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Normalize spacing before units across all calc sheets

Browse source 
Plain units already get a gap from the source whitespace, so drop the
leading space inside the string; keep it only on superscripted units
(in^2, in^3, in^4, ft^2). Also fix the generated concrete-beam figure
labels. Regenerate all affected PDFs.
This commit is contained in:
smillmorel 2026-09-21 20:38:04 -04:00
commit aa790c1be5
17 changed files with 728 additions and 771 deletions
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168
concentric-footing/concentric-footing.pdf
View file

@ -1066,28 +1066,25 @@ o
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54
concentric-footing/concentric-footing.typ
View file

@ -47,54 +47,54 @@ checked Python demands are reconciled by the test suite.
#metadata((Ps_kip: Ps_typst, Pu_kip: Pu_typst, Ar_ft2: Ar, Wc_kip: Wc_kip)) <concentric-footing-loads>
#calcline([$A_r = B_r L_r = #round(Ar, digits: 2) " ft"^2$], [Tributary area])
#calcline([$W_c = b_c b_c L_c gamma_c = #round(Wc_kip, digits: 2) " kip"$], [Column self weight])
#calcline([$P_s = (D_L_r + L_L_r) A_r + W_c = #round(Ps_typst, digits: 2) " kip"$], [Typst-derived service load])
#calcline([$P_(s,"checked") = #round(n.Ps_kip, digits: 2) " kip"$], [Python-checked service load])
#calcline([$P_u = 1.2(D_L_r A_r + W_c) + 1.6 L_L_r A_r = #round(Pu_typst, digits: 2) " kip"$], [Typst-derived factored load])
#calcline([$P_(u,"checked") = #round(n.Pu_kip, digits: 2) " kip"$], [Factored axial load])
#calcline([$q_u = P_u / A_f = #round(n.qu_psf, digits: 1) " psf"$], [Factored gross pressure])
#calcline([$W_c = b_c b_c L_c gamma_c = #round(Wc_kip, digits: 2) "kip"$], [Column self weight])
#calcline([$P_s = (D_L_r + L_L_r) A_r + W_c = #round(Ps_typst, digits: 2) "kip"$], [Typst-derived service load])
#calcline([$P_(s,"checked") = #round(n.Ps_kip, digits: 2) "kip"$], [Python-checked service load])
#calcline([$P_u = 1.2(D_L_r A_r + W_c) + 1.6 L_L_r A_r = #round(Pu_typst, digits: 2) "kip"$], [Typst-derived factored load])
#calcline([$P_(u,"checked") = #round(n.Pu_kip, digits: 2) "kip"$], [Factored axial load])
#calcline([$q_u = P_u / A_f = #round(n.qu_psf, digits: 1) "psf"$], [Factored gross pressure])
== Geometry and Materials
#calcline([$B_f = #n.Bf_ft " ft"$, $A_f = #n.Af_ft2 " ft"^2$], [Footing plan dimensions])
#calcline([$D_f = #n.Df_in " in"$, $"cover" = #n.cover_in " in"$, $d = D_f - "cover" = #n.d_in " in"$], [Effective depth])
#calcline([$c = #n.c_in " in"$, $b_p = #n.bp_in " in"$], [Column and base-plate widths])
#calcline([$f'_c = #n.fc_psi " psi"$, $f_y = #n.fy_ksi " ksi"$, $lambda = #n.lambda$], [Concrete and steel])
#calcline([$B_f = #n.Bf_ft "ft"$, $A_f = #n.Af_ft2 " ft"^2$], [Footing plan dimensions])
#calcline([$D_f = #n.Df_in "in"$, $"cover" = #n.cover_in "in"$, $d = D_f - "cover" = #n.d_in "in"$], [Effective depth])
#calcline([$c = #n.c_in "in"$, $b_p = #n.bp_in "in"$], [Column and base-plate widths])
#calcline([$f'_c = #n.fc_psi "psi"$, $f_y = #n.fy_ksi "ksi"$, $lambda = #n.lambda$], [Concrete and steel])
#calcline([$N = #n.N$, #("#" + str(n.rebar_size) + " bars"), $A_(s,1) = #round(n.As1_in2, digits: 4) " in"^2$, $A_s = #round(n.As_in2, digits: 4) " in"^2$], [Reinforcement per direction])
#calcline([$rho = A_s/(B_f d) = #round(n.rho, digits: 4)$, $rho_min = #n.rho_min$], [Reinforcement ratio])
== Soil Bearing
#calcline([$q = P_s/A_f = #round(n.q_psf, digits: 1) " psf"$], [Acting service pressure])
#calcline([$q_a = #n.qa_psf " psf"$], [Allowable gross pressure])
#calcline([$q = P_s/A_f = #round(n.q_psf, digits: 1) "psf"$], [Acting service pressure])
#calcline([$q_a = #n.qa_psf "psf"$], [Allowable gross pressure])
#check("Soil bearing", checks.soil_bearing.demand, checks.soil_bearing.capacity, unit: "psf", ok: checks.soil_bearing.ok, demand-label: [$q$], capacity-label: [$q_a$])
== One-Way Shear
