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startxref
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startxref
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200339
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200337
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%%EOF
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%%EOF
|
||||||
|
|
@ -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>
|
#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([$A_r = B_r L_r = #round(Ar, digits: 2) " ft"^2$], [Tributary area])
|
||||||
#calcline([$W_c = b_c b_c L_c gamma_c = #round(Wc_kip, digits: 2) " kip"$], [Column self weight])
|
#calcline([$W_c = b_c b_c L_c gamma_c = #round(Wc_kip, digits: 2) "kip"$], [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([$P_s = (D_L_r + L_L_r) A_r + W_c = #round(Ps_typst, digits: 2) "kip"$], [Typst-derived service load])
|
||||||
#calcline([$P_(s,"checked") = #round(n.Ps_kip, digits: 2) " kip"$], [Python-checked service load])
|
#calcline([$P_(s,"checked") = #round(n.Ps_kip, digits: 2) "kip"$], [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([$P_u = 1.2(D_L_r A_r + W_c) + 1.6 L_L_r A_r = #round(Pu_typst, digits: 2) "kip"$], [Typst-derived factored load])
|
||||||
#calcline([$P_(u,"checked") = #round(n.Pu_kip, digits: 2) " kip"$], [Factored axial load])
|
#calcline([$P_(u,"checked") = #round(n.Pu_kip, digits: 2) "kip"$], [Factored axial load])
|
||||||
#calcline([$q_u = P_u / A_f = #round(n.qu_psf, digits: 1) " psf"$], [Factored gross pressure])
|
#calcline([$q_u = P_u / A_f = #round(n.qu_psf, digits: 1) "psf"$], [Factored gross pressure])
|
||||||
|
|
||||||
== Geometry and Materials
|
== Geometry and Materials
|
||||||
|
|
||||||
#calcline([$B_f = #n.Bf_ft " ft"$, $A_f = #n.Af_ft2 " ft"^2$], [Footing plan dimensions])
|
#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([$D_f = #n.Df_in "in"$, $"cover" = #n.cover_in "in"$, $d = D_f - "cover" = #n.d_in "in"$], [Effective depth])
|
||||||
#calcline([$c = #n.c_in " in"$, $b_p = #n.bp_in " in"$], [Column and base-plate widths])
|
#calcline([$c = #n.c_in "in"$, $b_p = #n.bp_in "in"$], [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([$f'_c = #n.fc_psi "psi"$, $f_y = #n.fy_ksi "ksi"$, $lambda = #n.lambda$], [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([$N = #n.N$, #("#" + 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])
|
#calcline([$rho = A_s/(B_f d) = #round(n.rho, digits: 4)$, $rho_min = #n.rho_min$], [Reinforcement ratio])
|
||||||
|
|
||||||
== Soil Bearing
|
== Soil Bearing
|
||||||
|
|
||||||
#calcline([$q = P_s/A_f = #round(n.q_psf, digits: 1) " psf"$], [Acting service 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])
|
#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: [$q_a$])
|
#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
|
== One-Way Shear
|
||||||
|
|
||||||
#calcline([$L_1 = (B_f - c)/2 - d = #round(n.L1_in, digits: 2) " in"$], [Cantilever beyond d])
|
#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([$V_u = q_u B_f L_1 = #round(n.Vu_one_way_kip, digits: 2) "kip"$], [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([$V_c = 2 lambda sqrt(f'_c) B_f d = #round(n.Vc_one_way_kip, digits: 1) "kip"$], [ACI 22.5])
|
||||||
#calcline([$phi V_c = #round(n.phiVc_one_way_kip, digits: 1) " kip"$], [phi=0.75])
|
#calcline([$phi V_c = #round(n.phiVc_one_way_kip, digits: 1) "kip"$], [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: [$phi V_c$])
|
#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)
|
== Two-Way Shear (Punching)
|
||||||
|
|
||||||
#calcline([$b_o = 4(c+d) = #n.bo_in " in"$], [Critical perimeter at d/2])
|
#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([$v_c = min(4, 2+4/beta, 2+alpha_s d/b_o) lambda sqrt(f'_c) = #round(n.vc_psi, digits: 1) "psi"$], [ACI 22.6])
|
||||||
#calcline([$V_c = v_c b_o d = #round(n.Vc_two_way_kip, digits: 1) " kip"$], [Concrete shear strength])
|
#calcline([$V_c = v_c b_o d = #round(n.Vc_two_way_kip, digits: 1) "kip"$], [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([$V_u = q_u (A_f - (c+d)^2) = #round(n.Vu_two_way_kip, digits: 1) "kip"$], [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: [$phi V_c$])
|
#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
|
== Flexure
|
||||||
|
|
||||||
#calcline([$L_c = (B_f - c)/2 = #round(n.Lc_in, digits: 1) " in"$], [Cantilever])
|
#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([$M_u = q_u B_f L_c^2/2 = #round(n.Mu_kipft, digits: 2) "kip·ft"$], [Demand])
|
||||||
#calcline([$a = A_s f_y/(0.85 f'_c B_f) = #round(n.a_in, digits: 3) " in"$], [Whitney stress block])
|
#calcline([$a = A_s f_y/(0.85 f'_c B_f) = #round(n.a_in, digits: 3) "in"$], [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([$M_n = A_s f_y (d - a/2) = #round(n.Mn_kipft, digits: 1) "kip·ft"$], [Nominal moment strength])
|
||||||
#calcline([$phi M_n = #round(n.phiMn_kipft, digits: 1) " kip·ft"$], [phi=0.90])
|
#calcline([$phi M_n = #round(n.phiMn_kipft, digits: 1) "kip·ft"$], [phi=0.90])
|
||||||
#calcline([$rho = A_s/(B_f d) = #round(n.rho, digits: 4)$], [vs rho_min 0.0018])
|
#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: [$phi M_n$])
|
#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([$A_1 = b_p^2 = #round(n.A1_in2, digits: 1) " in"^2$, $A_2 = B_f^2 = #round(n.A2_in2, digits: 1) " in"^2$], [Plate and footing])
|
||||||
#calcline([$sqrt(A_2/A_1) = #round(n.sqrt_ratio, digits: 2)$], [Uncapped ratio, capped at 2.0 for strength])
|
#calcline([$sqrt(A_2/A_1) = #round(n.sqrt_ratio, digits: 2)$], [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([$B_n = 0.85 f'_c A_1 sqrt(...) = #round(n.Bn_kip, digits: 1) "kip"$], [ACI 22.8])
|
||||||
#calcline([$phi B_n = #round(n.phiBn_kip, digits: 1) " kip"$], [phi=0.65])
|
#calcline([$phi B_n = #round(n.phiBn_kip, digits: 1) "kip"$], [phi=0.65])
|
||||||
|
|
||||||
#check("Concrete bearing", checks.bearing.demand, checks.bearing.capacity, unit: "kip", ok: checks.bearing.ok, demand-label: [$P_u$], capacity-label: [$phi B_n$])
|
#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)[
|
box(width: 180pt, height: 180pt)[
|
||||||
#place(dx: 48pt, dy: 28pt, rect(width: 76pt, height: 114pt, fill: rgb("#f2f2f2"), stroke: 1pt + black))
|
#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: 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: 59.5pt, dy: 121pt, circle(radius: 4.75pt, fill: black))
|
||||||
#place(dx: 106.6pt, dy: 124.6pt, circle(radius: 2.969pt, fill: black))
|
#place(dx: 74pt, dy: 121pt, circle(radius: 4.75pt, fill: black))
|
||||||
#place(dx: 59.5pt, dy: 39.5pt, circle(radius: 2.375pt, fill: black))
|
#place(dx: 88.5pt, dy: 121pt, circle(radius: 4.75pt, fill: black))
|
||||||
#place(dx: 107.8pt, dy: 39.5pt, circle(radius: 2.375pt, 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, 158pt), end: (124pt, 158pt), stroke: 0.6pt + black))
|
||||||
#place(line(start: (48pt, 155pt), end: (48pt, 161pt), 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(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: (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, 28pt), end: (45pt, 28pt), stroke: 0.6pt + black))
|
||||||
#place(line(start: (39pt, 142pt), end: (45pt, 142pt), 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(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(line(start: (107.8pt, 44.25pt), end: (129pt, 42pt), stroke: 0.5pt + rgb("#626b73")))
|
||||||
#place(dx: 108.6pt, dy: 40.38pt, circle(radius: 1.5pt, fill: black))
|
#place(dx: 106.2pt, dy: 42.75pt, circle(radius: 1.5pt, fill: black))
|
||||||
#place(dx: 132pt, dy: 37pt, text(size: 7pt, "(2) #4"))
|
#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(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: 112pt, dy: 83.5pt, circle(radius: 1.5pt, fill: black))
|
||||||
#place(dx: 132pt, dy: 77pt, text(size: 7pt, "#3 @ 6″"))
|
#place(dx: 132pt, dy: 77pt, text(size: 7pt, "#3 @ 8″"))
|
||||||
#place(line(start: (109.5pt, 127.5pt), end: (129pt, 128pt), stroke: 0.5pt + rgb("#626b73")))
|
#place(line(start: (107.8pt, 125.8pt), end: (129pt, 128pt), stroke: 0.5pt + rgb("#626b73")))
|
||||||
#place(dx: 108pt, dy: 126pt, circle(radius: 1.5pt, fill: black))
|
#place(dx: 106.2pt, dy: 124.2pt, circle(radius: 1.5pt, fill: black))
|
||||||
#place(dx: 132pt, dy: 123pt, text(size: 7pt, "(2) #5"))
|
#place(dx: 132pt, dy: 123pt, text(size: 7pt, "(4) #8"))
|
||||||
]
|
]
|
||||||
}
|
}
|
||||||
|
|
|
||||||
|
|
@ -106,7 +106,7 @@ def render(values: dict) -> str:
|
||||||
)
|
)
|
||||||
add(
|
add(
|
||||||
f" #place(dx: {_f(ox)}pt, dy: {_f(dim_y + 3)}pt, "
|
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
|
x_h = ox - 6.0
|
||||||
|
|
@ -121,7 +121,7 @@ def render(values: dict) -> str:
|
||||||
)
|
)
|
||||||
add(
|
add(
|
||||||
f" #place(dx: 0.5pt, dy: {_f(oy + h_sec / 2.0 - 3)}pt, "
|
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
|
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.],
|
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
|
== Section and Reinforcement
|
||||||
|
|
||||||
#align(right, block(width: 2.5in, figure(
|
#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],
|
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
|
== Flexural Strength
|
||||||
|
|
||||||
#calcline([$b_w = #n.bw " in"$], [Beam width])
|
#calcline([$b_w = #n.bw "in"$], [Beam width])
|
||||||
#calcline([$h = #n.h " in"$], [Overall depth])
|
#calcline([$h = #n.h "in"$], [Overall depth])
|
||||||
#calcline([$d = #n.d " in"$], [Effective depth])
|
#calcline([$d = #n.d "in"$], [Effective depth])
|
||||||
#calcline([$f'_c = #n.fc " ksi"$], [Concrete compressive strength])
|
#calcline([$f'_c = #n.fc "ksi"$], [Concrete compressive strength])
|
||||||
#calcline([$f_y = #n.fy " ksi"$], [Steel yield 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(
|
#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],
|
[Equivalent compression-block depth],
|
||||||
)
|
)
|
||||||
#calcline([$epsilon_t = #round(n.et, digits: 4)$], [Net tensile strain])
|
#calcline([$epsilon_t = #round(n.et, digits: 4)$], [Net tensile strain])
|
||||||
#calcline([$phi = #round(n.phi, digits: 2)$], [Strength reduction factor])
|
#calcline([$phi = #round(n.phi, digits: 2)$], [Strength reduction factor])
|
||||||
#calcline(
|
#calcline(
|
||||||
[$phi M_n = phi A_s f_y (d - a/2) = #round(n.phiMn) " kip·ft"$],
|
[$phi M_n = phi A_s f_y (d - a/2) = #round(n.phiMn) "kip·ft"$],
|
||||||
[Design flexural strength],
|
[Design flexural strength],
|
||||||
)
|
)
|
||||||
|
|
||||||
|
|
@ -97,8 +97,8 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
|
||||||
|
|
||||||
== Minimum Steel and Concrete Shear
|
== Minimum Steel and Concrete Shear
|
||||||
|
|
||||||
#calcline([$A_("s,min") = #round(n.As_min, digits: 3) " in"^2$], [Minimum longitudinal steel])
|
#calcline([$A_("s,min") = #round(n.As_min, digits: 2) " in"^2$], [Minimum longitudinal steel])
|
||||||
#calcline([$A_("s,prov") = #round(n.As, digits: 3) " in"^2$], [Provided longitudinal steel])
|
#calcline([$A_("s,prov") = #round(n.As, digits: 2) " in"^2$], [Provided longitudinal steel])
|
||||||
|
|
||||||
#v(7pt)
|
#v(7pt)
|
||||||
#check(
|
#check(
|
||||||
|
|
@ -112,8 +112,8 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
|
||||||
)
|
)
|
||||||
|
|
||||||
#v(10pt)
|
#v(10pt)
|
||||||
#calcline([$V_c = 2 sqrt(f'_c) b_w d = #round(n.Vc) " kip"$], [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])
|
#calcline([$phi V_c = #round(n.phiVc) "kip"$], [Design concrete shear strength])
|
||||||
|
|
||||||
#v(7pt)
|
#v(7pt)
|
||||||
#check(
|
#check(
|
||||||
|
|
|
||||||
|
|
@ -14,7 +14,7 @@ L: "20 psf"
