From aa790c1be520bc1a7345489332eddda4f7763928 Mon Sep 17 00:00:00 2001 From: smillmorel Date: Mon, 21 Sep 2026 20:38:04 -0400 Subject: [PATCH] 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. --- concentric-footing/concentric-footing.pdf | 168 +++++----- concentric-footing/concentric-footing.typ | 54 +-- concrete-beam/assets/beam-section.typ | 4 +- concrete-beam/beam_section.py | 4 +- concrete-beam/concrete-beam.pdf | 162 +++++---- concrete-beam/concrete-beam.typ | 34 +- .../mudsill-for-shore-post.pdf | 157 ++++----- .../mudsill-for-shore-post.typ | 36 +- shore-post/shore-post.pdf | 91 +++--- shore-post/shore-post.typ | 16 +- slab-on-grade/slab-on-grade.pdf | 117 +++---- slab-on-grade/slab-on-grade.typ | 20 +- steel-beam/steel-beam.pdf | 6 +- wood-joist/wood-joist.pdf | 307 ++++++++---------- wood-joist/wood-joist.typ | 68 ++-- wood-stud-column/wood-stud-column.pdf | 229 ++++++------- wood-stud-column/wood-stud-column.typ | 26 +- 17 files changed, 728 insertions(+), 771 deletions(-) diff --git a/concentric-footing/concentric-footing.pdf b/concentric-footing/concentric-footing.pdf index 822d0a6..7413fb1 100644 --- a/concentric-footing/concentric-footing.pdf +++ b/concentric-footing/concentric-footing.pdf @@ -1066,28 +1066,25 @@ o endstream endobj 333 0 obj -<> +<> stream -xY tTչϞI&0yBd8IB"bbɋ &LB"I&f(VFiZj[\Kh0EE@]KׂZL2 뽫kݙ}&`]mh+^!?^޺V -Ёz^>&y sۺn2}@{k^{Su[M'yEצ0 $v!ol(zjH{ݍpv wqbQăABOYXA D/v.i/nzң8!Bi=4Hdֆzbܢ բ/xv܃9lnlqlՎjƣxRπͰCܢ=]5a#D/c;[#`hӱ2GV?a'tS2gCJ^6C!fAӵt#Y*:^ 7y~B9 &Z_=?m=&y}-Obحj^&k|xNb\M=z! @3qᛍ7CԧjКFj9 Єt~ n 0A\u]ҿw"Ӌ3.v{vNHv'fzn͞3o;Ē°K˼ss#keeNy+KYA~R9L;j֟Ggk'vuiXK;;=:[_O߶ BW[y?[La߄XeOI)*f?<4rghxQX\IDʑ13Cſ?kk78.0va3@Kn; -Y0!{P,=c -|8\ilM1ml?=pU$0iLJUߖ?&)yYD)aײ2 V=H6wmomÆ߾gL޺į__3W{#_}ХY,o՗‰~_5fHiD# =9[mքdZb`-vy=j1qV'p$Jǥ¼9uvm#P^.|"'cK|i}]q8SSSlS.rT:*%XLflcL6 9 9vf?bYs/Eۯ;WoVW@.O L8#ߟlBpR/( ` -n,eVa1+`;I *N 0=Pfpc0?կG9RpۄIv 2YZ"p:a -[nځRЁD ]pc*0 n#y(˰n] hD=ڐ 7*юbnԎ`U#hD'V~24c!FQv,W#ݨWnntЊ4 ?hC7NH V`Dꗞ̏̎ݤz KЁ""Fh@۩A;хQho#'`)w1Ѳ\=c85x[ZWds|n (c.{dfX7h\.ҳy -M栁ݬ5ZH%?Ӥ6X3"ld߅bخwܰ2t#,}i+R,x=Ը6t#rȤFj ΌʒL99ׯ4al@75OZ#G-.waU8ϥQMdO:݊(@FЭ$ԡV(&T45VF{G VfGEG.]A43=gw -XvKXձ? 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Iξjg_y_?Ɗ~ճ7|W֙#8Dd7Gq6/8X5'/u#{73o?SfW endstream endobj 339 0 obj -<> +<> stream -xYߏ7~_aQ!5HLf('*8hUVJp A-}eg7{^b'|;=ݼ_-ٓf|wlzvbl.޾Ylޯo?~tQN{ VBeP9jy=ճGEχ4XZ9&G-Q-?)T7sj~;[ -jϋՏxHUT-WL?[.&m88ME*Tztvaqsr2{y3bV60+&[/HH{r(MyzPثi"]M2PFؔB+WZ4t*Rs}pRg!8#{ER+<[ -v.