#calcline([$L_1 = (B_f - c)/2 - d = #round(n.L1_in, digits: 2) " in"$], [Cantilever beyond d])
#calcline([$V_u = q_u B_f L_1 = #round(n.Vu_one_way_kip, digits: 2) " kip"$], [Demand at d])
#calcline([$V_c = 2 lambda sqrt(f'_c) B_f d = #round(n.Vc_one_way_kip, digits: 1) " kip"$], [ACI 22.5])
#calcline([$phi V_c = #round(n.phiVc_one_way_kip, digits: 1) " kip"$], [phi=0.75])
#calcline([$L_1 = (B_f - c)/2 - d = #round(n.L1_in, digits: 2) "in"$], [Cantilever beyond d])
#calcline([$V_u = q_u B_f L_1 = #round(n.Vu_one_way_kip, digits: 2) "kip"$], [Demand at d])
#calcline([$V_c = 2 lambda sqrt(f'_c) B_f d = #round(n.Vc_one_way_kip, digits: 1) "kip"$], [ACI 22.5])
#calcline([$phi V_c = #round(n.phiVc_one_way_kip, digits: 1) "kip"$], [phi=0.75])
#check("One-way shear", checks.one_way_shear.demand, checks.one_way_shear.capacity, unit: "kip", ok: checks.one_way_shear.ok, demand-label: [$V_u$], capacity-label: [$phi V_c$])
== Two-Way Shear (Punching)
#calcline([$b_o = 4(c+d) = #n.bo_in " in"$], [Critical perimeter at d/2])
#calcline([$v_c = min(4, 2+4/beta, 2+alpha_s d/b_o) lambda sqrt(f'_c) = #round(n.vc_psi, digits: 1) " psi"$], [ACI 22.6])
#calcline([$V_c = v_c b_o d = #round(n.Vc_two_way_kip, digits: 1) " kip"$], [Concrete shear strength])
#calcline([$V_u = q_u (A_f - (c+d)^2) = #round(n.Vu_two_way_kip, digits: 1) " kip"$], [Punch demand])
#calcline([$b_o = 4(c+d) = #n.bo_in "in"$], [Critical perimeter at d/2])
#calcline([$v_c = min(4, 2+4/beta, 2+alpha_s d/b_o) lambda sqrt(f'_c) = #round(n.vc_psi, digits: 1) "psi"$], [ACI 22.6])
#calcline([$V_c = v_c b_o d = #round(n.Vc_two_way_kip, digits: 1) "kip"$], [Concrete shear strength])
#calcline([$V_u = q_u (A_f - (c+d)^2) = #round(n.Vu_two_way_kip, digits: 1) "kip"$], [Punch demand])
#check("Two-way shear", checks.two_way_shear.demand, checks.two_way_shear.capacity, unit: "kip", ok: checks.two_way_shear.ok, demand-label: [$V_u$], capacity-label: [$phi V_c$])
== Flexure
#calcline([$L_c = (B_f - c)/2 = #round(n.Lc_in, digits: 1) " in"$], [Cantilever])
#calcline([$M_u = q_u B_f L_c^2/2 = #round(n.Mu_kipft, digits: 2) " kip·ft"$], [Demand])
#calcline([$a = A_s f_y/(0.85 f'_c B_f) = #round(n.a_in, digits: 3) " in"$], [Whitney stress block])
#calcline([$M_n = A_s f_y (d - a/2) = #round(n.Mn_kipft, digits: 1) " kip·ft"$], [Nominal moment strength])
#calcline([$phi M_n = #round(n.phiMn_kipft, digits: 1) " kip·ft"$], [phi=0.90])
#calcline([$L_c = (B_f - c)/2 = #round(n.Lc_in, digits: 1) "in"$], [Cantilever])
#calcline([$M_u = q_u B_f L_c^2/2 = #round(n.Mu_kipft, digits: 2) "kip·ft"$], [Demand])
#calcline([$a = A_s f_y/(0.85 f'_c B_f) = #round(n.a_in, digits: 3) "in"$], [Whitney stress block])
#calcline([$M_n = A_s f_y (d - a/2) = #round(n.Mn_kipft, digits: 1) "kip·ft"$], [Nominal moment strength])
#calcline([$phi M_n = #round(n.phiMn_kipft, digits: 1) "kip·ft"$], [phi=0.90])
#calcline([$rho = A_s/(B_f d) = #round(n.rho, digits: 4)$], [vs rho_min 0.0018])
#check("Flexure", checks.flexure.demand, checks.flexure.capacity, unit: "kip·ft", ok: checks.flexure.ok, demand-label: [$M_u$], capacity-label: [$phi M_n$])
@ -104,7 +104,7 @@ checked Python demands are reconciled by the test suite.
#calcline([$A_1 = b_p^2 = #round(n.A1_in2, digits: 1) " in"^2$, $A_2 = B_f^2 = #round(n.A2_in2, digits: 1) " in"^2$], [Plate and footing])
#calcline([$sqrt(A_2/A_1) = #round(n.sqrt_ratio, digits: 2)$], [Uncapped ratio, capped at 2.0 for strength])
#calcline([$B_n = 0.85 f'_c A_1 sqrt(...) = #round(n.Bn_kip, digits: 1) " kip"$], [ACI 22.8])
#calcline([$phi B_n = #round(n.phiBn_kip, digits: 1) " kip"$], [phi=0.65])
#calcline([$B_n = 0.85 f'_c A_1 sqrt(...) = #round(n.Bn_kip, digits: 1) "kip"$], [ACI 22.8])
#calcline([$phi B_n = #round(n.phiBn_kip, digits: 1) "kip"$], [phi=0.65])
#check("Concrete bearing", checks.bearing.demand, checks.bearing.capacity, unit: "kip", ok: checks.bearing.ok, demand-label: [$P_u$], capacity-label: [$phi B_n$])