|
||||||
# Beam web width b_w.
|
# Beam web width b_w.
|
||||||
bw: "8 in"
|
bw: "8 in"
|
||||||
# Overall beam depth h.
|
# Overall beam depth h.
|
||||||
h: "12 in"
|
h: "1 ft"
|
||||||
# Effective depth to the tension-steel centroid, used for flexure.
|
# Effective depth to the tension-steel centroid, used for flexure.
|
||||||
d: "9.5 in"
|
d: "9.5 in"
|
||||||
# Concrete compressive strength f'_c.
|
# Concrete compressive strength f'_c.
|
||||||
|
|
@ -31,12 +31,12 @@ cover: "1.5 in"
|
||||||
# Stirrup bar number (#3).
|
# Stirrup bar number (#3).
|
||||||
stirrup_size: 3
|
stirrup_size: 3
|
||||||
# Stirrup spacing along the span, on center.
|
# Stirrup spacing along the span, on center.
|
||||||
stirrup_spacing: "6 in"
|
stirrup_spacing: "8 in"
|
||||||
# Bottom (tension) longitudinal bar number (#5).
|
# Bottom (tension) longitudinal bar number (#5).
|
||||||
bar_size: 5
|
bar_size: 8
|
||||||
# Number of bottom longitudinal bars.
|
# Number of bottom longitudinal bars.
|
||||||
n_bars: 2
|
n_bars: 4
|
||||||
# Top (hanger) longitudinal bar number (#4).
|
# Top (hanger) longitudinal bar number (#4).
|
||||||
top_bar_size: 4
|
top_bar_size: 8
|
||||||
# Number of top hanger bars.
|
# Number of top hanger bars.
|
||||||
n_top_bars: 2
|
n_top_bars: 2
|
||||||
|
|
|
||||||
|
|
@ -19,35 +19,35 @@
|
||||||
"d": 9.5,
|
"d": 9.5,
|
||||||
"fc": 3.0,
|
"fc": 3.0,
|
||||||
"fy": 60.0,
|
"fy": 60.0,
|
||||||
"As": 0.613592,
|
"As": 3.141593,
|
||||||
"a": 1.804683,
|
"a": 9.239978,
|
||||||
"et": 0.010423,
|
"et": -0.000378,
|
||||||
"phi": 0.9,
|
"phi": 0.65,
|
||||||
"Mn": 26.377285,
|
"Mn": 76.65503,
|
||||||
"phiMn": 23.739557,
|
"phiMn": 49.82577,
|
||||||
"As_min": 0.253333,
|
"As_min": 0.253333,
|
||||||
"Vc": 8.325383,
|
"Vc": 8.325383,
|
||||||
"phiVc": 6.244037,
|
"phiVc": 6.244037,
|
||||||
"cover": 1.5,
|
"cover": 1.5,
|
||||||
"stirrup_size": 3,
|
"stirrup_size": 3,
|
||||||
"stirrup_spacing": 6.0,
|
"stirrup_spacing": 8.0,
|
||||||
"stirrup_db": 0.375,
|
"stirrup_db": 0.375,
|
||||||
"bar_size": 5,
|
"bar_size": 8,
|
||||||
"n_bars": 2,
|
"n_bars": 4,
|
||||||
"bar_db": 0.625,
|
"bar_db": 1.0,
|
||||||
"top_bar_size": 4,
|
"top_bar_size": 8,
|
||||||
"n_top_bars": 2,
|
"n_top_bars": 2,
|
||||||
"top_bar_db": 0.5
|
"top_bar_db": 1.0
|
||||||
},
|
},
|
||||||
"checks": {
|
"checks": {
|
||||||
"flexure": {
|
"flexure": {
|
||||||
"demand": 23.44,
|
"demand": 23.44,
|
||||||
"capacity": 23.739557,
|
"capacity": 49.82577,
|
||||||
"ok": true
|
"ok": true
|
||||||
},
|
},
|
||||||
"minimum_steel": {
|
"minimum_steel": {
|
||||||
"demand": 0.253333,
|
"demand": 0.253333,
|
||||||
"capacity": 0.613592,
|
"capacity": 3.141593,
|
||||||
"ok": true
|
"ok": true
|
||||||
},
|
},
|
||||||
"shear": {
|
"shear": {
|
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|
|
|
||||||
|
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@ -611,13 +611,13 @@ endobj
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<</Title(Mudsill Analysis and Design)/Author(Conemco Engineering)/Creator(Typst 0.15.1)/ModDate(D:20260921203429-04'00)/CreationDate(D:20260921203429-04'00)>>
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@ -1372,18 +1381,18 @@ xref
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0000030538 00000 n
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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
|
startxref
|
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168383
|
168388
|
||||||
%%EOF
|
%%EOF
|
||||||
|
|
@ -24,12 +24,12 @@ distributing the post load to the ground.
|
||||||
#let t = 0.75
|
#let t = 0.75
|
||||||
#let N = 3
|
#let N = 3
|
||||||
|
|
||||||
#calcline([$P = #P " lbf"$], [Post axial load on mudsill])
|
#calcline([$P = #P "lbf"$], [Post axial load on mudsill])
|
||||||
#calcline([$B_p = #Bp " in"$], [Post base width])
|
#calcline([$B_p = #Bp "in"$], [Post base width])
|
||||||
#calcline([$H_p = #Hp " in"$], [Post base length])
|
#calcline([$H_p = #Hp "in"$], [Post base length])
|
||||||
#calcline([$B = #B " in"$], [Mudsill panel width])
|
#calcline([$B = #B "in"$], [Mudsill panel width])
|
||||||
#calcline([$H = #H " in"$], [Mudsill panel length])
|
#calcline([$H = #H "in"$], [Mudsill panel length])
|
||||||
#calcline([$t = #t " in"$], [Plywood thickness])
|
#calcline([$t = #t "in"$], [Plywood thickness])
|
||||||
#calcline([$N = #N$], [Number of plywood panels])
|
#calcline([$N = #N$], [Number of plywood panels])
|
||||||
|
|
||||||
== Plywood Bearing Under Post Base
|
== 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([$A_p = B_p H_p = #round(Ap) " in"^2$], [Post base contact area])
|
||||||
#calcline(
|
#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],
|
[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)
|
#v(8pt)
|
||||||
#check(
|
#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([$A_"brg" = (B H) / 144 = #round(Abrg, digits: 3) " ft"^2$], [Mudsill bearing area on soil])
|
||||||
#calcline(
|
#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],
|
[Soil bearing pressure],
|
||||||
)
|
)
|
||||||
#calcline([$F_"brg" = #Fbrg " psf"$], [Allowable soil bearing pressure])
|
#calcline([$F_"brg" = #Fbrg "psf"$], [Allowable soil bearing pressure])
|
||||||
|
|
||||||
#v(8pt)
|
#v(8pt)
|
||||||
#check(
|
#check(
|
||||||
|
|
@ -95,15 +95,15 @@ is applied to the soil pressure to account for partial loading at the cantilever
|
||||||
#let S = 1.125
|
#let S = 1.125
|
||||||
#let Fb = FbS / S
|
#let Fb = FbS / S
|
||||||
|
|
||||||
#calcline([$w = 0.6 f_"brg" B = #round(w) " plf"$], [Lineal load on plywood])
|
#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([$a = (H - H_p) / 2 = #round(a) "in"$], [Cantilever length])
|
||||||
#calcline([$M = w a^2 / 2 = #round(M) " lbf" dot "ft"$], [Maximum bending moment])
|
#calcline([$M = w a^2 / 2 = #round(M) "lbf" dot "ft"$], [Maximum bending moment])
|
||||||
#calcline([$S_p = N B t^2 / 6 = #round(Sp, digits: 3) " in"^3$], [Section modulus of plywood])
|
#calcline([$S_p = N B t^2 / 6 = #round(Sp, digits: 3) " in"^3$], [Section modulus of plywood])
|
||||||
#calcline(
|
#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],
|
[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)
|
#v(8pt)
|
||||||
#check(
|
#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 = 1.5 * V / Av
|
||||||
#let Fv = 90.0
|
#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([$A_v = N B t = #round(Av, digits: 3) " in"^2$], [Shear area of plywood])
|
||||||
#calcline(
|
#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],
|
[Shear stress in plywood],
|
||||||
)
|
)
|
||||||
#calcline([$F_v = #Fv " psi"$], [Allowable shear stress])
|
#calcline([$F_v = #Fv "psi"$], [Allowable shear stress])
|
||||||
|
|
||||||
#v(8pt)
|
#v(8pt)
|
||||||
#check(
|
#check(
|
||||||
|
|
|
||||||
|
|
@ -278,13 +278,13 @@ endobj
|
||||||
<</Type/FontDescriptor/FontName/VIMQOP+LibertinusSerif-Bold/Flags 131078/FontBBox[0 -238 893 700]/ItalicAngle 0/Ascent 894/Descent -246/CapHeight 645/StemV 168.6/CIDSet 101 0 R/FontFile3 103 0 R>>
|
<</Type/FontDescriptor/FontName/VIMQOP+LibertinusSerif-Bold/Flags 131078/FontBBox[0 -238 893 700]/ItalicAngle 0/Ascent 894/Descent -246/CapHeight 645/StemV 168.6/CIDSet 101 0 R/FontFile3 103 0 R>>
|
||||||
endobj
|
endobj
|
||||||
93 0 obj
|
93 0 obj
|
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<</Type/Font/Subtype/Type0/BaseFont/ZZBXLO+NewCMMath-Book-Identity-H/Encoding/Identity-H/DescendantFonts[94 0 R]/ToUnicode 105 0 R>>
|
<</Type/Font/Subtype/Type0/BaseFont/TQEJOH+NewCMMath-Book-Identity-H/Encoding/Identity-H/DescendantFonts[94 0 R]/ToUnicode 105 0 R>>
|
||||||
endobj
|
endobj
|
||||||
94 0 obj
|
94 0 obj
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<</Type/Font/Subtype/CIDFontType0/BaseFont/TQEJOH+NewCMMath-Book/CIDSystemInfo<</Registry(Adobe)/Ordering(Identity)/Supplement 0>>/FontDescriptor 95 0 R/DW 0/W[0 0 500 1 1 613 2 2 648 3 3 778 4 4 500 5 5 278 6 7 500 8 8 306 9 9 389 10 10 579 11 11 500 12 12 750 13 13 432 14 14 500 15 15 332 16 16 569 17 17 828 18 18 500 19 19 556 20 20 394 21 21 681 22 22 784 23 23 642 24 24 833 25 25 500 26 26 528 27 27 389 28 28 778 29 29 389 30 31 500 32 32 278 33 33 556 34 34 831 35 35 444]>>
|
||||||
endobj
|
endobj
|
||||||
95 0 obj
|
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<</Type/FontDescriptor/FontName/TQEJOH+NewCMMath-Book/Flags 131076/FontBBox[12 -248 881 748]/ItalicAngle 0/Ascent 806/Descent -194/CapHeight 683/StemV 95.4/CIDSet 104 0 R/FontFile3 106 0 R>>
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endobj
|
endobj
|
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96 0 obj
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<</Type/Page/Resources 85 0 R/MediaBox[0 0 612 792]/StructParents 0/Parent 1 0 R/Contents 107 0 R>>
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<</Type/Page/Resources 85 0 R/MediaBox[0 0 612 792]/StructParents 0/Parent 1 0 R/Contents 107 0 R>>
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|
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@ -385,43 +385,40 @@ x
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endstream
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endstream
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endobj
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endobj
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O‰€mQ)¹²•!
