Normalize spacing before units across all calc sheets
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.
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17 changed files with 728 additions and 771 deletions
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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: [$phi B_n$])
|
||||||
|
|
|
||||||
|
|
@ -12,11 +12,11 @@
|
||||||
#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: (107.8pt, 44.25pt), 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: 106.2pt, dy: 42.75pt, 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) #8"))
|
#place(dx: 132pt, dy: 37pt, text(size: 7pt, "(2) #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
|
||||||
|
|
|
||||||
|
|
@ -614,13 +614,13 @@ endobj
|
||||||
<</Type/FontDescriptor/FontName/ZCZEZQ+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 216 0 R/FontFile2 218 0 R>>
|
<</Type/FontDescriptor/FontName/ZCZEZQ+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 216 0 R/FontFile2 218 0 R>>
|
||||||
endobj
|
endobj
|
||||||
205 0 obj
|
205 0 obj
|
||||||
<</Type/Font/Subtype/Type0/BaseFont/SPZDBO+NewCMMath-Book-Identity-H/Encoding/Identity-H/DescendantFonts[206 0 R]/ToUnicode 220 0 R>>
|
<</Type/Font/Subtype/Type0/BaseFont/FEBSDL+NewCMMath-Book-Identity-H/Encoding/Identity-H/DescendantFonts[206 0 R]/ToUnicode 220 0 R>>
|
||||||
endobj
|
endobj
|
||||||
206 0 obj
|
206 0 obj
|
||||||
<</Type/Font/Subtype/CIDFontType0/BaseFont/SPZDBO+NewCMMath-Book/CIDSystemInfo<</Registry(Adobe)/Ordering(Identity)/Supplement 0>>/FontDescriptor 207 0 R/DW 0/W[0 0 500 1 1 716 2 2 675 3 3 681 4 4 778 5 6 500 7 7 332 8 8 306 9 9 389 10 10 759 11 11 432 12 12 278 13 14 500 15 15 828 16 16 556 17 17 394 18 18 784 19 19 500 20 20 722 21 21 528 22 22 278 23 23 500 24 24 934 25 25 778 26 27 500 28 28 970 29 29 826 30 30 846 31 31 681 32 32 569 33 33 500 34 34 278 35 35 583 36 36 569 37 37 500 38 38 429 39 39 556 40 40 576 41 41 520 42 42 500 43 43 490 44 44 407 45 45 510.99997 46 46 579 47 47 750 48 48 539 49 49 529 50 50 859 51 51 670 52 52 557 53 53 731 54 54 569 55 55 339 56 56 569 57 57 489 58 58 649 59 59 501.99997 60 60 1008.99994 61 61 466 62 62 778 63 63 654 64 64 706 65 65 422 66 66 620 67 67 422 68 68 278 69 69 833 70 70 392 71 71 500 72 72 528 73 73 1000]>>
|
<</Type/Font/Subtype/CIDFontType0/BaseFont/FEBSDL+NewCMMath-Book/CIDSystemInfo<</Registry(Adobe)/Ordering(Identity)/Supplement 0>>/FontDescriptor 207 0 R/DW 0/W[0 0 500 1 1 716 2 2 675 3 3 681 4 4 778 5 6 500 7 7 306 8 8 389 9 9 759 10 10 432 11 11 278 12 13 500 14 14 828 15 15 556 16 16 394 17 17 784 18 18 500 19 19 722 20 20 528 21 21 278 22 22 500 23 23 934 24 24 778 25 26 500 27 27 970 28 28 826 29 29 846 30 30 681 31 31 569 32 32 500 33 33 278 34 34 583 35 35 569 36 36 500 37 37 429 38 38 556 39 39 576 40 40 520 41 41 500 42 42 490 43 43 407 44 44 510.99997 45 45 579 46 46 750 47 47 539 48 48 332 49 49 529 50 50 859 51 51 670 52 52 557 53 53 731 54 54 569 55 55 339 56 56 569 57 57 489 58 58 649 59 59 501.99997 60 60 1008.99994 61 61 466 62 62 778 63 63 654 64 64 706 65 65 422 66 66 620 67 67 422 68 68 278 69 69 833 70 70 392 71 71 500 72 72 528 73 73 1000]>>
|
||||||
endobj
|
endobj
|
||||||
207 0 obj
|
207 0 obj
|
||||||
<</Type/FontDescriptor/FontName/SPZDBO+NewCMMath-Book/Flags 131076/FontBBox[18 -350 1044 850]/ItalicAngle 0/Ascent 806/Descent -194/CapHeight 683/StemV 95.4/CIDSet 219 0 R/FontFile3 221 0 R>>
|
<</Type/FontDescriptor/FontName/FEBSDL+NewCMMath-Book/Flags 131076/FontBBox[18 -350 1044 850]/ItalicAngle 0/Ascent 806/Descent -194/CapHeight 683/StemV 95.4/CIDSet 219 0 R/FontFile3 221 0 R>>
|
||||||
endobj
|
endobj
|
||||||
208 0 obj
|
208 0 obj
|
||||||
<</Type/Page/Resources 194 0 R/MediaBox[0 0 612 792]/StructParents 0/Parent 1 0 R/Contents 222 0 R>>
|
<</Type/Page/Resources 194 0 R/MediaBox[0 0 612 792]/StructParents 0/Parent 1 0 R/Contents 222 0 R>>
|
||||||
|
|
@ -758,85 +758,81 @@ x
|
||||||
endstream
|
endstream
|
||||||
endobj
|
endobj
|
||||||
220 0 obj
|
220 0 obj
|
||||||
<</Length 695/Type/CMap/Filter/FlateDecode/WMode 0>>
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<</Length 698/Type/CMap/Filter/FlateDecode/WMode 0>>
|
||||||
stream
|
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@ -1431,18 +1427,18 @@ xref
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startxref
|
startxref
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175862
|
175853
|
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%%EOF
|
%%EOF
|
||||||
|
|
@ -40,21 +40,21 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
|
||||||
|
|
||||||
== Loads and Beam Demand