4
concrete-beam/assets/beam-section.typ
View file

@ -12,11 +12,11 @@
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#place(line(start: (48pt, 155pt), end: (48pt, 161pt), stroke: 0.6pt + black))
#place(line(start: (124pt, 155pt), end: (124pt, 161pt), stroke: 0.6pt + black))
#place(dx: 48pt, dy: 161pt, box(width: 76pt, align(center, text(size: 7pt)[$b_w = 8 " in"$])))
#place(dx: 48pt, dy: 161pt, box(width: 76pt, align(center, text(size: 7pt)[$b_w = 8 "in"$])))
#place(line(start: (42pt, 28pt), end: (42pt, 142pt), stroke: 0.6pt + black))
#place(line(start: (39pt, 28pt), end: (45pt, 28pt), stroke: 0.6pt + black))
#place(line(start: (39pt, 142pt), end: (45pt, 142pt), stroke: 0.6pt + black))
#place(dx: 0.5pt, dy: 82pt, text(size: 7pt)[$h = 12 " in"$])
#place(dx: 0.5pt, dy: 82pt, text(size: 7pt)[$h = 12 "in"$])
#place(line(start: (107.8pt, 44.25pt), end: (129pt, 42pt), stroke: 0.5pt + rgb("#626b73")))
#place(dx: 106.2pt, dy: 42.75pt, circle(radius: 1.5pt, fill: black))
#place(dx: 132pt, dy: 37pt, text(size: 7pt, "(2) #8"))

4
concrete-beam/beam_section.py
View file

@ -106,7 +106,7 @@ def render(values: dict) -> str:
)
add(
f" #place(dx: {_f(ox)}pt, dy: {_f(dim_y + 3)}pt, "
f'box(width: {_f(w_sec)}pt, align(center, text(size: 7pt)[$b_w = {_f(bw)} " in"$])))'
f'box(width: {_f(w_sec)}pt, align(center, text(size: 7pt)[$b_w = {_f(bw)} "in"$])))'
)
x_h = ox - 6.0
@ -121,7 +121,7 @@ def render(values: dict) -> str:
)
add(
f" #place(dx: 0.5pt, dy: {_f(oy + h_sec / 2.0 - 3)}pt, "
f'text(size: 7pt)[$h = {_f(h)} " in"$])'
f'text(size: 7pt)[$h = {_f(h)} "in"$])'
)
label_x = ox + w_sec + 8.0

162
concrete-beam/concrete-beam.pdf
View file

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34
concrete-beam/concrete-beam.typ
View file

@ -40,21 +40,21 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
== 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([$L = #n.span "ft"$], [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(
[$w_u = 1.2 w_D + 1.6 w_L = #round(n.wu, digits: 3) " kip/ft"$],
[$w_u = 1.2 w_D + 1.6 w_L = #round(n.wu, digits: 3) "kip/ft"$],
[Factored uniform line load],
)
#calcline(
[$M_u = (w_u L^2) / 8 = #round(n.Mu) " kip·ft"$],
[$M_u = (w_u L^2) / 8 = #round(n.Mu) "kip·ft"$],
[Maximum positive moment],
)
#calcline(
[$V_u = (w_u L) / 2 = #round(n.Vu) " kip"$],
[$V_u = (w_u L) / 2 = #round(n.Vu) "kip"$],
[Support shear],
)
@ -67,20 +67,20 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
== Flexural Strength
#calcline([$b_w = #n.bw " in"$], [Beam width])
#calcline([$h = #n.h " in"$], [Overall depth])
#calcline([$d = #n.d " in"$], [Effective depth])
#calcline([$f'_c = #n.fc " ksi"$], [Concrete compressive strength])
#calcline([$f_y = #n.fy " ksi"$], [Steel yield strength])
#calcline([$b_w = #n.bw "in"$], [Beam width])
#calcline([$h = #n.h "in"$], [Overall depth])
#calcline([$d = #n.d "in"$], [Effective depth])
#calcline([$f'_c = #n.fc "ksi"$], [Concrete compressive strength])
#calcline([$f_y = #n.fy "ksi"$], [Steel yield strength])
#calcline([$A_s = #round(n.As, digits: 2) " in"^2$], [Provided tension steel (#n.n_bars No. #n.bar_size)])
#calcline(
[$a = (A_s f_y) / (0.85 f'_c b_w) = #round(n.a, digits: 3) " in"$],
[$a = (A_s f_y) / (0.85 f'_c b_w) = #round(n.a, digits: 3) "in"$],
[Equivalent compression-block depth],
)
#calcline([$epsilon_t = #round(n.et, digits: 4)$], [Net tensile strain])
#calcline([$phi = #round(n.phi, digits: 2)$], [Strength reduction factor])
#calcline(
[$phi M_n = phi A_s f_y (d - a/2) = #round(n.phiMn) " kip·ft"$],
[$phi M_n = phi A_s f_y (d - a/2) = #round(n.phiMn) "kip·ft"$],
[Design flexural strength],
)
@ -112,8 +112,8 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
)
#v(10pt)
#calcline([$V_c = 2 sqrt(f'_c) b_w d = #round(n.Vc) " kip"$], [Concrete shear strength])
#calcline([$phi V_c = #round(n.phiVc) " kip"$], [Design concrete shear strength])
#calcline([$V_c = 2 sqrt(f'_c) b_w d = #round(n.Vc) "kip"$], [Concrete shear strength])
#calcline([$phi V_c = #round(n.phiVc) "kip"$], [Design concrete shear strength])
#v(7pt)
#check(