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My >Š!Ë€8_ÅYr38а?²ðçëŸïÜUÉÙƒ?Ä„‹KcÍåÅ_šh Í¿<C38D>7o÷÷|0Â@1Æd¬ù×Ù¥&¤Â‰Ñƒ·iï°§
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÷<EFBFBD><10>÷çXü:wøÌñŽ”Ÿ+) .b¶¡RØ<52>ì-~ 3$<24><>†Ø‚Ob-^”—‘žÕ庰ϖ´â¡>¨ëuçx>l%òZ‚‹ áVŠ<56>>ê«už…;ÁESÍE›Ú:zŸÎà£/ò=óƒÝ™¬›¢_„Ó ;9•M£¼ûa9^`µOˆœƒ <20>q*/”+ç¬4ÓÄfCš ÙàãDb( “yŽ›À=SÒ
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=¢Pbò<62>‚,u• U1¥U@Ë †L±± ›ƒVÖ±2¥CjšL—ƒVÒc™raC çƒsã} çgDzb‰µ¬¸Ù¥bߺíÊYñ&Króýê¬rÞÎz) ìa³`~ä$»øiœ‡Ãa¹Zÿïóú6+ó1<C3B3>B£–M˜'<¾Ónqä§0ÆO<è'ë×ï?ûÑ–@ߤPÖTTëRµW¤Ú2ýmns
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@ -900,12 +897,12 @@ H
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endstream
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<</Title(Shore Post Analysis and Design)/Author(Conemco Engineering)/Creator(Typst 0.15.1)/ModDate(D:20260903203734-04'00)/CreationDate(D:20260903203734-04'00)>>
|
<</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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<?xpacket begin="" id="W5M0MpCehiHzreSzNTczkc9d"?><x:xmpmeta xmlns:x="adobe:ns:meta/" x:xmptk="xmp-writer"><rdf:RDF xmlns:rdf="http://www.w3.org/1999/02/22-rdf-syntax-ns#"><rdf:Description rdf:about="" xmlns:dc="http://purl.org/dc/elements/1.1/" xmlns:xmp="http://ns.adobe.com/xap/1.0/" xmlns:xmpMM="http://ns.adobe.com/xap/1.0/mm/" xmlns:xmpTPg="http://ns.adobe.com/xap/1.0/t/pg/" xmlns:pdf="http://ns.adobe.com/pdf/1.3/" ><dc:title><rdf:Alt><rdf:li xml:lang="x-default">Shore Post Analysis and Design</rdf:li></rdf:Alt></dc:title><dc:creator><rdf:Seq><rdf:li>Conemco Engineering</rdf:li></rdf:Seq></dc:creator><xmp:CreatorTool>Typst 0.15.1</xmp:CreatorTool><dc:language><rdf:Bag><rdf:li>en</rdf:li></rdf:Bag></dc:language><xmp:ModifyDate>2026-09-03T20:37:34-04:00</xmp:ModifyDate><xmp:CreateDate>2026-09-03T20:37:34-04:00</xmp:CreateDate><xmpTPg:NPages>2</xmpTPg:NPages><dc:format>application/pdf</dc:format><xmpMM:InstanceID>cAnsuCPP9cWx2FVTu2Zl7g==</xmpMM:InstanceID><xmpMM:DocumentID>a3kc+QfLN/5P+2AitCZKzg==</xmpMM:DocumentID><xmpMM:RenditionClass>proof</xmpMM:RenditionClass><pdf:PDFVersion>1.7</pdf:PDFVersion></rdf:Description></rdf:RDF></x:xmpmeta><?xpacket end="r"?>
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<?xpacket begin="" id="W5M0MpCehiHzreSzNTczkc9d"?><x:xmpmeta xmlns:x="adobe:ns:meta/" x:xmptk="xmp-writer"><rdf:RDF xmlns:rdf="http://www.w3.org/1999/02/22-rdf-syntax-ns#"><rdf:Description rdf:about="" xmlns:dc="http://purl.org/dc/elements/1.1/" xmlns:xmp="http://ns.adobe.com/xap/1.0/" xmlns:xmpMM="http://ns.adobe.com/xap/1.0/mm/" xmlns:xmpTPg="http://ns.adobe.com/xap/1.0/t/pg/" xmlns:pdf="http://ns.adobe.com/pdf/1.3/" ><dc:title><rdf:Alt><rdf:li xml:lang="x-default">Shore Post Analysis and Design</rdf:li></rdf:Alt></dc:title><dc:creator><rdf:Seq><rdf:li>Conemco Engineering</rdf:li></rdf:Seq></dc:creator><xmp:CreatorTool>Typst 0.15.1</xmp:CreatorTool><dc:language><rdf:Bag><rdf:li>en</rdf:li></rdf:Bag></dc:language><xmp:ModifyDate>2026-09-21T20:34:30-04:00</xmp:ModifyDate><xmp:CreateDate>2026-09-21T20:34:30-04:00</xmp:CreateDate><xmpTPg:NPages>2</xmpTPg:NPages><dc:format>application/pdf</dc:format><xmpMM:InstanceID>Zzv5dOGRv7/RZqcmymw5/g==</xmpMM:InstanceID><xmpMM:DocumentID>a3kc+QfLN/5P+2AitCZKzg==</xmpMM:DocumentID><xmpMM:RenditionClass>proof</xmpMM:RenditionClass><pdf:PDFVersion>1.7</pdf:PDFVersion></rdf:Description></rdf:RDF></x:xmpmeta><?xpacket end="r"?>
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@ -1019,20 +1016,20 @@ xref
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trailer
|
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
|
startxref
|
||||||
173544
|
173548
|
||||||
%%EOF
|
%%EOF
|
||||||
|
|
@ -23,8 +23,8 @@ Analysis to determine the axial demand for heavy duty shore post supporting the
|
||||||
#let By = 16
|
#let By = 16
|
||||||
#let At = Bx * By
|
#let At = Bx * By
|
||||||
|
|
||||||
#calcline([$S_x = #Bx " ft"$], [Tributary width in x (Spacing in X)])
|
#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([$S_y = #By "ft"$], [Tributary width in y (Spacing in Y)])
|
||||||
#calcline(
|
#calcline(
|
||||||
[$A_t = S_x S_y = #round(At) " ft"^2$],
|
[$A_t = S_x S_y = #round(At) " ft"^2$],
|
||||||
[Plan tributary area],
|
[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
|
#let P = ((DL + SDL + LL) * At) / 2
|
||||||
|
|
||||||
#calcline([$D = #DL " psf"$], [Dead load])
|
#calcline([$D = #DL "psf"$], [Dead load])
|
||||||
#calcline([$D_("s") = #SDL " psf"$], [Superimposed dead load])
|
#calcline([$D_("s") = #SDL "psf"$], [Superimposed dead load])
|
||||||
#calcline([$L_L = #LL " psf"$], [Live load])
|
#calcline([$L_L = #LL "psf"$], [Live load])
|
||||||
|
|
||||||
#calcline(
|
#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],
|
[Maximum service load on one post],
|
||||||
)
|
)
|
||||||
|
|
||||||
|
|
@ -54,8 +54,8 @@ Considering AS550 Heavy Duty Shore post
|
||||||
#let H = 14
|
#let H = 14
|
||||||
#let Pcap = 6400
|
#let Pcap = 6400
|
||||||
|
|
||||||
#calcline([$H = #H " ft"$], [Shore post height])
|
#calcline([$H = #H "ft"$], [Shore post height])
|
||||||
#calcline([$P_("cap") = #Pcap " lbf"$], [AS550 Shore post capacity as per tech report])
|
#calcline([$P_("cap") = #Pcap "lbf"$], [AS550 Shore post capacity as per tech report])
|
||||||
|
|
||||||
#v(8pt)
|
#v(8pt)
|
||||||
#check(
|
#check(
|
||||||
|
|
|
||||||
|
|
@ -326,13 +326,13 @@ endobj
|
||||||
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|
<</Type/FontDescriptor/FontName/LXXYEH+LibertinusSerif-Bold/Flags 131078/FontBBox[0 -238 893 700]/ItalicAngle 0/Ascent 894/Descent -246/CapHeight 645/StemV 168.6/CIDSet 116 0 R/FontFile3 118 0 R>>
|
||||||
endobj
|
endobj
|
||||||
109 0 obj
|
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<</Type/Font/Subtype/Type0/BaseFont/LSWPYR+NewCMMath-Book-Identity-H/Encoding/Identity-H/DescendantFonts[110 0 R]/ToUnicode 120 0 R>>
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<</Type/Font/Subtype/Type0/BaseFont/NIXQME+NewCMMath-Book-Identity-H/Encoding/Identity-H/DescendantFonts[110 0 R]/ToUnicode 120 0 R>>
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endobj
|
endobj
|
||||||
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endobj
|
endobj
|
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<</Type/FontDescriptor/FontName/NIXQME+NewCMMath-Book/Flags 131076/FontBBox[13 -250 804 750]/ItalicAngle 0/Ascent 806/Descent -194/CapHeight 683/StemV 95.4/CIDSet 119 0 R/FontFile3 121 0 R>>
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endobj
|
endobj
|
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<</Type/Page/Resources 102 0 R/MediaBox[0 0 612 792]/StructParents 0/Parent 1 0 R/Contents 122 0 R>>
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<</Type/Page/Resources 102 0 R/MediaBox[0 0 612 792]/StructParents 0/Parent 1 0 R/Contents 122 0 R>>
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|
|
@ -426,65 +426,50 @@ x
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tÉàhÐÊ®µD—v ÔJÿJt¹Ž¬/ÝIt¹’¬e…!ÉÀ `Ý
|
n¡Kªâ1±öÊRHÛ¥«0Åซæ@‹¿^þzûË¡8<C2A1>=CìÕèüµÒêõùßÒÊÁêßÊ©WÍ3 ”I®³ÒêýÙkIB©bÈx¬ÝPU¥’!ç#!V¢B(Õ ® [0C„ú $ 1l,ª@†Ä«À‹V:LËÍ°ZêqRÏ
|
||||||
²VP/Ý0=j‹®–m’œôAk·SVÊ <09>ã5¶ò ueÔœ—ÐÑ*¨•µ—rbBÒ›£æÌ„´½¬5ùíe¨É3kÄ¥¨-Ö
