
||||
#calcline([$Delta_"total" = 5 w L^4 / (384 E I_x) = #round(n.delta_total_in, digits: 3) " in"$], [Total-load deflection])
|
||||
#calcline([$Delta_"live" = 5 w_L L^4 / (384 E I_x) = #round(n.delta_live_in, digits: 3) " in"$], [Live-load deflection])
|
||||
#calcline([$L/240 = #n.delta_allow_total_in " in"$], [Total-load limit])
|
||||
#calcline([$L/360 = #n.delta_allow_live_in " in"$], [Live-load limit])
|
||||
#calcline([$Delta_"total" = 5 w L^4 / (384 E I_x) = #round(n.delta_total_in, digits: 3) "in"$], [Total-load deflection])
|
||||
#calcline([$Delta_"live" = 5 w_L L^4 / (384 E I_x) = #round(n.delta_live_in, digits: 3) "in"$], [Live-load deflection])
|
||||
#calcline([$L/240 = #n.delta_allow_total_in "in"$], [Total-load limit])
|
||||
#calcline([$L/360 = #n.delta_allow_live_in "in"$], [Live-load limit])
|
||||
|
||||
#v(7pt)
|
||||
#check("Deflection (total)", checks.deflection_total.demand, checks.deflection_total.capacity, unit: "in", ok: checks.deflection_total.ok, demand-label: [$Delta_"total"$], capacity-label: [$L/240$])
|
||||
|
|
|
|||
|
|
@ -515,13 +515,13 @@ endobj
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endobj
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à\pn‹æ´ Κo'÷.§”ËË¥¦õ{<7B> |fLdô½:p󓇇—¯þôú_Ý~úæááÍ·¿¿}þÝ×âÅñæÍÃë·{<7B>þ7/ÿøÍýˇoÞÜk.8ðrºÞk%ì]ú Ü;üaäïû˜OÞþ˜€w<E282AC>]r
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<</Title<FEFF0057006F006F00640020005300740075006400200043006F006C0075006D006E0020201400200041007800690061006C002000430061007000610063006900740079>/Author(Conemco Engineering)/Creator(Typst 0.15.1)/ModDate(D:20260921203431-04'00)/CreationDate(D:20260921203431-04'00)>>
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@ -1323,20 +1324,20 @@ xref
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0000035563 00000 n
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|
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0000109009 00000 n
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0000176408 00000 n
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|
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0000042393 00000 n
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0000053239 00000 n
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0000059829 00000 n
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trailer
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<</Size 198/Root 197 0 R/Info 195 0 R/ID[(WmRjAolkVmoIGl5qZMS6kQ==)(ajSUUYj1m6mhmeODBBkafw==)]>>
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<</Size 198/Root 197 0 R/Info 195 0 R/ID[(WmRjAolkVmoIGl5qZMS6kQ==)(yTYpGebJrfgq2tLmHy4aPw==)]>>
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startxref
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177860
|
||||
177834
|
||||
%%EOF
|
||||
|
|
@ -28,35 +28,35 @@ with buckling about the weak axis.
|
|||
#let A = b * d
|
||||
#metadata((P_lbf: P, A_in2: A)) <wood-stud-column-loads>
|
||||
|
||||
#calcline([$P = #P " lbf"$], [Axial load, compression (ASD)])
|
||||
#calcline([$L = #L_ft " ft" = #n.L_in " in"$], [Total stud length])
|
||||
#calcline([$b = #b " in"$, $d = #d " in"$], [Actual dimensions of a nominal 2x4])
|
||||
#calcline([$P = #P "lbf"$], [Axial load, compression (ASD)])
|
||||
#calcline([$L = #L_ft "ft" = #n.L_in "in"$], [Total stud length])
|
||||
#calcline([$b = #b "in"$, $d = #d "in"$], [Actual dimensions of a nominal 2x4])
|
||||
#calcline([$A = b d = #round(n.A_in2, digits: 2) " in"^2$], [Cross-sectional area])
|
||||
#calcline([$K_e = #n.Ke$], [Effective-length factor, pinned-pinned (NDS 3.7.1.2)])