157
mudsill-for-shore-post/mudsill-for-shore-post.pdf
View file

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36
mudsill-for-shore-post/mudsill-for-shore-post.typ
View file

@ -24,12 +24,12 @@ distributing the post load to the ground.
#let t = 0.75
#let N = 3
#calcline([$P = #P " lbf"$], [Post axial load on mudsill])
#calcline([$B_p = #Bp " in"$], [Post base width])
#calcline([$H_p = #Hp " in"$], [Post base length])
#calcline([$B = #B " in"$], [Mudsill panel width])
#calcline([$H = #H " in"$], [Mudsill panel length])
#calcline([$t = #t " in"$], [Plywood thickness])
#calcline([$P = #P "lbf"$], [Post axial load on mudsill])
#calcline([$B_p = #Bp "in"$], [Post base width])
#calcline([$H_p = #Hp "in"$], [Post base length])
#calcline([$B = #B "in"$], [Mudsill panel width])
#calcline([$H = #H "in"$], [Mudsill panel length])
#calcline([$t = #t "in"$], [Plywood thickness])
#calcline([$N = #N$], [Number of plywood panels])
== Plywood Bearing Under Post Base
@ -40,10 +40,10 @@ distributing the post load to the ground.
#calcline([$A_p = B_p H_p = #round(Ap) " in"^2$], [Post base contact area])
#calcline(
[$f_"brg" = P / A_p = #round(fbrg_ply, digits: 3) " psi"$],
[$f_"brg" = P / A_p = #round(fbrg_ply, digits: 3) "psi"$],
[Bearing stress in plywood],
)
#calcline([$F_"abrg" = #Fabrg " psi"$], [Allowable plywood bearing (D510 ch 4.4.7)])
#calcline([$F_"abrg" = #Fabrg "psi"$], [Allowable plywood bearing (D510 ch 4.4.7)])
#v(8pt)
#check(
@ -63,10 +63,10 @@ distributing the post load to the ground.
#calcline([$A_"brg" = (B H) / 144 = #round(Abrg, digits: 3) " ft"^2$], [Mudsill bearing area on soil])
#calcline(
[$f_"brg" = P / A_"brg" = #round(fbrg_soil, digits: 3) " psf"$],
[$f_"brg" = P / A_"brg" = #round(fbrg_soil, digits: 3) "psf"$],
[Soil bearing pressure],
)
#calcline([$F_"brg" = #Fbrg " psf"$], [Allowable soil bearing pressure])
#calcline([$F_"brg" = #Fbrg "psf"$], [Allowable soil bearing pressure])
#v(8pt)
#check(
@ -95,15 +95,15 @@ is applied to the soil pressure to account for partial loading at the cantilever
#let S = 1.125
#let Fb = FbS / S
#calcline([$w = 0.6 f_"brg" B = #round(w) " plf"$], [Lineal load on plywood])
#calcline([$a = (H - H_p) / 2 = #round(a) " in"$], [Cantilever length])
#calcline([$M = w a^2 / 2 = #round(M) " lbf" dot "ft"$], [Maximum bending moment])
#calcline([$w = 0.6 f_"brg" B = #round(w) "plf"$], [Lineal load on plywood])
#calcline([$a = (H - H_p) / 2 = #round(a) "in"$], [Cantilever length])
#calcline([$M = w a^2 / 2 = #round(M) "lbf" dot "ft"$], [Maximum bending moment])
#calcline([$S_p = N B t^2 / 6 = #round(Sp, digits: 3) " in"^3$], [Section modulus of plywood])
#calcline(
[$f_b = M / S_p = #round(fb, digits: 3) " psi"$],
[$f_b = M / S_p = #round(fb, digits: 3) "psi"$],
[Bending stress in plywood],
)
#calcline([$F_b = F_"bS" / S = #round(Fb) " psi"$], [Allowable bending stress])
#calcline([$F_b = F_"bS" / S = #round(Fb) "psi"$], [Allowable bending stress])
#v(8pt)
#check(
@ -122,13 +122,13 @@ is applied to the soil pressure to account for partial loading at the cantilever
#let fv = 1.5 * V / Av
#let Fv = 90.0
#calcline([$V = w a = #round(V) " lbf"$], [Maximum shear force])
#calcline([$V = w a = #round(V) "lbf"$], [Maximum shear force])
#calcline([$A_v = N B t = #round(Av, digits: 3) " in"^2$], [Shear area of plywood])
#calcline(
[$f_v = 1.5 V / A_v = #round(fv, digits: 3) " psi"$],
[$f_v = 1.5 V / A_v = #round(fv, digits: 3) "psi"$],
[Shear stress in plywood],
)
#calcline([$F_v = #Fv " psi"$], [Allowable shear stress])
#calcline([$F_v = #Fv "psi"$], [Allowable shear stress])
#v(8pt)
#check(