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°…?¡ 'm§˜H‹1ïÙ§Ó(Júürda=\ÂkŠv¨O„¹… úå4)úGÃôZHê<>Á>Sa÷¬I×wè»»fFÅŒëùóóŒ¤<C592>Sþ4ÿ\oÍÎ3šºŸæ<C5B8><C3A6><EFBFBD>ÏÈdNåd\hÀÏ^w'>7l@a┲ÐÒ¢·¨?’çÌqD ¤TÃ.&”YÃàÙ/<2F>¿õ§) ÷ ¬Ùõ›$“ñ:žôÿ¾3"¥¥ÎD
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$Ô<>ÝVÊ6ØRVi (®ƒ[²‚¤b°T–U<E28093>›<EFBFBD>{ T –ª²|
芉P56XW!x·Íº"<22>Ë×qönÀÃwy£d‰!rºñ1>ßëãÔÅ¥àˆI¥—Ñl’@þ̸û«ÁùdÓSк³â¦§¡MÏ<4D>Ÿ€ölòÐøÇq_œèE£L8öÅÈ{îœg„träå’ ŸÜgå| ÃÖ§ï<C2A7>g¥! ·M´ßssÿUsåRžjsÊSò6U<36> Ÿv ·ï½¿¾jž¾¿~?|oó<6F> ¼E·o¿Rºyæ}©¿pÕ¶ÿJvú…ÂAÖÊxr¦úœÉu,£ñÁ“ÙFâÉ•[H'N7J¡8§LÀ<4C>ú¥)h<><û‰ú™ ‰ÙÐdF¶Û9 šø¾½Â¤®Í<h¯Î~ÌŒùÜÄ!ĦaÞöãÞòÂ
{Ì´èµ¾ärHÅžZ™Tñ‚ymûR(óä ¤Œõ`
|
||||||
_úœ/#{›Â·<C382>}[64¼À—Ú®[Qg/&@n<>}@Ÿ+û;Þ×´#pÜB›?Ÿù%“ì—1_EOõ}¸«"MÕSkH®àê¡h/D¾•‹<o žBð;€·<E282AC>z¶IYVÏ Ä¾0Ú4_[@Ëû½A0µ]³¦šA
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°Ø¾”J<±Ùû¯€,ìý Õ<>Ñ6{ÿËð ³÷/Öx¦=Sw€–<E282AC>2}3ÉèŽÌ
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||||||
~ó樂µØ±{êr>®ÆAû-øà(yr—/Ì‹ù £ #X³xI© eN¦!‚Ñ)åª
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£›kí>ýiç£ï^C°¦¼<IŒ…óR*
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|
||||||
¤C<08>|ؤg£`;R ±múTaÑÒÆPà¸Y¿
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#%T ºèÀÄF€è ÐÌw=XeŠ5«Ê$¼)žbýâöp¸ýp<Èú<C388>··‡üAÖC«…4¸â†‹HÙ†»_Ch´†4Ö‹ºL³F€uÐzùÑ~ ôØfšµ¶3:3¡+lºú~‚Œ7Ñ&i5ÂYÖâ1Æ£ñù/œõ+<2B>
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||||||
N³àÐ6õk•ð¢à1‡ 1`7c–í›(<28>›fÄ<66>Ë€÷ð
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||||||
"Öì©(°OWùÔ†ùIP Ÿ”8DBÖò™uN>F;ЗÞrß
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|
||||||
u-0ìR DóïÄrÔBŽót³& &¸{†Z6ÔtꉥU<c¹à!ümgÙØ£Åy\x¸½ï ýQ¼ŠÝ‘Y-W*Î Û±>K€ ‹‡åtö*;/ÚÌûR¬/² §©}ZQ+!n€\HIC-˜Ta†¨ÔÉmB”ah1
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|
||||||
ÞŽY&JÔR \s²ñ{·Æ•\¡'›â ¼YÞÊ#ÙË;¥<ò‹É³ª¦ÞÝ<C39E>V Þ<08>Ï*4<0E>¢1ØTÓ½(êž÷à†?«Ô 1¨¤¬·©Ðnõ„*‘Ø‚ ¶òó
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|
||||||
ž„"ðÎ/Ä;ÚbÜu#^I¡ø(2<>ÅÀMãYç5¡Ì'ùžš#‘S6X@^<5E>Ã…bŸ”ÂË4`V½ª~Ð8ð>R#ny›…ÊŸ”iÃÄ:Ñ8EHt¾º<C2BE><C2BA>Bñ"¯ƒ[«ã’ꌅ@¬½²Ò¶é*DqtpFw4Æß.»ýe_<65>Íž!ŽZôì¥Òê峿§…ƒÕ¯Ê©Ý3ï”IÞ³ÒêíÙKIB©ÖÈx¬ÝPS¥b#ç#!6ÂVbD(U® [±B„Š"$ 1l,ªÀ…Ä«ÀV _6L«M;lŶêwRnÏ*]\)*xÒŽŠ‰´µ HI×/'ÖÝÃÀ¦j‰úÄš[X¢_Î3§ÿx0M¯…¼¡Ñ v<>»Ü~‡~¸+K<ª¦eçÏç‰JGNùåçF{6Ot~Ê ›žÅQH¨*ɸЄÏ^w'>wÜ€ÊÄ©%§¥u/0nQ®$ϙà ˆ^H^Ì3³†Á³_‚<1B>f:ì;X³7Ifãu8tèÿ}gD¨aK<61>‰RîñÊÞ™T-Öyg:ùÏ~}ïL¨c¾«Gh‘±n UcétŠ® ¡
µfUc¨Í
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<</Title(Slab-On-Grade Design)/Author(Conemco Engineering)/Creator(Typst 0.15.1)/ModDate(D:20260921203430-04'00)/CreationDate(D:20260921203430-04'00)>>
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trailer
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startxref
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startxref
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150738
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150737
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%%EOF
|
%%EOF
|
||||||
|
|
@ -24,22 +24,22 @@ Considering 4" thick, 3000 psi slab on grade with 6x6 w.2.1. For interior use.
|
||||||
#let LL = 100
|
#let LL = 100
|
||||||
#let b = 12
|
#let b = 12
|
||||||
|
|
||||||
#calcline([$t = #t " in"$], [Slab thickness])
|
#calcline([$t = #t "in"$], [Slab thickness])
|
||||||
#calcline([$L = #L " ft"$], [Max joint spacing])
|
#calcline([$L = #L "ft"$], [Max joint spacing])
|
||||||
#calcline([$f'c = #fc " psi"$], [Concrete strength])
|
#calcline([$f'c = #fc "psi"$], [Concrete strength])
|
||||||
#calcline([$omega_c = #wc " pcf"$], [Concrete density])
|
#calcline([$omega_c = #wc "pcf"$], [Concrete density])
|
||||||
#calcline([$f_y = #fy " psi"$], [Steel strength])
|
#calcline([$f_y = #fy "psi"$], [Steel strength])
|
||||||
#calcline([$f_s = (2\/3) f_y = #fs " psi"$], [Working stress])
|
#calcline([$f_s = (2\/3) f_y = #fs "psi"$], [Working stress])
|
||||||
#calcline([$D_L = #DL " psf"$], [Dead load])
|
#calcline([$D_L = #DL "psf"$], [Dead load])
|
||||||
#calcline([$L_L = #LL " psf"$], [Live load])
|
#calcline([$L_L = #LL "psf"$], [Live load])
|
||||||
#calcline([$b = #b " in"$], [Design width])
|
#calcline([$b = #b "in"$], [Design width])
|
||||||
|
|
||||||
== Acting Load
|
== Acting Load
|
||||||
|
|
||||||
#let w = wc * (t / 12) + DL + LL
|
#let w = wc * (t / 12) + DL + LL
|
||||||
|
|
||||||
#calcline(
|
#calcline(
|
||||||
[$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],
|
[Design lineal load],
|
||||||
)
|
)
|
||||||
|
|
||||||
|
|
|
||||||
|
|
@ -99,13 +99,13 @@ def _column_number(reference: str) -> int:
|
||||||
|
|
||||||
|
|
||||||
def compute(inp: dict, database: Path = DATABASE) -> dict:
|
def compute(inp: dict, database: Path = DATABASE) -> dict:
|
||||||
beam_length = quantity(inp["beam_length"], "ft", "beam_length")
|
beam_length = quantity(inp["beam_length"], "ft", "beam_length") # ft
|
||||||
unbraced_length = quantity(inp["unbraced_length"], "in", "unbraced_length")
|
unbraced_length = quantity(inp["unbraced_length"], "in", "unbraced_length") # in
|
||||||
moment_kipft = quantity(inp["Mu"], "kip * ft", "Mu")
|
moment = quantity(inp["Mu"], "kip * ft", "Mu") # kip-ft
|
||||||
shear_kip = quantity(inp["Vu"], "kip", "Vu")
|
shear = quantity(inp["Vu"], "kip", "Vu") # kip
|
||||||
E = quantity(inp["steel_modulus"], "ksi", "steel_modulus")
|
E = quantity(inp["steel_modulus"], "ksi", "steel_modulus") # ksi
|
||||||
Fy = quantity(inp["steel_yield"], "ksi", "steel_yield")
|
Fy = quantity(inp["steel_yield"], "ksi", "steel_yield") # ksi
|
||||||
service_load = quantity(inp["service_load"], "lbf/ft", "service_load")
|
service_load = quantity(inp["service_load"], "lbf/ft", "service_load") # lbf/ft
|
||||||
Cb = float(inp.get("cb", 1))
|
Cb = float(inp.get("cb", 1))
|
||||||
c = float(inp.get("c", 1))
|
c = float(inp.get("c", 1))
|
||||||
if Cb <= 0 or c <= 0:
|
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
|
# 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
|
# 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 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
|
Lb = unbraced_length # in
|
||||||
Lp = 1.76 * float(section["ry"]) * math.sqrt(E / Fy)
|
Lp = 1.76 * float(section["ry"]) * math.sqrt(E / Fy) # in
|
||||||
rts = float(section["rts"])
|
rts = float(section["rts"]) # in
|
||||||
Sx = float(section["Sx"])
|
Sx = float(section["Sx"]) # in^3
|
||||||
ho = float(section["ho"])
|
ho = float(section["ho"]) # in
|
||||||
J = float(section["J"])
|
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))
|
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)
|
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
|
Mp = Fy * float(section["Zx"]) / 12.0 # kip-ft
|
||||||
if Lb <= Lp:
|
if Lb <= Lp:
|
||||||
Mn_ltb = Mp
|
MnLTB = Mp
|
||||||
ltb_mode = "yielding"
|
ltb_mode = "yielding"
|
||||||
elif Lb <= Lr:
|
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"
|
ltb_mode = "inelastic LTB"
|
||||||
else:
|
else:
|
||||||
Mn_ltb = Fcr * Sx / 12.0
|
MnLTB = Fcr * Sx / 12.0
|
||||||
ltb_mode = "elastic LTB"
|
ltb_mode = "elastic LTB"
|
||||||
Mn = min(Mp, Mn_ltb)
|
Mn = min(Mp, MnLTB) # kip-ft
|
||||||
phi_mn = 0.9 * Mn
|
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)
|
lambda_lim = 2.24 * math.sqrt(E / Fy)
|
||||||
kv = 5.34
|
kv = 5.34
|
||||||
lambda_web = float(section["lambda"])
|
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
|
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_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).