|
||||
#calcline([$L_e = K_e L = #round(n.Le_in, digits: 1) " in"$], [Effective length])
|
||||
#calcline([$d_"min" = min(b, d) = #n.d_least_in " in"$], [Least dimension; weak-axis buckling governs])
|
||||
#calcline([$L_e = K_e L = #round(n.Le_in, digits: 1) "in"$], [Effective length])
|
||||
#calcline([$d_"min" = min(b, d) = #n.d_least_in "in"$], [Least dimension; weak-axis buckling governs])
|
||||
#calcline([$L_e / d_"min" = #round(n.Le_in / n.d_least_in, digits: 1) <= 50$], [Slenderness ratio, weak axis; cap $L_e/d <= 50$ (NDS 3.7.1.4)])
|
||||
|
||||
== Material And Adjustment Factors
|
||||
|
||||
#calcline([$"Species/grade" = #n.species_grade$], [NDS Supplement reference values])
|
||||
#calcline([$F_c = #n.Fc_psi " psi"$], [Reference compression parallel to grain])
|
||||
#calcline([$E = #n.E_psi " psi"$, $E'_"min" = #n.Emin_psi " psi"$], [Moduli of elasticity])
|
||||
#calcline([$F_c = #n.Fc_psi "psi"$], [Reference compression parallel to grain])
|
||||
#calcline([$E = #n.E_psi "psi"$, $E'_"min" = #n.Emin_psi "psi"$], [Moduli of elasticity])
|
||||
#calcline([$C_D = #n.CD$, $C_M = #n.CM$, $C_t = #n.Ct$, $C_F = #n.CF$, $C_i = #n.Ci$], [Load duration ($C_D=1.0$ normal/occupancy, NDS 2.3.2), wet service, temperature, size ($C_F=1.15$ for 2x4 compression, NDS 4.3.6), incising (NDS Table 4.3.1)])
|
||||
|
||||
== Column Stability Factor (NDS 3.7.1.4)
|
||||
|
||||
#calcline([$F^*_c = F_c C_D C_M C_t C_F C_i = #round(n.Fc_star_psi, digits: 1) " psi"$], [Adjusted reference compression, NDS 3.7.1.5])
|
||||
#calcline([$E'_"min" = E_"min" C_M C_t C_i = #round(n.Emin_prime_psi, digits: 0) " psi"$], [Adjusted 5th-percentile modulus])
|
||||
#calcline([$F_("cE") = 0.822 E'_"min" / (L_e / d_"min")^2 = #round(n.FcE_weak_psi, digits: 2) " psi"$], [Critical buckling stress, NDS Eq. 3.7-2 (coefficient 0.822)])
|
||||
#calcline([$F^*_c = F_c C_D C_M C_t C_F C_i = #round(n.Fc_star_psi, digits: 1) "psi"$], [Adjusted reference compression, NDS 3.7.1.5])
|
||||
#calcline([$E'_"min" = E_"min" C_M C_t C_i = #round(n.Emin_prime_psi, digits: 0) "psi"$], [Adjusted 5th-percentile modulus])
|
||||
#calcline([$F_("cE") = 0.822 E'_"min" / (L_e / d_"min")^2 = #round(n.FcE_weak_psi, digits: 2) "psi"$], [Critical buckling stress, NDS Eq. 3.7-2 (coefficient 0.822)])
|
||||
#calcline([$0.822$ (Euler coeff., NDS Eq. 3.7-2), $c = #n.c_sawn$], [Sawn-lumber column coefficient, NDS Eq. 3.7-1])
|
||||
#calcline([$C_p = (1 + F_("cE")/F^*_c)/(2c) - sqrt(...) = #round(n.Cp, digits: 4)$], [Column stability factor, NDS Eq. 3.7-1 (3.7.1.5); weak axis governs])
|
||||
|
||||
== Adjusted Compression Capacity
|
||||
|
||||
#calcline([$F'_c = F^*_c C_p = #round(n.Fc_prime_psi, digits: 2) " psi"$], [Adjusted compression design value, NDS 3.7.1.5])
|
||||
#calcline([$f_c = P / A = #round(n.fc_psi, digits: 2) " psi"$], [Acting compression stress])
|
||||
#calcline([$P_a = F'_c A = #round(n.Pa_lbf, digits: 1) " lbf"$], [Allowable axial load])
|
||||
#calcline([$F'_c = F^*_c C_p = #round(n.Fc_prime_psi, digits: 2) "psi"$], [Adjusted compression design value, NDS 3.7.1.5])
|
||||
#calcline([$f_c = P / A = #round(n.fc_psi, digits: 2) "psi"$], [Acting compression stress])
|
||||
#calcline([$P_a = F'_c A = #round(n.Pa_lbf, digits: 1) "lbf"$], [Allowable axial load])
|
||||
|
||||
#v(7pt)
|
||||
#check("Axial Compression", checks.axial.demand, checks.axial.capacity, unit: "lbf", ok: checks.axial.ok, demand-label: [$P$], capacity-label: [$P_a$])
|
||||
|
|
|
|||
Loading…
Reference in a new issue