91
shore-post/shore-post.pdf
View file

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16
shore-post/shore-post.typ
View file

@ -23,8 +23,8 @@ Analysis to determine the axial demand for heavy duty shore post supporting the
#let By = 16
#let At = Bx * By
#calcline([$S_x = #Bx " ft"$], [Tributary width in x (Spacing in X)])
#calcline([$S_y = #By " ft"$], [Tributary width in y (Spacing in Y)])
#calcline([$S_x = #Bx "ft"$], [Tributary width in x (Spacing in X)])
#calcline([$S_y = #By "ft"$], [Tributary width in y (Spacing in Y)])
#calcline(
[$A_t = S_x S_y = #round(At) " ft"^2$],
[Plan tributary area],
@ -38,12 +38,12 @@ Analysis to determine the axial demand for heavy duty shore post supporting the
#let P = ((DL + SDL + LL) * At) / 2
#calcline([$D = #DL " psf"$], [Dead load])
#calcline([$D_("s") = #SDL " psf"$], [Superimposed dead load])
#calcline([$L_L = #LL " psf"$], [Live load])
#calcline([$D = #DL "psf"$], [Dead load])
#calcline([$D_("s") = #SDL "psf"$], [Superimposed dead load])
#calcline([$L_L = #LL "psf"$], [Live load])
#calcline(
[$P_max = display((( D + D_("s") + L_L) A_t ) / 2) = #round(P) " lbf"$],
[$P_max = display((( D + D_("s") + L_L) A_t ) / 2) = #round(P) "lbf"$],
[Maximum service load on one post],
)
@ -54,8 +54,8 @@ Considering AS550 Heavy Duty Shore post
#let H = 14
#let Pcap = 6400
#calcline([$H = #H " ft"$], [Shore post height])
#calcline([$P_("cap") = #Pcap " lbf"$], [AS550 Shore post capacity as per tech report])
#calcline([$H = #H "ft"$], [Shore post height])
#calcline([$P_("cap") = #Pcap "lbf"$], [AS550 Shore post capacity as per tech report])
#v(8pt)
#check(

117
slab-on-grade/slab-on-grade.pdf
View file

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20
slab-on-grade/slab-on-grade.typ
View file

@ -24,22 +24,22 @@ Considering 4" thick, 3000 psi slab on grade with 6x6 w.2.1. For interior use.
#let LL = 100
#let b = 12
#calcline([$t = #t " in"$], [Slab thickness])
#calcline([$L = #L " ft"$], [Max joint spacing])
#calcline([$f'c = #fc " psi"$], [Concrete strength])
#calcline([$omega_c = #wc " pcf"$], [Concrete density])
#calcline([$f_y = #fy " psi"$], [Steel strength])
#calcline([$f_s = (2\/3) f_y = #fs " psi"$], [Working stress])
#calcline([$D_L = #DL " psf"$], [Dead load])
#calcline([$L_L = #LL " psf"$], [Live load])
#calcline([$b = #b " in"$], [Design width])
#calcline([$t = #t "in"$], [Slab thickness])
#calcline([$L = #L "ft"$], [Max joint spacing])
#calcline([$f'c = #fc "psi"$], [Concrete strength])
#calcline([$omega_c = #wc "pcf"$], [Concrete density])
#calcline([$f_y = #fy "psi"$], [Steel strength])
#calcline([$f_s = (2\/3) f_y = #fs "psi"$], [Working stress])
#calcline([$D_L = #DL "psf"$], [Dead load])
#calcline([$L_L = #LL "psf"$], [Live load])
#calcline([$b = #b "in"$], [Design width])
== Acting Load
#let w = wc * (t / 12) + DL + LL
#calcline(
[$w = omega_c dot t + D_L + L_L = #round(w) " psf"$],
[$w = omega_c dot t + D_L + L_L = #round(w) "psf"$],
[Design lineal load],
)

6
steel-beam/steel-beam.pdf
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307
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68
wood-joist/wood-joist.typ
View file