|
# Serviceability deflection under the service uniform load (L/240 limit).
|
||||||
L_in = beam_length * 12.0
|
L = beam_length * 12.0 # in
|
||||||
w_serv_lbf_in = service_load / 12.0
|
w_service = service_load / 12.0 # lbf/in
|
||||||
delta_limit = L_in / 240.0
|
delta_limit = L / 240.0 # in
|
||||||
delta = 5.0 * w_serv_lbf_in * L_in ** 4 / (384.0 * (E * 1000.0) * float(section["Ix"]))
|
delta = 5.0 * w_service * L ** 4 / (384.0 * (E * 1000.0) * float(section["Ix"])) # in
|
||||||
|
|
||||||
def q(value: float) -> float:
|
def q(value: float) -> float:
|
||||||
return round(value, 6)
|
return round(value, 6)
|
||||||
|
|
||||||
values = {
|
values = {
|
||||||
"beam_length_ft": q(beam_length),
|
"beam_length": q(beam_length),
|
||||||
"unbraced_length_in": q(Lb),
|
"unbraced_length": q(Lb),
|
||||||
"factored_uniform_load_kipft": q(factored_uniform_load_kipft),
|
"factored_uniform_load": q(factored_uniform_load),
|
||||||
"service_load_lbf_ft": q(service_load),
|
"service_load": q(service_load),
|
||||||
"moment_kipft": q(moment_kipft),
|
"moment": q(moment),
|
||||||
"shear_kip": q(shear_kip),
|
"shear": q(shear),
|
||||||
"E_ksi": q(E),
|
"E": q(E),
|
||||||
"Fy_ksi": q(Fy),
|
"Fy": q(Fy),
|
||||||
"Lp_in": q(Lp),
|
"Lp": q(Lp / 12),
|
||||||
"Lr_ft": q(Lr / 12),
|
"Lr": q(Lr / 12),
|
||||||
"Lb_ft": q(Lb / 12),
|
"Lb": q(Lb / 12),
|
||||||
"rts_in": q(rts),
|
"rts": q(rts),
|
||||||
"Fcr_ksi": q(Fcr),
|
"Fcr": q(Fcr),
|
||||||
"Mp_kipft": q(Mp),
|
"Mp": q(Mp),
|
||||||
"MnLTB_kipft": q(Mn_ltb),
|
"MnLTB": q(MnLTB),
|
||||||
"Mn_kipft": q(Mn),
|
"Mn": q(Mn),
|
||||||
"phiMn_kipft": q(phi_mn),
|
"phiMn": q(phiMn),
|
||||||
"Aw_in2": q(Aw),
|
"Aw": q(Aw),
|
||||||
"lambda": q(lambda_web),
|
"lambda": q(lambda_web),
|
||||||
"lambda_lim": q(lambda_lim),
|
"lambda_lim": q(lambda_lim),
|
||||||
"kv": q(kv),
|
"kv": q(kv),
|
||||||
"Cv1": q(cv1),
|
"Cv1": q(cv1),
|
||||||
"phi_v": q(phi_v),
|
"phi_v": q(phi_v),
|
||||||
"phiVn_kip": q(phi_vn),
|
"phiVn": q(phiVn),
|
||||||
"delta_limit_in": q(delta_limit),
|
"delta_limit": q(delta_limit),
|
||||||
"delta_in": q(delta),
|
"delta": q(delta),
|
||||||
"ltb_mode": ltb_mode,
|
"ltb_mode": ltb_mode,
|
||||||
}
|
}
|
||||||
values.update({f"section_{key}": q(float(value)) for key, value in section.items() if key != "label"})
|
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"],
|
"section": section["label"],
|
||||||
"values": values,
|
"values": values,
|
||||||
"checks": {
|
"checks": {
|
||||||
"flexure": {"demand": q(moment_kipft), "capacity": q(phi_mn), "ok": moment_kipft <= phi_mn},
|
"flexure": {"demand": q(moment), "capacity": q(phiMn), "ok": moment <= phiMn},
|
||||||
"shear": {"demand": q(shear_kip), "capacity": q(phi_vn), "ok": shear_kip <= phi_vn},
|
"shear": {"demand": q(shear), "capacity": q(phiVn), "ok": shear <= phiVn},
|
||||||
"deflection": {"demand": q(delta), "capacity": q(delta_limit), "ok": delta <= delta_limit},
|
"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",
|
"Steel Beam Design Summary",
|
||||||
f"Project: {result['project']}",
|
f"Project: {result['project']}",
|
||||||
f"Section: {result['section']}",
|
f"Section: {result['section']}",
|
||||||
f"Span: {values['beam_length_ft']:.2f} ft",
|
f"Span: {values['beam_length']:.2f} ft",
|
||||||
"",
|
"",
|
||||||
"Demands",
|
"Demands",
|
||||||
f" Factored moment, Mu: {values['moment_kipft']:.3f} kip-ft",
|
f" Factored moment, Mu: {values['moment']:.3f} kip-ft",
|
||||||
f" Factored shear, Vu: {values['shear_kip']:.3f} kip",
|
f" Factored shear, Vu: {values['shear']:.3f} kip",
|
||||||
f" Service load: {values.get('service_load_lbf_ft', 'see input')} lbf/ft",
|
f" Service load: {values.get('service_load', 'see input')} lbf/ft",
|
||||||
"",
|
"",
|
||||||
"Strength",
|
"Strength",
|
||||||
f" Flexure: {status('flexure')} ({values['phiMn_kipft']:.3f} kip-ft capacity, D/C {values['moment_kipft'] / values['phiMn_kipft']:.3f})",
|
f" Flexure: {status('flexure')} ({values['phiMn']:.3f} kip-ft capacity, D/C {values['moment'] / values['phiMn']:.3f})",
|
||||||
f" Shear: {status('shear')} ({values['phiVn_kip']:.3f} kip capacity, D/C {values['shear_kip'] / values['phiVn_kip']:.3f})",
|
f" Shear: {status('shear')} ({values['phiVn']:.3f} kip capacity, D/C {values['shear'] / values['phiVn']:.3f})",
|
||||||
f" LTB mode: {values['ltb_mode']}",
|
f" LTB mode: {values['ltb_mode']}",
|
||||||
"",
|
"",
|
||||||
"Serviceability",
|
"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",
|
"prepared_by": "Conemco Engineering",
|
||||||
"section": "W10X15",
|
"section": "W10X15",
|
||||||
"values": {
|
"values": {
|
||||||
"beam_length_ft": 9.0,
|
"beam_length": 9.0,
|
||||||
"unbraced_length_in": 108.0,
|
"unbraced_length": 108.0,
|
||||||
"factored_uniform_load_kipft": 0.802444,
|
"factored_uniform_load": 0.802444,
|
||||||
"service_load_lbf_ft": 548.98,
|
"service_load": 548.98,
|
||||||
"moment_kipft": 8.124,
|
"moment": 8.124,
|
||||||
"shear_kip": 3.611,
|
"shear": 3.611,
|
||||||
"E_ksi": 29000.0,
|
"E": 29000.0,
|
||||||
"Fy_ksi": 50.0,
|
"Fy": 50.0,
|
||||||
"Lp_in": 34.332994,
|
"Lp": 2.861083,
|
||||||
"Lr_ft": 8.608917,
|
"Lr": 8.608917,
|
||||||
"Lb_ft": 9.0,
|
"Lb": 9.0,
|
||||||
"rts_in": 1.01,
|
"rts": 1.01,
|
||||||
"Fcr_ksi": 32.555772,
|
"Fcr": 32.555772,
|
||||||
"Mp_kipft": 66.666667,
|
"Mp": 66.666667,
|
||||||
"MnLTB_kipft": 37.439137,
|
"MnLTB": 37.439137,
|
||||||
"Mn_kipft": 37.439137,
|
"Mn": 37.439137,
|
||||||
"phiMn_kipft": 33.695224,
|
"phiMn": 33.695224,
|
||||||
"Aw_in2": 2.5,
|
"Aw": 2.5,
|
||||||
"lambda": 38.5,
|
"lambda": 38.5,
|
||||||
"lambda_lim": 53.946344,
|
"lambda_lim": 53.946344,
|
||||||
"kv": 5.34,
|
"kv": 5.34,
|
||||||
"Cv1": 1.0,
|
"Cv1": 1.0,
|
||||||
"phi_v": 1.0,
|
"phi_v": 1.0,
|
||||||
"phiVn_kip": 75.0,
|
"phiVn": 75.0,
|
||||||
"delta_limit_in": 0.45,
|
"delta_limit": 0.45,
|
||||||
"delta_in": 0.040559,
|
"delta": 0.040559,
|
||||||
"ltb_mode": "elastic LTB",
|
"ltb_mode": "elastic LTB",
|
||||||
"section_A": 4.41,
|
"section_A": 4.41,
|
||||||
"section_d": 10.0,
|
"section_d": 10.0,
|
||||||
|
|
|
||||||
|
|
@ -809,13 +809,13 @@ endobj
|
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<</Type/FontDescriptor/FontName/JHEVUP+LibertinusSerif-Bold/Flags 131078/FontBBox[-87 -238 1024 700]/ItalicAngle 0/Ascent 894/Descent -246/CapHeight 645/StemV 168.6/CIDSet 278 0 R/FontFile3 280 0 R>>
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||||||
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== Factored Demands
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== Factored Demands
|
||||||
As determined in "Load Determination section"
|
As determined in "Load Determination section"
|
||||||
|
|
||||||
#let Mu_lbf = n.moment_kipft * 1000
|
#let L = n.beam_length // ft
|
||||||
#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
|
|
||||||
|
|
||||||
#calcline([$M_u = #round(n.moment_kipft, digits: 2) "kip·ft"$], [Factored moment from load determination])
|
#calcline([$M_u = #round(n.moment, digits: 2) "kip·ft"$], [Factored moment from load determination])
|
||||||
#calcline([$V_u = #round(n.shear_kip, digits: 2) "kip"$], [Factored reaction on connector (factored shear)])
|
#calcline([$V_u = #round(n.shear, digits: 2) "kip"$], [Factored reaction on connector (factored shear)])
|
||||||
#calcline([$L = #L "ft"$], [Beam span])
|
#calcline([$L = #L "ft"$], [Beam span])
|
||||||
|
|
||||||
#metadata((Mu_kipft: n.moment_kipft, Vu_kip: n.shear_kip)) <load-demands>
|
#metadata((Mu: n.moment, Vu: n.shear)) <load-demands>
|
||||||
|
|
||||||
== Material And Section Properties
|
== Material And Section Properties
|
||||||
|
|
||||||
#calcline([$E = #n.E_ksi "ksi"$], [Steel Young's modulus])
|
#calcline([$E = #n.E "ksi"$], [Steel Young's modulus])
|
||||||
#calcline([$F_y = #n.Fy_ksi "ksi"$], [Steel yield strength])
|
#calcline([$F_y = #n.Fy "ksi"$], [Steel yield strength])
|
||||||
#calcline([$"Section" = #data.section$], [AISC W-shape])
|
#calcline([$"Section" = #data.section$], [AISC W-shape])
|
||||||
#calcline([$d = #n.section_d "in"$, $b = #n.section_b "in"$], [Depth and flange width])
|
#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([$t_f = #n.section_tf "in"$, $t_w = #n.section_tw "in"$], [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([$r_y = #n.section_ry "in"$], [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([$S_x = #n.section_Sx " in"^3$, $Z_x = #n.section_Zx " in"^3$], [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([$S_y = #n.section_Sy " in"^3$, $Z_y = #n.section_Zy " in"^3$], [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([$h_o = #n.section_ho "in"$, $J = #n.section_J " in"^4$], [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([$I_x = #n.section_Ix " in"^4$, $I_y = #n.section_Iy " in"^4$], [Major and minor-axis inertia])
|
||||||
#calcline([$lambda = #n.lambda$], [Web slenderness ratio])
|
#calcline([$lambda = #n.lambda$], [Web slenderness ratio])
|
||||||
|
|
||||||
== Bending About Major Axis
|
== Bending About Major Axis
|
||||||
|
|
||||||
#calcline([$L_b = #round(n.Lb_ft, digits: 2) "ft"$], [Unbraced length of compression flange])
|
