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Normalize spacing before units across all calc sheets

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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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34
concrete-beam/concrete-beam.typ
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@ -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(