#Ņt,wGh'JXDƢ2S:@)l8WE%vGz˴gF[Br lq1ߔZcom蚈kGu_jn+H{47/3P【b.X :CCx梈E_pP7CA;c0*vxdʠlA(p$2b7ix:e kA ŴhP9i[y9TF>-cv)4C ;6fˠ]!ɦ㲀 AB |;D h_Sx0v4 ޿w̰X`n\3,g- 4.Anʐs4L:rNPF̰?Kgh387G) h h^JDCeCnw 5@9){aᾂL(wYy֫M_eEG~>86]r da2 lZfT7 2Cpt /oʐzcxǩ&'4hNq8h9uCn'T>B/RǦm~p ;}?\ԊOY!kH+׊2Quw^!8ӷ8~z4+ DͿ/m 6ӗ -Ӝn|Wٿ̊[xQYA7.ӶLs[oV*N]c3}XzP5A㠭0ٝ$JIZc-hz#=I՛˯7 -Q2KjtUran9*vUFA*yL.ZIeL:W.wU/Dޣ=\t!nyV[4vw8)kgf^hQNj1c5[fm - +xYߏ7~_aQ!5HLf('*8hUVJp A-}eg7{^ލߌ=jܜ̞l67f׳/.g/.o.ogsb~}g*pc +*itP'M>*J>$%1AkjI<+T +UP~\̯_xT]׏Lu*ӇVW&m88ME*T]f=y:;998)]3y=g*<[ +v.#Ņt^,wGh;8JXDƢ2S:@)l8gE%6Gz˴g- !q6HT{]R':!tM "͐Mʘ]:'`+/ȧe.fd,rK=d404C}\p]!c!HHxobk`wՎ^< l1ߍu嬅%M2CsCUgXʈG7c yF(e` }Vh* }1X={4njnW hJ1}K-7Ax Z*6}kti-2MfhKM0|_ 1)CfeӠ9ar AF9JTJLbE2QqmRF&eĆ0u!A_+8JCցlBpd 3Z+ D޻m/moKiUh׿Ѫ_f-g꺨  mi[k6V妮+U> QujA q +V$ۃ{-ѱjR4\U-֤jM翛(m~êo90|L]E;"*re\q!nyV[1v6)kgf^bQOԥ> Zvvi endstream endobj 340 0 obj @@ -1597,12 +1585,12 @@ r endstream endobj 344 0 obj -<> +<> endobj 345 0 obj <> stream -Concentric Footing AnalysisConemco EngineeringTypst 0.15.1en2026-09-03T20:37:33-04:002026-09-03T20:37:33-04:003application/pdfUOLiNrQnayKaQymytPZXcw==fLqIRuX9wCHDt27G5B2ODA==proof1.7 +Concentric Footing AnalysisConemco EngineeringTypst 0.15.1en2026-09-21T20:34:28-04:002026-09-21T20:34:28-04:003application/pdf8xvmdNWS9V6Bi3X+klM4yQ==fLqIRuX9wCHDt27G5B2ODA==proof1.7 endstream endobj 346 0 obj @@ -1944,21 +1932,21 @@ xref 0000051783 00000 n 0000051860 00000 n 0000052319 00000 n -0000057078 00000 n -0000057160 00000 n -0000058089 00000 n -0000071172 00000 n -0000076490 00000 n -0000081750 00000 n -0000083255 00000 n -0000083662 00000 n -0000084005 00000 n -0000131603 00000 n -0000198717 00000 n -0000198893 00000 n -0000200152 00000 n +0000057083 00000 n +0000057165 00000 n +0000058094 00000 n +0000071177 00000 n +0000076489 00000 n +0000081751 00000 n +0000083253 00000 n +0000083660 00000 n +0000084003 00000 n +0000131601 00000 n +0000198715 00000 n +0000198891 00000 n +0000200150 00000 n trailer -<> +<> startxref -200339 +200337 %%EOF \ No newline at end of file diff --git a/concentric-footing/concentric-footing.typ b/concentric-footing/concentric-footing.typ index 55c614e..d9551b1 100644 --- a/concentric-footing/concentric-footing.typ +++ b/concentric-footing/concentric-footing.typ @@ -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)) #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: [$phi B_n$]) diff --git a/concrete-beam/assets/beam-section.typ b/concrete-beam/assets/beam-section.typ index 66d20d9..e159898 100644 --- a/concrete-beam/assets/beam-section.typ +++ b/concrete-beam/assets/beam-section.typ @@ -12,11 +12,11 @@ #place(line(start: (48pt, 158pt), end: (124pt, 158pt), stroke: 0.6pt + black)) #place(line(start: (48pt, 155pt), end: (48pt, 161pt), stroke: 0.6pt + black)) #place(line(start: (124pt, 155pt), end: (124pt, 161pt), stroke: 0.6pt + black)) - #place(dx: 48pt, dy: 161pt, box(width: 76pt, align(center, text(size: 7pt)[$b_w = 8 " in"$]))) + #place(dx: 48pt, dy: 161pt, box(width: 76pt, align(center, text(size: 7pt)[$b_w = 8 "in"$]))) #place(line(start: (42pt, 28pt), end: (42pt, 142pt), stroke: 0.6pt + black)) #place(line(start: (39pt, 28pt), end: (45pt, 28pt), stroke: 0.6pt + black)) #place(line(start: (39pt, 142pt), end: (45pt, 142pt), stroke: 0.6pt + black)) - #place(dx: 0.5pt, dy: 82pt, text(size: 7pt)[$h = 12 " in"$]) + #place(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")) diff --git a/concrete-beam/beam_section.py b/concrete-beam/beam_section.py index 9c20c1d..e273995 100644 --- a/concrete-beam/beam_section.py +++ b/concrete-beam/beam_section.py @@ -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 diff --git a/concrete-beam/concrete-beam.pdf b/concrete-beam/concrete-beam.pdf index c5e9be1..486dd92 100644 --- a/concrete-beam/concrete-beam.pdf +++ b/concrete-beam/concrete-beam.pdf @@ -614,13 +614,13 @@ endobj <> endobj 205 0 obj -<> +<> endobj 206 0 obj -<>/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 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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( diff --git a/mudsill-for-shore-post/mudsill-for-shore-post.pdf b/mudsill-for-shore-post/mudsill-for-shore-post.pdf index 590d15e..4b307de 100644 --- a/mudsill-for-shore-post/mudsill-for-shore-post.pdf +++ b/mudsill-for-shore-post/mudsill-for-shore-post.pdf @@ -611,13 +611,13 @@ endobj <> endobj 204 0 obj -<> +<> endobj 205 0 obj -<>/FontDescriptor 206 0 R/DW 0/W[0 0 500 1 1 642 2 2 778 3 4 500 5 5 332 6 6 278 7 7 556 8 8 306 9 9 759 10 10 589 11 11 500 12 12 278 13 13 556 14 14 831 15 16 500 17 17 361 18 18 278 19 20 500 21 21 803 22 22 750 23 23 569 24 24 490 25 25 392 26 26 500 27 27 727 28 28 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L3+C$F{ɶJ}o3wcJZ䁥ZX%b ƾ JTEtN-lv\!v_O/EZ >Do}B;2ݑ!ǡ[N: aG!L%Eףb~!ڽr8yPIJg\-1 xy<s20-=`Rae~|4n2DI0xiƇ*1T.rBYf>1l 76-i4logTOWpW $x =cDRTdpu$b\xZ( +0+ \X9.q + 7؃lr0\J }6 d̶J +chQ:1a`$VY\Ma4K+&cAWPv%ؤF]̷)NBdqӅKR*$`/DUPF&",&cBYZ)@bؒP9KäTR9;`,J]r +`d}Qٸcr#3ĽJvEId(o9c2!r^n+TS̆=LA`1mrzu딓P&3y&)?