#calcline([$L_b = #round(n.Lb, digits: 2) "ft"$], [Unbraced length of compression flange])
|
||||||
#calcline([$L_p = 1.76 r_y sqrt(E / F_y) = #round(n.Lp_in / 12, digits: 2) "ft"$], [Limit for yielding])
|
#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([$C_b = 1$, $c = 1$], [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([$r_"ts" = sqrt(I_y h_o / (2 S_x)) = #round(n.section_rts, digits: 2) "in"$], [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([$L_r = 1.95 r_"ts" E / (0.7 F_y) sqrt((J c)/(S_x h_o) + sqrt(((J c)/(S_x h_o))^2 + 6.76 (0.7 F_y / E)^2)) = #round(n.Lr, digits: 2) "ft"$], [Limit for inelastic torsional buckling])
|
||||||
#calcline([$F_"cr" = (C_b pi^2 E)/(L_b/r_"ts")^2 sqrt(1 + 0.078 (J c)/(S_x h_o) (L_b/r_"ts")^2) = #round(n.Fcr_ksi, digits: 2) "ksi"$], [Elastic lateral-torsional-buckling stress])
|
#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([$M_p = F_y Z_x = #round(n.Mp_kipft, digits: 2) "kip·ft"$], [Plastic moment])
|
#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([$M_n("LTB") = M_p, "for" L_b <= L_p$], [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([$M_n("LTB") = C_b [M_p - (M_p - 0.7 F_y S_x)(L_b - L_p)/(L_r - L_p)], "for" L_p < L_b <= L_r$], [LTB moment for inelastic range])
|
||||||
#calcline([$M_n("LTB") = F_"cr" S_x, "for" L_b > L_r$], [LTB moment for elastic range])
|
#calcline([$M_n("LTB") = F_"cr" S_x, "for" L_b > L_r$], [LTB moment for elastic range])
|
||||||
#calcline([$M_n("LTB") = #round(n.MnLTB_kipft, digits: 2) "kip·ft"$], [Lateral-torsional-buckling strength])
|
#calcline([$M_n("LTB") = #round(n.MnLTB, digits: 2) "kip·ft"$], [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([$M_n = min(M_p, M_n("LTB")) = #round(n.Mn, digits: 2) "kip·ft"$], [Nominal bending capacity])
|
||||||
#calcline([$phi M_n = 0.9 M_n = #round(n.phiMn_kipft, digits: 2) "kip·ft"$], [Design 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: [$phi M_n$])
|
#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
|
== 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([$lambda_lim = 2.24 sqrt(E / F_y) = #round(n.lambda_lim, digits: 3)$], [Limiting web slenderness])
|
||||||
#calcline([$k_v = #n.kv$], [Web shear buckling coefficient])
|
#calcline([$k_v = #n.kv$], [Web shear buckling coefficient])
|
||||||
#calcline([$C_"v1" = #n.Cv1$], [Web shear strength coefficient])
|
#calcline([$C_"v1" = #n.Cv1$], [Web shear strength coefficient])
|
||||||
#calcline([$phi_v = #n.phi_v$], [Shear reduction factor])
|
#calcline([$phi_v = #n.phi_v$], [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: [$phi V_n$])
|
#check("Shear", checks.shear.demand, checks.shear.capacity, unit: "kip", ok: checks.shear.ok, demand-label: [$V_u$], capacity-label: [$phi V_n$])
|
||||||
|
|
||||||
== Deflection
|
== Deflection
|
||||||
|
|
||||||
#calcline([$delta_max = L / 240 = #round(n.delta_limit_in, digits: 3) "in"$], [Maximum allowed deflection])
|
#calcline([$delta_max = L / 240 = #round(n.delta_limit, digits: 3) "in"$], [Maximum allowed deflection])
|
||||||
#calcline([$delta = 5/384 (w L^4) / (E I_x) = #round(n.delta_in, digits: 3) "in"$], [Expected center deflection under service uniform load])
|
#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: [$delta_"max"$])
|
#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
|
assert len(published) == 1
|
||||||
derived = published[0]["value"]
|
derived = published[0]["value"]
|
||||||
values = result()["values"]
|
values = result()["values"]
|
||||||
assert derived["Mu_kipft"] == pytest.approx(values["moment_kipft"], abs=0.001)
|
assert derived["Mu"] == pytest.approx(values["moment"], abs=0.001)
|
||||||
assert derived["Vu_kip"] == pytest.approx(values["shear_kip"], 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"]
|
values = result()["values"]
|
||||||
assert values["section_d"] == pytest.approx(5.875)
|
assert values["section_d"] == pytest.approx(10.0)
|
||||||
assert values["section_A"] == pytest.approx(2.52)
|
assert values["section_A"] == pytest.approx(4.41)
|
||||||
assert values["section_Sx"] == pytest.approx(5.1)
|
assert values["section_Sx"] == pytest.approx(13.8)
|
||||||
assert values["section_Zx"] == pytest.approx(5.73)
|
assert values["section_Zx"] == pytest.approx(16.0)
|
||||||
assert values["section_rts"] == pytest.approx(1.05)
|
assert values["section_rts"] == pytest.approx(1.01)
|
||||||
|
|
||||||
|
|
||||||
def test_ground_truth_demands_and_flexure():
|
def test_demands_and_flexure():
|
||||||
output = result()
|
output = result()
|
||||||
values = output["values"]
|
values = output["values"]
|
||||||
assert values["point_load_lbf"] == pytest.approx(7500)
|
assert values["moment"] == pytest.approx(8.124)
|
||||||
assert values["moment_kipft"] == pytest.approx(9.375)
|
assert values["shear"] == pytest.approx(3.611)
|
||||||
assert values["shear_kip"] == pytest.approx(3.75)
|
assert values["Lp"] == pytest.approx(2.861, abs=0.01)
|
||||||
assert values["Lp_in"] == pytest.approx(37.7, abs=0.1)
|
assert values["Lr"] == pytest.approx(8.609, abs=0.01)
|
||||||
assert values["Lr_ft"] == pytest.approx(9.48, abs=0.01)
|
assert values["Lb"] == pytest.approx(9.0)
|
||||||
assert values["Fcr_ksi"] == pytest.approx(99.57, abs=0.25)
|
assert values["Fcr"] == pytest.approx(32.556, abs=0.01)
|
||||||
assert values["Mp_kipft"] == pytest.approx(23.875)
|
assert values["Mp"] == pytest.approx(66.667, abs=0.01)
|
||||||
assert values["MnLTB_kipft"] == pytest.approx(21.235, abs=0.01)
|
assert values["MnLTB"] == pytest.approx(37.439, abs=0.01)
|
||||||
assert values["phiMn_kipft"] == pytest.approx(19.1, abs=0.1)
|
assert values["phiMn"] == pytest.approx(33.695, abs=0.01)
|
||||||
assert output["checks"]["flexure"]["ok"] is True
|
assert output["checks"]["flexure"]["ok"] is True
|
||||||
|
|
||||||
|
|
||||||
def test_ground_truth_shear_and_deflection():
|
def test_shear_and_deflection():
|
||||||
output = result()
|
output = result()
|
||||||
values = output["values"]
|
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["Cv1"] == pytest.approx(1)
|
||||||
assert values["phiVn_kip"] == pytest.approx(33.047, abs=0.1)
|
assert values["phiVn"] == pytest.approx(75.0)
|
||||||
assert values["delta_limit_in"] == pytest.approx(0.25)
|
assert values["delta_limit"] == pytest.approx(0.45)
|
||||||
assert values["delta_in"] == pytest.approx(0.078, abs=0.001)
|
assert values["delta"] == pytest.approx(0.040559, abs=1e-5)
|
||||||
assert all(output["checks"][name]["ok"] for name in ("shear", "deflection"))
|
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"})
|
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(
|
completed = subprocess.run(
|
||||||
[sys.executable, str(HERE / "calc.py"), "--input", str(HERE / "input.yaml"), "--stdout"],
|
[sys.executable, str(HERE / "calc.py"), "--input", str(HERE / "input.yaml"), "--stdout"],
|
||||||
check=True,
|
check=True,
|
||||||
capture_output=True,
|
capture_output=True,
|
||||||
text=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 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
|
||||||
<</Type/FontDescriptor/FontName/OCCFFM+DejaVuSansMono/Flags 131077/FontBBox[50.78125 -208.00781 562.9883 765.1367]/ItalicAngle 0/Ascent 759.7656/Descent -240.23438/CapHeight 759.7656/StemV 95.4/CIDSet 362 0 R/FontFile2 364 0 R>>
|
<</Type/FontDescriptor/FontName/OCCFFM+DejaVuSansMono/Flags 131077/FontBBox[50.78125 -208.00781 562.9883 765.1367]/ItalicAngle 0/Ascent 759.7656/Descent -240.23438/CapHeight 759.7656/StemV 95.4/CIDSet 362 0 R/FontFile2 364 0 R>>
|
||||||
endobj
|
endobj
|
||||||
350 0 obj
|
350 0 obj
|
||||||
<</Type/Font/Subtype/Type0/BaseFont/XTZIVR+NewCMMath-Book-Identity-H/Encoding/Identity-H/DescendantFonts[351 0 R]/ToUnicode 366 0 R>>
|
<</Type/Font/Subtype/Type0/BaseFont/YHXUOD+NewCMMath-Book-Identity-H/Encoding/Identity-H/DescendantFonts[351 0 R]/ToUnicode 366 0 R>>
|
||||||
endobj
|
endobj
|
||||||
351 0 obj
|
351 0 obj
|
||||||
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|
||||||
endobj
|
endobj
|
||||||
352 0 obj
|
352 0 obj
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0000053933 00000 n
|
0000053933 00000 n
|
||||||
0000054413 00000 n
|
0000054413 00000 n
|
||||||
0000059777 00000 n
|
0000059779 00000 n
|
||||||
0000059859 00000 n
|
0000059861 00000 n
|
||||||
0000060815 00000 n
|
0000060815 00000 n
|
||||||
0000075444 00000 n
|
0000075446 00000 n
|
||||||
0000080722 00000 n
|
0000080720 00000 n
|
||||||
0000085971 00000 n
|
0000085965 00000 n
|
||||||
0000087931 00000 n
|
0000087922 00000 n
|
||||||
0000088338 00000 n
|
0000088329 00000 n
|
||||||
0000088681 00000 n
|
0000088672 00000 n
|
||||||
0000136279 00000 n
|
0000136270 00000 n
|
||||||
0000203393 00000 n
|
0000203384 00000 n
|
||||||
0000203561 00000 n
|
0000203552 00000 n
|
||||||
0000204812 00000 n
|
0000204803 00000 n
|
||||||
trailer
|
trailer
|
||||||
<</Size 378/Root 377 0 R/Info 375 0 R/ID[(9WqlyDyXW06bGOrFgQS2JA==)(X34dD3ZspxukqpsWi3EjpQ==)]>>
|
<</Size 378/Root 377 0 R/Info 375 0 R/ID[(9WqlyDyXW06bGOrFgQS2JA==)(bXnolz8N0pOlKFo3ZCm4Dg==)]>>
|
||||||
startxref
|
startxref
|
||||||
204999
|
204990
|
||||||
%%EOF
|
%%EOF
|
||||||
|
|
@ -31,24 +31,24 @@ are reconciled to those values by the test suite.