@ -31,24 +31,24 @@ are reconciled to those values by the test suite.
#let R = V
#metadata((w_plf: w, wL_plf: wL, M_ftlbf: M, V_lbf: V, R_lbf: R)) <wood-joist-loads>
#calcline([$L = #L " ft"$], [Simple span])
#calcline([$B = #B " ft"$], [Tributary spacing, on-center])
#calcline([$D = #DL " psf"$], [Dead load])
#calcline([$L_L = #LL " psf"$], [Live load])
#calcline([$w = (D + L_L) B = #w " plf"$], [Total uniform line load, Typst-derived])
#calcline([$w_("checked") = #round(n.w_plf, digits: 1) " plf"$], [Total uniform line load, checked input])
#calcline([$w_L = L_L B = #wL " plf"$], [Live uniform line load, Typst-derived])
#calcline([$w_("L,checked") = #round(n.wL_plf, digits: 1) " plf"$], [Live uniform line load, checked input])
#calcline([$M = w L^2 / 8 = #round(M, digits: 2) " ft·lbf"$], [Maximum moment, Typst-derived])
#calcline([$M_("checked") = #round(n.M_ftlbf, digits: 2) " ft·lbf"$], [Maximum moment, checked input])
#calcline([$V = w L / 2 = #V " lbf"$], [Support shear, Typst-derived])
#calcline([$V_("checked") = #round(n.V_lbf, digits: 1) " lbf"$], [Support shear, checked input])
#calcline([$R = V = #R " lbf"$], [Support reaction, Typst-derived])
#calcline([$R_("checked") = #round(n.R_lbf, digits: 1) " lbf"$], [Support reaction, checked input])
#calcline([$L = #L "ft"$], [Simple span])
#calcline([$B = #B "ft"$], [Tributary spacing, on-center])
#calcline([$D = #DL "psf"$], [Dead load])
#calcline([$L_L = #LL "psf"$], [Live load])
#calcline([$w = (D + L_L) B = #w "plf"$], [Total uniform line load, Typst-derived])
#calcline([$w_("checked") = #round(n.w_plf, digits: 1) "plf"$], [Total uniform line load, checked input])
#calcline([$w_L = L_L B = #wL "plf"$], [Live uniform line load, Typst-derived])
#calcline([$w_("L,checked") = #round(n.wL_plf, digits: 1) "plf"$], [Live uniform line load, checked input])
#calcline([$M = w L^2 / 8 = #round(M, digits: 2) "ft·lbf"$], [Maximum moment, Typst-derived])
#calcline([$M_("checked") = #round(n.M_ftlbf, digits: 2) "ft·lbf"$], [Maximum moment, checked input])
#calcline([$V = w L / 2 = #V "lbf"$], [Support shear, Typst-derived])
#calcline([$V_("checked") = #round(n.V_lbf, digits: 1) "lbf"$], [Support shear, checked input])
#calcline([$R = V = #R "lbf"$], [Support reaction, Typst-derived])
#calcline([$R_("checked") = #round(n.R_lbf, digits: 1) "lbf"$], [Support reaction, checked input])
== Section Properties
#calcline([$b = #n.b_in " in"$, $d = #n.d_in " in"$], [Joist width and depth])
#calcline([$b = #n.b_in "in"$, $d = #n.d_in "in"$], [Joist width and depth])
#calcline([$A = b d = #round(n.A_in2, digits: 2) " in"^2$], [Section area])
#calcline([$I_x = b d^3 / 12 = #round(n.Ix_in4, digits: 1) " in"^4$], [Moment of inertia])
#calcline([$S_x = b d^2 / 6 = #round(n.Sx_in3, digits: 1) " in"^3$], [Elastic section modulus])
@ -56,52 +56,52 @@ are reconciled to those values by the test suite.
== Material And Adjustment Factors
#calcline([$"Species/grade" = #n.species_grade$], [NDS Supplement reference values])
#calcline([$F_b = #n.Fb_psi " psi"$, $F_v = #n.Fv_psi " psi"$], [Reference bending and shear])
#calcline([$F_(c"⊥") = #n.Fcp_psi " psi"$], [Reference compression perpendicular to grain])
#calcline([$E = #n.E_psi " psi"$, $E'_"min" = #n.Emin_psi " psi"$], [Moduli of elasticity])
#calcline([$F_b = #n.Fb_psi "psi"$, $F_v = #n.Fv_psi "psi"$], [Reference bending and shear])
#calcline([$F_(c"⊥") = #n.Fcp_psi "psi"$], [Reference compression perpendicular to grain])
#calcline([$E = #n.E_psi "psi"$, $E'_"min" = #n.Emin_psi "psi"$], [Moduli of elasticity])
#calcline([$C_D = #n.CD$, $C_M = #n.CM$, $C_t = #n.Ct$, $C_F = #n.CF$], [Load duration, wet service, temperature, size])
#calcline([$C_r = #n.Cr$, $C_"fu" = #n.Cfu$, $C_i = #n.Ci$], [Repetitive member, flat use, incising])
== Flexure
#calcline([$l_e = #n.le_in " in"$], [Unbraced length of compression edge])
#calcline([$l_e = #n.le_in "in"$], [Unbraced length of compression edge])
#calcline([$R_B = sqrt(l_e d / b^2) = #round(n.RB, digits: 3)$], [Slenderness ratio, NDS 3.3.3])