|
== Loads and Beam Demand
|
||||||
|
|
||||||
#calcline([$L = #n.span " ft"$], [Simple span])
|
#calcline([$L = #n.span "ft"$], [Simple span])
|
||||||
#calcline([$B_t = #n.tributary " ft"$], [Tributary width])
|
#calcline([$B_t = #n.tributary "ft"$], [Tributary width])
|
||||||
#calcline([$D = #n.D " psf"$], [Dead load including superimposed dead])
|
#calcline([$D = #n.D "psf"$], [Dead load including superimposed dead])
|
||||||
#calcline([$L_L = #n.L " psf"$], [Live load])
|
#calcline([$L_L = #n.L "psf"$], [Live load])
|
||||||
#calcline([$w_("sw") = #round(n.self_weight, digits: 3) " kip/ft"$], [Beam self-weight])
|
#calcline([$w_("sw") = #round(n.self_weight, digits: 3) "kip/ft"$], [Beam self-weight])
|
||||||
#calcline(
|
#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],
|
[Factored uniform line load],
|
||||||
)
|
)
|
||||||
#calcline(
|
#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],
|
[Maximum positive moment],
|
||||||
)
|
)
|
||||||
#calcline(
|
#calcline(
|
||||||
[$V_u = (w_u L) / 2 = #round(n.Vu) " kip"$],
|
[$V_u = (w_u L) / 2 = #round(n.Vu) "kip"$],
|
||||||
[Support shear],
|
[Support shear],
|
||||||
)
|
)
|
||||||
|
|
||||||
|
|
@ -67,20 +67,20 @@ Simple-span rectangular beam under uniform gravity load. Numbers come from `calc
|
||||||
|
|
||||||
== 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([$A_s = #round(n.As, digits: 2) " in"^2$], [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],
|
||||||
)
|
)
|
||||||
|
|
||||||
|
|
@ -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(
|
||||||
|
|
|
||||||
|
|
@ -611,13 +611,13 @@ endobj
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@ -712,76 +712,85 @@ x
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À"§Z—9¨¿.—œg§õËBæÊ¿ae•b® \Áゆæ*ÀqYÈ\øÂVæê½<05>mš›˜9e9ÖêÀS;¢~êëµ8*f‹¼%0¨å/”ÄP(Ž’€€Ž«Äbf-KÀ¹¤ÄæØW¥zÂl<C382>7sREsP_<7F>¤BÅõ\Ìú›7˜+ô 2v
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||||||
\ Ù¦ù‰i<E280B0>Ó”cF<µ&ê§ ÁþW ¦b¶ \ƒZ^xÑ$†BÁ”t¼¬ ‹™u-ç’ ›c_•ð ³ÅßÌIÍAý}’
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AÚ
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ÕØs1ëoå`®<€Ê Øé4Ah+<!!Uä}êu'O<>Ô|–òqÞü?+/! ‡ß€FÒëg<C3AB>?¡ú’~¦¼°Zø_ª%•Þyž¿–„PKÅ$"®ïÁç.&!Ì,š¢&`å^¹BŸ/'
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||||||
)ò-ØG2³<32>„2/þ¶•$©•Š¼v%Isæ³"ÞÿmÈ‹»íöîÝý?‡üáîn[þç<C3BE>ý¹O<C2B9>ôŽ¬ 9².Nv©{Ù„ÙvêãÃ~üFèw“7SÔO€rMýî ¼&Ûëšî5ÙƒÅ×Ý“Þ»¤«œÝO†öÞÐíV¶Û› VÞîõÒ îBñ—
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endstream
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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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<?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">Mudsill 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>ZXbFoGXTHeCaVWlB3WKMxw==</xmpMM:InstanceID><xmpMM:DocumentID>TP6lPJMMYUXq4xWqxRfbcw==</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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@ -1372,18 +1381,18 @@ xref
|
||||||
0000030538 00000 n
|
0000030538 00000 n
|
||||||
0000034935 00000 n
|
0000034935 00000 n
|
||||||
0000035017 00000 n
|
0000035017 00000 n
|
||||||
0000035739 00000 n
|
0000035735 00000 n
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||||||
0000044720 00000 n
|
0000044715 00000 n
|
||||||
0000048866 00000 n
|
0000048863 00000 n
|
||||||
0000051301 00000 n
|
0000051306 00000 n
|
||||||
0000051708 00000 n
|
0000051713 00000 n
|
||||||
0000052051 00000 n
|
0000052056 00000 n
|
||||||
0000099649 00000 n
|
0000099654 00000 n
|
||||||
0000166763 00000 n
|
0000166768 00000 n
|
||||||
0000166939 00000 n
|
0000166944 00000 n
|
||||||
0000168198 00000 n
|
0000168203 00000 n
|
||||||
trailer
|
trailer
|
||||||
<</Size 227/Root 226 0 R/Info 224 0 R/ID[(TP6lPJMMYUXq4xWqxRfbcw==)(ZXbFoGXTHeCaVWlB3WKMxw==)]>>
|
<</Size 227/Root 226 0 R/Info 224 0 R/ID[(TP6lPJMMYUXq4xWqxRfbcw==)(ItAcsiGiKZRcYbTnJtANxw==)]>>
|
||||||
startxref
|
startxref
|
||||||
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
|
||||||
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<</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>>
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|
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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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<</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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|
|
@ -385,43 +385,40 @@ x
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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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@ -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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<</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
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112 0 obj
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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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@ -979,17 +964,17 @@ xref
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150738
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150737
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%%EOF
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||||||
|
|
@ -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],
|
||||||
)
|
)
|
||||||
|
|
||||||
|
|
|
||||||
|
|
@ -1418,12 +1418,12 @@ r
|
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endstream
|
endstream
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endobj
|
endobj
|
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<</Title(Steel Beam Design)/Author(Conemco Engineering)/Creator(Typst 0.15.1)/ModDate(D:20260921202445-04'00)/CreationDate(D:20260921202445-04'00)>>
|
<</Title(Steel Beam Design)/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">Steel Beam 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>2026-09-21T20:34:31-04:00</xmp:ModifyDate><xmp:CreateDate>2026-09-21T20:34:31-04:00</xmp:CreateDate><xmpTPg:NPages>2</xmpTPg:NPages><dc:format>application/pdf</dc:format><xmpMM:InstanceID>mlhykQV62xdnb+M5Qpt8xQ==</xmpMM:InstanceID><xmpMM:DocumentID>pB5rntuth5VxEVEbYV7Trw==</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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@ -1725,7 +1725,7 @@ xref
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<</Size 293/Root 292 0 R/Info 290 0 R/ID[(pB5rntuth5VxEVEbYV7Trw==)(fCSI+OyLhfq+STZ0f/x6DA==)]>>
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<</Size 293/Root 292 0 R/Info 290 0 R/ID[(pB5rntuth5VxEVEbYV7Trw==)(mlhykQV62xdnb+M5Qpt8xQ==)]>>
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startxref
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190855
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190855
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%%EOF
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@ -1049,13 +1049,13 @@ endobj
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<</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>>
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vO_:,÷¼Ë.m¯ßÛëì_V©Æú)¢Óøy>ðâϤ×eö³ô¯/Þ\´=K,<Š
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â<EFBFBD>&Þ†•0 bR‹vo p@<40>‘õ^”t¥%ƒïº=Êc¦ôM·wôC½ úiZ‰Š]Qöú¢<1B>Xö˜®’®½e@·Xm^åT#$ 3¯õXu¾#âT
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|
<</Title(Wood Joist Analysis)/Author(Conemco Engineering)/Creator(Typst 0.15.1)/ModDate(D:20260921203431-04'00)/CreationDate(D:20260921203431-04'00)>>
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@ -2070,21 +2051,21 @@ xref
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trailer
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<</Size 378/Root 377 0 R/Info 375 0 R/ID[(9WqlyDyXW06bGOrFgQS2JA==)(X34dD3ZspxukqpsWi3EjpQ==)]>>
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startxref
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startxref
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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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@ -1323,20 +1324,20 @@ xref
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trailer
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startxref
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startxref
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177860
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177834
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%%EOF
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%%EOF
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@ -28,35 +28,35 @@ with buckling about the weak axis.
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#let A = b * d
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#let A = b * d
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#metadata((P_lbf: P, A_in2: A)) <wood-stud-column-loads>
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#metadata((P_lbf: P, A_in2: A)) <wood-stud-column-loads>
|
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#calcline([$P = #P " lbf"$], [Axial load, compression (ASD)])
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#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