|
||||||
#let R = V
|
#let R = V
|
||||||
#metadata((w_plf: w, wL_plf: wL, M_ftlbf: M, V_lbf: V, R_lbf: R)) <wood-joist-loads>
|
#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([$L = #L "ft"$], [Simple span])
|
||||||
#calcline([$B = #B " ft"$], [Tributary spacing, on-center])
|
#calcline([$B = #B "ft"$], [Tributary spacing, on-center])
|
||||||
#calcline([$D = #DL " psf"$], [Dead load])
|
#calcline([$D = #DL "psf"$], [Dead load])
|
||||||
#calcline([$L_L = #LL " psf"$], [Live load])
|
#calcline([$L_L = #LL "psf"$], [Live load])
|
||||||
#calcline([$w = (D + L_L) B = #w " plf"$], [Total uniform line load, Typst-derived])
|
#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([$w_("checked") = #round(n.w_plf, digits: 1) "plf"$], [Total uniform line load, checked input])
|
||||||
#calcline([$w_L = L_L B = #wL " plf"$], [Live uniform line load, Typst-derived])
|
#calcline([$w_L = L_L B = #wL "plf"$], [Live uniform line load, Typst-derived])
|
||||||
#calcline([$w_("L,checked") = #round(n.wL_plf, digits: 1) " plf"$], [Live uniform line load, checked input])
|
#calcline([$w_("L,checked") = #round(n.wL_plf, digits: 1) "plf"$], [Live uniform line load, checked input])
|
||||||
#calcline([$M = w L^2 / 8 = #round(M, digits: 2) " ft·lbf"$], [Maximum moment, Typst-derived])
|
#calcline([$M = w L^2 / 8 = #round(M, digits: 2) "ft·lbf"$], [Maximum moment, Typst-derived])
|
||||||
#calcline([$M_("checked") = #round(n.M_ftlbf, digits: 2) " ft·lbf"$], [Maximum moment, checked input])
|
#calcline([$M_("checked") = #round(n.M_ftlbf, digits: 2) "ft·lbf"$], [Maximum moment, checked input])
|
||||||
#calcline([$V = w L / 2 = #V " lbf"$], [Support shear, Typst-derived])
|
#calcline([$V = w L / 2 = #V "lbf"$], [Support shear, Typst-derived])
|
||||||
#calcline([$V_("checked") = #round(n.V_lbf, digits: 1) " lbf"$], [Support shear, checked input])
|
#calcline([$V_("checked") = #round(n.V_lbf, digits: 1) "lbf"$], [Support shear, checked input])
|
||||||
#calcline([$R = V = #R " lbf"$], [Support reaction, Typst-derived])
|
#calcline([$R = V = #R "lbf"$], [Support reaction, Typst-derived])
|
||||||
#calcline([$R_("checked") = #round(n.R_lbf, digits: 1) " lbf"$], [Support reaction, checked input])
|
#calcline([$R_("checked") = #round(n.R_lbf, digits: 1) "lbf"$], [Support reaction, checked input])
|
||||||
|
|
||||||
== Section Properties
|
== 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([$A = b d = #round(n.A_in2, digits: 2) " in"^2$], [Section area])
|
||||||
#calcline([$I_x = b d^3 / 12 = #round(n.Ix_in4, digits: 1) " in"^4$], [Moment of inertia])
|
#calcline([$I_x = b d^3 / 12 = #round(n.Ix_in4, digits: 1) " in"^4$], [Moment of inertia])
|
||||||
#calcline([$S_x = b d^2 / 6 = #round(n.Sx_in3, digits: 1) " in"^3$], [Elastic section modulus])
|
#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
|
== Material And Adjustment Factors
|
||||||
|
|
||||||
#calcline([$"Species/grade" = #n.species_grade$], [NDS Supplement reference values])
|
#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([$F_b = #n.Fb_psi "psi"$, $F_v = #n.Fv_psi "psi"$], [Reference bending and shear])
|
||||||
#calcline([$F_(c"⊥") = #n.Fcp_psi " psi"$], [Reference compression perpendicular to grain])
|
#calcline([$F_(c"⊥") = #n.Fcp_psi "psi"$], [Reference compression perpendicular to grain])
|
||||||
#calcline([$E = #n.E_psi " psi"$, $E'_"min" = #n.Emin_psi " psi"$], [Moduli of elasticity])
|
#calcline([$E = #n.E_psi "psi"$, $E'_"min" = #n.Emin_psi "psi"$], [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([$C_D = #n.CD$, $C_M = #n.CM$, $C_t = #n.Ct$, $C_F = #n.CF$], [Load duration, wet service, temperature, size])
|
||||||
#calcline([$C_r = #n.Cr$, $C_"fu" = #n.Cfu$, $C_i = #n.Ci$], [Repetitive member, flat use, incising])
|
#calcline([$C_r = #n.Cr$, $C_"fu" = #n.Cfu$, $C_i = #n.Ci$], [Repetitive member, flat use, incising])
|
||||||
|
|
||||||
== Flexure
|
== 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([$R_B = sqrt(l_e d / b^2) = #round(n.RB, digits: 3)$], [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([$F^*_b = F_b C_D C_M C_t C_F C_i C_r = #round(n.Fb_star_psi, digits: 1) "psi"$], [Adjusted reference bending])
|
||||||
#calcline([$F_("bE") = 1.20 E'_"min" / R_B^2 = #round(n.FbE_psi, digits: 1) " psi"$], [Critical buckling stress])
|
#calcline([$F_("bE") = 1.20 E'_"min" / R_B^2 = #round(n.FbE_psi, digits: 1) "psi"$], [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([$C_L = (1 + F_("bE")/F^*_b)/1.9 - sqrt(...) = #round(n.CL, digits: 4)$], [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([$F'_b = F^*_b C_L C_"fu" = #round(n.Fb_prime_psi, digits: 1) "psi"$], [Adjusted bending])
|
||||||
#calcline([$f_b = M / S_x = #round(n.fb_psi, digits: 1) " psi"$], [Acting bending stress])
|
#calcline([$f_b = M / S_x = #round(n.fb_psi, digits: 1) "psi"$], [Acting bending stress])
|
||||||
#calcline([$M_a = S_x F'_b = #round(n.Ma_ftlbf, digits: 1) " ft·lbf"$], [Allowable moment])
|
#calcline([$M_a = S_x F'_b = #round(n.Ma_ftlbf, digits: 1) "ft·lbf"$], [Allowable moment])
|
||||||
|
|
||||||
#v(7pt)
|
#v(7pt)
|
||||||
#check("Flexure", checks.flexure.demand, checks.flexure.capacity, unit: "psi", ok: checks.flexure.ok, demand-label: [$f_b$], capacity-label: [$F'_b$])
|
#check("Flexure", checks.flexure.demand, checks.flexure.capacity, unit: "psi", ok: checks.flexure.ok, demand-label: [$f_b$], capacity-label: [$F'_b$])
|
||||||
|
|
||||||
== Shear
|
== 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([$F'_v = F_v C_D C_M C_t C_"vr" = #round(n.Fv_prime_psi, digits: 1) "psi"$], [Adjusted shear])
|
||||||
#calcline([$f_v = 3 V / (2 A) = #round(n.fv_psi, digits: 3) " psi"$], [Acting shear stress])
|
#calcline([$f_v = 3 V / (2 A) = #round(n.fv_psi, digits: 3) "psi"$], [Acting shear stress])
|
||||||
|
|
||||||
#v(7pt)
|
#v(7pt)
|
||||||
#check("Shear", checks.shear.demand, checks.shear.capacity, unit: "psi", ok: checks.shear.ok, demand-label: [$f_v$], capacity-label: [$F'_v$])
|
#check("Shear", checks.shear.demand, checks.shear.capacity, unit: "psi", ok: checks.shear.ok, demand-label: [$f_v$], capacity-label: [$F'_v$])
|
||||||
|
|
||||||
== Bearing
|
== Bearing
|
||||||
|
|
||||||
#calcline([$l_b = #n.lb_in " in"$], [Bearing length])
|
#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([$l_("end") = #n.bed_in "in"$], [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([$C_b = (l_b + 0.375) / l_b = #round(n.Cb, digits: 3)$], [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([$A_b = l_b b = #round(n.Ab_in2, digits: 2) " in"^2$], [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)
|
#v(7pt)
|
||||||
#check("Bearing", checks.bearing.demand, checks.bearing.capacity, unit: "psi", ok: checks.bearing.ok, demand-label: [$f_("c⊥")$], capacity-label: [$F'_("c⊥")$])
|
#check("Bearing", checks.bearing.demand, checks.bearing.capacity, unit: "psi", ok: checks.bearing.ok, demand-label: [$f_("c⊥")$], capacity-label: [$F'_("c⊥")$])
|
||||||
|
|
||||||
== Deflection
|
== Deflection
|
||||||
|
|
||||||
#calcline([$Delta_"total" = 5 w L^4 / (384 E I_x) = #round(n.delta_total_in, digits: 3) " in"$], [Total-load deflection])
|
#calcline([$Delta_"total" = 5 w L^4 / (384 E I_x) = #round(n.delta_total_in, digits: 3) "in"$], [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([$Delta_"live" = 5 w_L L^4 / (384 E I_x) = #round(n.delta_live_in, digits: 3) "in"$], [Live-load deflection])
|
||||||
#calcline([$L/240 = #n.delta_allow_total_in " in"$], [Total-load limit])
|
#calcline([$L/240 = #n.delta_allow_total_in "in"$], [Total-load limit])
|
||||||
#calcline([$L/360 = #n.delta_allow_live_in " in"$], [Live-load limit])
|
#calcline([$L/360 = #n.delta_allow_live_in "in"$], [Live-load limit])
|
||||||
|
|
||||||
#v(7pt)
|
#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: [$L/240$])