#calcline([$F^*_b = F_b C_D C_M C_t C_F C_i C_r = #round(n.Fb_star_psi, digits: 1) " psi"$], [Adjusted reference bending])
#calcline([$F_("bE") = 1.20 E'_"min" / R_B^2 = #round(n.FbE_psi, digits: 1) " psi"$], [Critical buckling stress])
#calcline([$F^*_b = F_b C_D C_M C_t C_F C_i C_r = #round(n.Fb_star_psi, digits: 1) "psi"$], [Adjusted reference bending])
#calcline([$F_("bE") = 1.20 E'_"min" / R_B^2 = #round(n.FbE_psi, digits: 1) "psi"$], [Critical buckling stress])
#calcline([$C_L = (1 + F_("bE")/F^*_b)/1.9 - sqrt(...) = #round(n.CL, digits: 4)$], [Beam stability factor, NDS 3.3.3])
#calcline([$F'_b = F^*_b C_L C_"fu" = #round(n.Fb_prime_psi, digits: 1) " psi"$], [Adjusted bending])
#calcline([$f_b = M / S_x = #round(n.fb_psi, digits: 1) " psi"$], [Acting bending stress])
#calcline([$M_a = S_x F'_b = #round(n.Ma_ftlbf, digits: 1) " ft·lbf"$], [Allowable moment])
#calcline([$F'_b = F^*_b C_L C_"fu" = #round(n.Fb_prime_psi, digits: 1) "psi"$], [Adjusted bending])
#calcline([$f_b = M / S_x = #round(n.fb_psi, digits: 1) "psi"$], [Acting bending stress])
#calcline([$M_a = S_x F'_b = #round(n.Ma_ftlbf, digits: 1) "ft·lbf"$], [Allowable moment])
#v(7pt)
#check("Flexure", checks.flexure.demand, checks.flexure.capacity, unit: "psi", ok: checks.flexure.ok, demand-label: [$f_b$], capacity-label: [$F'_b$])
== Shear
#calcline([$F'_v = F_v C_D C_M C_t C_"vr" = #round(n.Fv_prime_psi, digits: 1) " psi"$], [Adjusted shear])
#calcline([$f_v = 3 V / (2 A) = #round(n.fv_psi, digits: 3) " psi"$], [Acting shear stress])
#calcline([$F'_v = F_v C_D C_M C_t C_"vr" = #round(n.Fv_prime_psi, digits: 1) "psi"$], [Adjusted shear])
#calcline([$f_v = 3 V / (2 A) = #round(n.fv_psi, digits: 3) "psi"$], [Acting shear stress])
#v(7pt)
#check("Shear", checks.shear.demand, checks.shear.capacity, unit: "psi", ok: checks.shear.ok, demand-label: [$f_v$], capacity-label: [$F'_v$])
== Bearing
#calcline([$l_b = #n.lb_in " in"$], [Bearing length])
#calcline([$l_("end") = #n.bed_in " in"$], [Distance from member end to near edge of bearing, >= 3 in])
#calcline([$l_b = #n.lb_in "in"$], [Bearing length])
#calcline([$l_("end") = #n.bed_in "in"$], [Distance from member end to near edge of bearing, >= 3 in])
#calcline([$C_b = (l_b + 0.375) / l_b = #round(n.Cb, digits: 3)$], [Bearing area factor, NDS 3.10.4])
#calcline([$F'_("c⊥") = F_("c⊥") C_M C_t C_i C_b = #round(n.Fcp_prime_psi, digits: 2) " psi"$], [Adjusted bearing])
#calcline([$F'_("c⊥") = F_("c⊥") C_M C_t C_i C_b = #round(n.Fcp_prime_psi, digits: 2) "psi"$], [Adjusted bearing])
#calcline([$A_b = l_b b = #round(n.Ab_in2, digits: 2) " in"^2$], [Bearing area])
#calcline([$f_("c⊥") = R / A_b = #round(n.fcp_psi, digits: 2) " psi"$], [Acting bearing stress])
#calcline([$f_("c⊥") = R / A_b = #round(n.fcp_psi, digits: 2) "psi"$], [Acting bearing stress])
#v(7pt)
#check("Bearing", checks.bearing.demand, checks.bearing.capacity, unit: "psi", ok: checks.bearing.ok, demand-label: [$f_("c⊥")$], capacity-label: [$F'_("c⊥")$])
== Deflection
#calcline([$Delta_"total" = 5 w L^4 / (384 E I_x) = #round(n.delta_total_in, digits: 3) " in"$], [Total-load deflection])
#calcline([$Delta_"live" = 5 w_L L^4 / (384 E I_x) = #round(n.delta_live_in, digits: 3) " in"$], [Live-load deflection])
#calcline([$L/240 = #n.delta_allow_total_in " in"$], [Total-load limit])
#calcline([$L/360 = #n.delta_allow_live_in " in"$], [Live-load limit])
#calcline([$Delta_"total" = 5 w L^4 / (384 E I_x) = #round(n.delta_total_in, digits: 3) "in"$], [Total-load deflection])
#calcline([$Delta_"live" = 5 w_L L^4 / (384 E I_x) = #round(n.delta_live_in, digits: 3) "in"$], [Live-load deflection])
#calcline([$L/240 = #n.delta_allow_total_in "in"$], [Total-load limit])
#calcline([$L/360 = #n.delta_allow_live_in "in"$], [Live-load limit])
#v(7pt)
#check("Deflection (total)", checks.deflection_total.demand, checks.deflection_total.capacity, unit: "in", ok: checks.deflection_total.ok, demand-label: [$Delta_"total"$], capacity-label: [$L/240$])