|
#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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É)}Ñöüu}o*lÜ¡tEº Í]¹ÄŽP˜¸™!)ßÜÐA[§*,ܤ{!Š‰˜crn5õ7¦R»9€<39>’<EFBFBD>1ðɾ<¨Bþï" ÷©·ArB^tÅJÕc_õŲÆôu(fæ
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ÃH%âJéñs´Î+»:°ÆÃ>sØtEiT\J“Ôum6¤¿FÃeêQ›{kdëg<C3AB>„Ëé p5?G€RšFy¬ñ®ùýeÛ½!Ÿ†îYᥠÎç¶(eûáàäùvr's
|
Ö7‘$q1<71> KÝ
|
||||||
żœ˜Z¿ó™ÐjÆ £ïMŒ<4D><C592>ùþéÃÃËWzý‡ßÞ~öæááÍ·¿¿}þÝ×bÓùæÍÃë·{ûþ×/ÿøÍýˇoÞÜkz.8ðrÖÞË&ì
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¢Úõ‰¾Fà / A^¼ÓšÀ:¹BH{êÒ规µYVÂUÈÀy/g–p¦y]%úßQê5;ê‰: }‰ÐýÕ¢øã`a
›ˆA]‰ù׃<C397>Y/ ˜]t¢“2’y3cè$6ô gÞR.‚Ðh" –ö¬—ä$4ЇFX×õ˜Ëºh5à :i Ú¦v¿4«!_ö‘yÉÌÉy)Í_/Z¯\À{!ÍàüÙºÕ¥*õ–ê2UÐ~'MýŸºDµ†¬Apíóh›O%kD@)JÞNØ8 h}Y¥gñ*„³€†”ît´
|
||||||
|
aÃEÒp€‰W"lŠZ»–X‹c <0B>¢¡3?a«ZŠ¸Œ›Æȯ8 Ý AqRÄWdAê“ô«y%êú[(Š»É<C2BB>kV!a^¥hþªzt|ø`=:>|ªv<C2AA>2äó(dÅ0þ3h›[w74ç`ÉÄÁÇM<C387>4—{_Ñxƒfö¬ Måàê÷<–Åe ô‘tþœ»8éJ9.Šp®ãq®uÁ1þxj$YÙ¤8
|
||||||
|
L¯‚0«œ`‰UA÷Sé É™iKY<>Ðîk@šd±® ìa>»Ï¤ì<C2A4>àaw{LN)E Áð´ ÕtœXAΖ#â|»ÉÔNR (KrLÓ„ÖËQ°†šu¹G+m4©@*K½Ôféš¡3Ö0³èûŒ¶&^Íà+ YaC`ö›®b8‹L<E280B9><4C>±™®á ³‚œEN«Ðƒ“YÁÊ¢';¾)Y
• ¤ÈZG Öšeé`¿1¿Š–
|
||||||
|
áPªuÓU¥hªè<EFBFBD>\¿<>LÑa³a¦´w ”îÓG²» 9 F:úÞ›4ÏœQ9
Z}Á{æ·Í®ÄJmÎ éG·¡gM;˜eDHá˜ü½4¢7°å¬ pu…äd¾h[þ¦¾'ÌmŠPº"¬[Íî—y
|
||||||
|
Þ63ä" ˜´¨‚µ-AØ QœÂ “s‹ ¨¿5h*í—ø(sŸì+ƒ*Éÿ]Ù>q¤æãÅ ¬4.öÕ,kx^€bfÞpµ‚Y2I‚g UÃTª
@<40> _iZá1Ö ¼Ö jy#Ž—2$n§jøˆ—¹<E28094>j=C™5ø®'p!.¥øXDÁñž<C3B1>SaȼyU˜iTÅ(Þ¹YkîGf[U‚Ô%®Ä’ÃRmdì‹œxêB¤$%¶h÷çÁ¹ÒÍ\ßÏ»™QCí*ÈÛ@Š…ØHØ¢ª5=&É)A¢…öÓˆŒ)<29>[tJî9m™VÃ!Rá¶ÒRD"ójT‡g
m+¨5$æ°éŠÒ ·” &é˜ÚFØÐúØ–©§Ú.çúí kP[NO@W‹j(¥Iʧ|üAàß=šYAàžM]
|
||||||
|
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
¨Ž F–ÙøBö˜/zîù1¿»äœ<C3A4><C593>•É+ªÍBÆžÎhvþ ê1Ž
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endobj
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@ -1124,12 +1125,12 @@ r
|
||||||
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<</Title<FEFF0057006F006F00640020005300740075006400200043006F006C0075006D006E0020201400200041007800690061006C002000430061007000610063006900740079>/Author(Conemco Engineering)/Creator(Typst 0.15.1)/ModDate(D:20260903203735-04'00)/CreationDate(D:20260903203735-04'00)>>
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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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<?xpacket begin="" id="W5M0MpCehiHzreSzNTczkc9d"?><x:xmpmeta xmlns:x="adobe:ns:meta/" x:xmptk="xmp-writer"><rdf:RDF xmlns:rdf="http://www.w3.org/1999/02/22-rdf-syntax-ns#"><rdf:Description rdf:about="" xmlns:dc="http://purl.org/dc/elements/1.1/" xmlns:xmp="http://ns.adobe.com/xap/1.0/" xmlns:xmpMM="http://ns.adobe.com/xap/1.0/mm/" xmlns:xmpTPg="http://ns.adobe.com/xap/1.0/t/pg/" xmlns:pdf="http://ns.adobe.com/pdf/1.3/" ><dc:title><rdf:Alt><rdf:li xml:lang="x-default">Wood Stud Column — Axial Capacity</rdf:li></rdf:Alt></dc:title><dc:creator><rdf:Seq><rdf:li>Conemco Engineering</rdf:li></rdf:Seq></dc:creator><xmp:CreatorTool>Typst 0.15.1</xmp:CreatorTool><dc:language><rdf:Bag><rdf:li>en</rdf:li></rdf:Bag></dc:language><xmp:ModifyDate>2026-09-03T20:37:35-04:00</xmp:ModifyDate><xmp:CreateDate>2026-09-03T20:37:35-04:00</xmp:CreateDate><xmpTPg:NPages>2</xmpTPg:NPages><dc:format>application/pdf</dc:format><xmpMM:InstanceID>ajSUUYj1m6mhmeODBBkafw==</xmpMM:InstanceID><xmpMM:DocumentID>WmRjAolkVmoIGl5qZMS6kQ==</xmpMM:DocumentID><xmpMM:RenditionClass>proof</xmpMM:RenditionClass><pdf:PDFVersion>1.7</pdf:PDFVersion></rdf:Description></rdf:RDF></x:xmpmeta><?xpacket end="r"?>
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@ -1323,20 +1324,20 @@ xref
|
||||||
0000035563 00000 n
|
0000035563 00000 n
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||||||
0000035642 00000 n
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0000035642 00000 n
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0000036122 00000 n
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0000041570 00000 n
|
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0000042394 00000 n
|
0000042393 00000 n
|
||||||
0000053242 00000 n
|
0000053239 00000 n
|
||||||
0000059855 00000 n
|
0000059829 00000 n
|
||||||
0000060661 00000 n
|
0000060635 00000 n
|
||||||
0000061068 00000 n
|
0000061042 00000 n
|
||||||
0000061411 00000 n
|
0000061385 00000 n
|
||||||
0000109009 00000 n
|
0000108983 00000 n
|
||||||
0000176123 00000 n
|
0000176097 00000 n
|
||||||
0000176408 00000 n
|
0000176382 00000 n
|
||||||
0000177675 00000 n
|
0000177649 00000 n
|
||||||
trailer
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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==)]>>
|
||||||
startxref
|
startxref
|
||||||
177860
|
177834
|
||||||
%%EOF
|
%%EOF
|
||||||
|
|
@ -28,35 +28,35 @@ with buckling about the weak axis.
|
||||||
#let A = b * d
|
#let A = b * d
|
||||||
#metadata((P_lbf: P, A_in2: A)) <wood-stud-column-loads>
|
#metadata((P_lbf: P, A_in2: A)) <wood-stud-column-loads>
|
||||||
|
|
||||||
#calcline([$P = #P " lbf"$], [Axial load, compression (ASD)])
|
#calcline([$P = #P "lbf"$], [Axial load, compression (ASD)])
|
||||||
#calcline([$L = #L_ft " ft" = #n.L_in " in"$], [Total stud length])
|
#calcline([$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([$b = #b "in"$, $d = #d "in"$], [Actual dimensions of a nominal 2x4])
|
||||||
#calcline([$A = b d = #round(n.A_in2, digits: 2) " in"^2$], [Cross-sectional area])
|
#calcline([$A = b d = #round(n.A_in2, digits: 2) " in"^2$], [Cross-sectional area])
|
||||||
#calcline([$K_e = #n.Ke$], [Effective-length factor, pinned-pinned (NDS 3.7.1.2)])
|
#calcline([$K_e = #n.Ke$], [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([$L_e = K_e L = #round(n.Le_in, digits: 1) "in"$], [Effective length])
|
||||||
#calcline([$d_"min" = min(b, d) = #n.d_least_in " in"$], [Least dimension; weak-axis buckling governs])
|
#calcline([$d_"min" = min(b, d) = #n.d_least_in "in"$], [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)])
|
#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
|
== Material And Adjustment Factors
|
||||||
|
|
||||||
#calcline([$"Species/grade" = #n.species_grade$], [NDS Supplement reference values])
|
#calcline([$"Species/grade" = #n.species_grade$], [NDS Supplement reference values])
|
||||||
#calcline([$F_c = #n.Fc_psi " psi"$], [Reference compression parallel to grain])
|
#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([$E = #n.E_psi "psi"$, $E'_"min" = #n.Emin_psi "psi"$], [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)])
|
#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)
|
== 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([$F^*_c = F_c C_D C_M C_t C_F C_i = #round(n.Fc_star_psi, digits: 1) "psi"$], [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([$E'_"min" = E_"min" C_M C_t C_i = #round(n.Emin_prime_psi, digits: 0) "psi"$], [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([$F_("cE") = 0.822 E'_"min" / (L_e / d_"min")^2 = #round(n.FcE_weak_psi, digits: 2) "psi"$], [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([$0.822$ (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])
|
#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
|
== 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([$F'_c = F^*_c C_p = #round(n.Fc_prime_psi, digits: 2) "psi"$], [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([$f_c = P / A = #round(n.fc_psi, digits: 2) "psi"$], [Acting compression stress])
|
||||||
#calcline([$P_a = F'_c A = #round(n.Pa_lbf, digits: 1) " lbf"$], [Allowable axial load])
|
#calcline([$P_a = F'_c A = #round(n.Pa_lbf, digits: 1) "lbf"$], [Allowable axial load])
|
||||||
|
|
||||||
#v(7pt)
|
#v(7pt)
|
||||||
#check("Axial Compression", checks.axial.demand, checks.axial.capacity, unit: "lbf", ok: checks.axial.ok, demand-label: [$P$], capacity-label: [$P_a$])
|
#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