229
wood-stud-column/wood-stud-column.pdf
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26
wood-stud-column/wood-stud-column.typ
View file

@ -28,35 +28,35 @@ with buckling about the weak axis.
#let A = b * d
#metadata((P_lbf: P, A_in2: A)) <wood-stud-column-loads>
#calcline([$P = #P " lbf"$], [Axial load, compression (ASD)])
#calcline([$L = #L_ft " ft" = #n.L_in " in"$], [Total stud length])
#calcline([$b = #b " in"$, $d = #d " in"$], [Actual dimensions of a nominal 2x4])
#calcline([$P = #P "lbf"$], [Axial load, compression (ASD)])
#calcline([$L = #L_ft "ft" = #n.L_in "in"$], [Total stud length])
#calcline([$b = #b "in"$, $d = #d "in"$], [Actual dimensions of a nominal 2x4])
#calcline([$A = b d = #round(n.A_in2, digits: 2) " in"^2$], [Cross-sectional area])
#calcline([$K_e = #n.Ke$], [Effective-length factor, pinned-pinned (NDS 3.7.1.2)])
#calcline([$L_e = K_e L = #round(n.Le_in, digits: 1) " in"$], [Effective length])
#calcline([$d_"min" = min(b, d) = #n.d_least_in " in"$], [Least dimension; weak-axis buckling governs])
#calcline([$L_e = K_e L = #round(n.Le_in, digits: 1) "in"$], [Effective length])
#calcline([$d_"min" = min(b, d) = #n.d_least_in "in"$], [Least dimension; weak-axis buckling governs])
#calcline([$L_e / d_"min" = #round(n.Le_in / n.d_least_in, digits: 1) <= 50$], [Slenderness ratio, weak axis; cap $L_e/d <= 50$ (NDS 3.7.1.4)])
== Material And Adjustment Factors
#calcline([$"Species/grade" = #n.species_grade$], [NDS Supplement reference values])
#calcline([$F_c = #n.Fc_psi " psi"$], [Reference compression parallel to grain])
#calcline([$E = #n.E_psi " psi"$, $E'_"min" = #n.Emin_psi " psi"$], [Moduli of elasticity])
#calcline([$F_c = #n.Fc_psi "psi"$], [Reference compression parallel to grain])
#calcline([$E = #n.E_psi "psi"$, $E'_"min" = #n.Emin_psi "psi"$], [Moduli of elasticity])
#calcline([$C_D = #n.CD$, $C_M = #n.CM$, $C_t = #n.Ct$, $C_F = #n.CF$, $C_i = #n.Ci$], [Load duration ($C_D=1.0$ normal/occupancy, NDS 2.3.2), wet service, temperature, size ($C_F=1.15$ for 2x4 compression, NDS 4.3.6), incising (NDS Table 4.3.1)])
== Column Stability Factor (NDS 3.7.1.4)
#calcline([$F^*_c = F_c C_D C_M C_t C_F C_i = #round(n.Fc_star_psi, digits: 1) " psi"$], [Adjusted reference compression, NDS 3.7.1.5])
#calcline([$E'_"min" = E_"min" C_M C_t C_i = #round(n.Emin_prime_psi, digits: 0) " psi"$], [Adjusted 5th-percentile modulus])
#calcline([$F_("cE") = 0.822 E'_"min" / (L_e / d_"min")^2 = #round(n.FcE_weak_psi, digits: 2) " psi"$], [Critical buckling stress, NDS Eq. 3.7-2 (coefficient 0.822)])
#calcline([$F^*_c = F_c C_D C_M C_t C_F C_i = #round(n.Fc_star_psi, digits: 1) "psi"$], [Adjusted reference compression, NDS 3.7.1.5])
#calcline([$E'_"min" = E_"min" C_M C_t C_i = #round(n.Emin_prime_psi, digits: 0) "psi"$], [Adjusted 5th-percentile modulus])
#calcline([$F_("cE") = 0.822 E'_"min" / (L_e / d_"min")^2 = #round(n.FcE_weak_psi, digits: 2) "psi"$], [Critical buckling stress, NDS Eq. 3.7-2 (coefficient 0.822)])
#calcline([$0.822$ (Euler coeff., NDS Eq. 3.7-2), $c = #n.c_sawn$], [Sawn-lumber column coefficient, NDS Eq. 3.7-1])
#calcline([$C_p = (1 + F_("cE")/F^*_c)/(2c) - sqrt(...) = #round(n.Cp, digits: 4)$], [Column stability factor, NDS Eq. 3.7-1 (3.7.1.5); weak axis governs])
== Adjusted Compression Capacity
#calcline([$F'_c = F^*_c C_p = #round(n.Fc_prime_psi, digits: 2) " psi"$], [Adjusted compression design value, NDS 3.7.1.5])
#calcline([$f_c = P / A = #round(n.fc_psi, digits: 2) " psi"$], [Acting compression stress])
#calcline([$P_a = F'_c A = #round(n.Pa_lbf, digits: 1) " lbf"$], [Allowable axial load])
#calcline([$F'_c = F^*_c C_p = #round(n.Fc_prime_psi, digits: 2) "psi"$], [Adjusted compression design value, NDS 3.7.1.5])
#calcline([$f_c = P / A = #round(n.fc_psi, digits: 2) "psi"$], [Acting compression stress])
#calcline([$P_a = F'_c A = #round(n.Pa_lbf, digits: 1) "lbf"$], [Allowable axial load])
#v(7pt)
#check("Axial Compression", checks.axial.demand, checks.axial.capacity, unit: "lbf", ok: checks.axial.ok, demand-label: [$P$], capacity-label: [$P_a$])