сϧ[xAH/U6BŗuaYcQ>%3;AQQJ_Q. r28`4󀯙RԍmYDG $Idy4f;jp>23-Cն\R-CkjWB嘜޶v2h"͕~N7JEPhA!]%x>k7KI?&T8,9O%bAY#[o|]c Ow^|go|%_w/W7߿ٽVw`CN7u^#8RI25*@;#،wd1 s0J+& endstream endobj 219 0 obj -<> +<> stream -x\mo_Mp/ K-97Ww ZI֮H֋{EHZJG> 9Won۫^揯qsv7W7w_~#xAƢlnnDsqs]]KDDvǡ;e۽{=>wf>be"!tM6 ZUlBoj^ ٟ^캭qQ|lΛX9gHjXuy[VPЈ+aft@t&$kRF -l-B̌@4+2xYUG5D-!}QAo))ހcw?mփ:ܠ9?A`eļjxgNW=:X,༷vQǘ6Q!es .Y6Fbi.&VIXlsrYМβ: IsWJMPBśƬg]HD - "5`X&BeCPA N^81F8~NŁqEށ1Nur[s4&g -I2Ƥ,x%fXjrT,Z cz8(&pG*NjAk黷,i54> I&0xjyH&.Z F#I"7;;t@wFI`y`]:/.OΊH)9.4FNj)ww|\;~;oswk&_g9M2QcRYVO U;,ůfoG8c$5~ɶ!7a:ɗǾ'j I]p=jEqAtr{tCCNJCvQ;%>E+6%FgiI2ː F~`je,YA:7iYD+lp֋ьP 1Mk.Tu:I3B#HR?'7ULlf3nCm* mlT=uA3KZ}Dh>4B/txf!VS -q`1@(CfAlq35P)jfV2'dJ2qu\ӌM [kԚZ¦HVHABvڭۃt|n}/MdbWZyHyJezgܘU}5JEi`m XI>d&< {uKcT8E9B2S܄yR6G)Fku~0v!1 ߖ!st,V}fVP@ؚY8I>0< "5b#=-ݟ.OlE6m(EȔE@+rE wqtlBA\hPbG+#|ڷ3TbV̕ he?tRAluI5Ṣp4%ӫ \Y8CT3B޴~]\QVV !ZsAsvW ˈy\qcNW?:X,༷vQǘ6uQ–fi$xL*cٍ\L,~Iy[FsAx3Cr:.< IsWJPByИ )P HAlKD]tu=:I= ձctQu _OIG=1u8P~c|*Y]XnnqD㼅0IUԘl+ǼE+6#Fgb2A TA)Y˃auߤ).2q6b\R $8I3B#HR/Ic%"QSM[YSm7f56ԺZ̠->F&Pc ^8ZRY/ʐy:D&/*cF?Yu*B- +0L3˱"rr3>gm+Ҥ2Zd_6=Ԣ#DtEyEyȀ?0_V$1G0 H: +1F6 r!SZ!+fP`r%Bä~2'|[C%8l9\᷀ݢ:}N&~(g˝HZΕ3X)^lx +"Z9.gBʿaeb\ゆ*qY\Vm9e9S;~8*f%0/P(bf-KWzl7sREsP_B\7+2v +A +CHHuw{S2DЇg$Hz,gTMϏK#w!R鈈=ܥ#%R4 U#B|8p%̔DZM?<3p0&D*{؀ir*_EwtU!EHfP޶n$Ri|Q$?yy/6ٝIoʐ#dKCMm;>oq;a3E(WoK^[r>K:4hn%~펗a endstream endobj 220 0 obj @@ -1142,12 +1151,12 @@ r endstream endobj 224 0 obj -<> +<> endobj 225 0 obj <> stream -Mudsill Analysis and DesignConemco EngineeringTypst 0.15.1en2026-09-03T20:37:34-04:002026-09-03T20:37:34-04:002application/pdfZXbFoGXTHeCaVWlB3WKMxw==TP6lPJMMYUXq4xWqxRfbcw==proof1.7 +Mudsill Analysis and DesignConemco EngineeringTypst 0.15.1en2026-09-21T20:34:29-04:002026-09-21T20:34:29-04:002application/pdfItAcsiGiKZRcYbTnJtANxw==TP6lPJMMYUXq4xWqxRfbcw==proof1.7 endstream endobj 226 0 obj @@ -1372,18 +1381,18 @@ xref 0000030538 00000 n 0000034935 00000 n 0000035017 00000 n -0000035739 00000 n -0000044720 00000 n -0000048866 00000 n -0000051301 00000 n -0000051708 00000 n -0000052051 00000 n -0000099649 00000 n -0000166763 00000 n -0000166939 00000 n -0000168198 00000 n +0000035735 00000 n +0000044715 00000 n +0000048863 00000 n +0000051306 00000 n +0000051713 00000 n +0000052056 00000 n +0000099654 00000 n +0000166768 00000 n +0000166944 00000 n +0000168203 00000 n trailer -<> +<> startxref -168383 +168388 %%EOF \ No newline at end of file diff --git a/mudsill-for-shore-post/mudsill-for-shore-post.typ b/mudsill-for-shore-post/mudsill-for-shore-post.typ index 898ecde..8bfc5fb 100644 --- a/mudsill-for-shore-post/mudsill-for-shore-post.typ +++ b/mudsill-for-shore-post/mudsill-for-shore-post.typ @@ -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( diff --git a/shore-post/shore-post.pdf b/shore-post/shore-post.pdf index bb4d162..16a5899 100644 --- a/shore-post/shore-post.pdf +++ b/shore-post/shore-post.pdf @@ -278,13 +278,13 @@ endobj <> endobj 93 0 obj -<> +<> endobj 94 0 obj -<>/FontDescriptor 95 0 R/DW 0/W[0 0 500 1 1 613 2 2 648 3 3 778 4 4 500 5 5 278 6 7 500 8 8 332 9 9 306 10 10 389 11 11 579 12 12 500 13 13 750 14 14 432 15 15 500 16 16 569 17 17 828 18 18 500 19 19 556 20 20 394 21 21 681 22 22 784 23 23 642 24 24 833 25 25 500 26 26 528 27 27 389 28 28 778 29 29 389 30 31 500 32 32 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00000 n +0000030235 00000 n +0000031074 00000 n +0000031481 00000 n +0000031824 00000 n +0000079422 00000 n +0000146535 00000 n +0000147715 00000 n +0000171922 00000 n +0000172101 00000 n +0000173363 00000 n trailer -<> +<> startxref -173544 +173548 %%EOF \ No newline at end of file diff --git a/shore-post/shore-post.typ b/shore-post/shore-post.typ index 105f12c..a34108f 100644 --- a/shore-post/shore-post.typ +++ b/shore-post/shore-post.typ @@ -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( diff --git a/slab-on-grade/slab-on-grade.pdf 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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], ) diff --git a/steel-beam/steel-beam.pdf b/steel-beam/steel-beam.pdf index 41d4194..bdd56b1 100644 --- a/steel-beam/steel-beam.pdf +++ b/steel-beam/steel-beam.pdf @@ -1418,12 +1418,12 @@ r endstream endobj 290 0 obj -<> +<> endobj 291 0 obj <> stream -Steel Beam DesignConemco EngineeringTypst 0.15.1en2026-09-21T20:24:45-04:002026-09-21T20:24:45-04:002application/pdffCSI+OyLhfq+STZ0f/x6DA==pB5rntuth5VxEVEbYV7Trw==proof1.7 +Steel Beam DesignConemco EngineeringTypst 0.15.1en2026-09-21T20:34:31-04:002026-09-21T20:34:31-04:002application/pdfmlhykQV62xdnb+M5Qpt8xQ==pB5rntuth5VxEVEbYV7Trw==proof1.7 endstream endobj 292 0 obj @@ -1725,7 +1725,7 @@ xref 0000189421 00000 n 0000190670 00000 n trailer -<> +<> startxref 190855 %%EOF \ No newline at end of file diff --git a/wood-joist/wood-joist.pdf b/wood-joist/wood-joist.pdf index afd0eb5..01a6d20 100644 --- a/wood-joist/wood-joist.pdf +++ b/wood-joist/wood-joist.pdf @@ -1049,13 +1049,13 @@ endobj <> endobj 350 0 obj -<> +<> endobj 351 0 obj -<>/FontDescriptor 352 0 R/DW 0/W[0 0 500 1 1 681 2 2 778 3 3 500 4 4 332 5 5 306 6 6 389 7 7 759 8 9 500 10 10 828 11 12 500 13 13 556 14 14 394 15 15 784 16 16 500 17 17 716 18 18 389 19 19 778 20 20 389 21 21 500 22 22 278 23 23 444 24 24 556 25 25 444 26 26 528 27 27 556 28 28 500 29 29 625 30 30 278 31 31 970 32 32 681 33 33 569 34 34 500 35 36 278 37 37 556 38 38 583 39 39 569 40 40 500 41 41 759 42 42 429 43 43 278 44 44 556 45 45 520 46 46 750 47 47 440 48 48 648 49 49 595 50 50 681 51 52 569 53 53 613 54 55 569 56 56 556 57 58 500 59 59 392 60 60 500 61 61 681 62 62 750 63 63 500 64 64 643 65 65 501.99997 66 66 571 67 67 510.99997 68 68 778 69 69 738 70 70 407 71 71 833 72 72 715 73 73 934 74 74 1089 75 75 432 76 76 725 77 77 530 78 78 556 79 79 404 80 80 298 81 81 542 82 82 863 83 83 1000 84 84 500 85 85 681 86 86 839 87 87 489 88 88 861 89 89 1037 90 90 778 91 91 867 92 92 500 93 93 633 94 94 339 95 95 569 96 96 778 97 97 833 98 98 837 99 99 490 100 100 702 101 101 792 102 102 620 103 103 528 104 104 675 105 105 859 106 106 361 107 109 569 110 110 833 111 111 681 112 112 505.99997]>> +<>/FontDescriptor 352 0 R/DW 0/W[0 0 500 1 1 681 2 2 778 3 3 500 4 4 306 5 5 389 6 6 759 7 8 500 9 9 828 10 11 500 12 12 556 13 13 394 14 14 784 15 15 500 16 16 716 17 17 389 18 18 778 19 19 389 20 20 500 21 21 278 22 22 444 23 23 556 24 24 444 25 25 528 26 26 556 27 27 500 28 28 625 29 29 278 30 30 970 31 31 681 32 32 569 33 33 500 34 35 278 36 36 556 37 37 583 38 38 569 39 39 500 40 40 759 41 41 429 42 42 278 43 43 556 44 44 520 45 45 750 46 46 332 47 47 440 48 48 648 49 49 595 50 50 681 51 52 569 53 53 613 54 55 569 56 56 556 57 58 500 59 59 392 60 60 500 61 61 681 62 62 750 63 63 500 64 64 643 65 65 501.99997 66 66 571 67 67 510.99997 68 68 778 69 69 738 70 70 407 71 71 833 72 72 715 73 73 934 74 74 1089 75 75 432 76 76 725 77 77 530 78 78 556 79 79 404 80 80 298 81 81 542 82 82 863 83 83 1000 84 84 500 85 85 681 86 86 839 87 87 489 88 88 861 89 89 1037 90 90 778 91 91 867 92 92 500 93 93 633 94 94 339 95 95 569 96 96 778 97 97 833 98 98 837 99 99 490 100 100 702 101 101 792 102 102 620 103 103 528 104 104 675 105 105 859 106 106 361 107 109 569 110 110 833 111 111 681 112 112 505.99997]>> endobj 352 0 obj -<> +<> endobj 353 0 obj <> @@ -1161,31 +1161,27 @@ x endstream endobj 364 0 obj -<> +<> stream -xZ xTյYg$d2g2yN(y h&O (PB$0$"H\y8Z16T^t0Rz-Z[kQ }fz3g?Z^{ID O]ӏ[#4OC뒖۴oZ?4lXѿa5ux ]\~w`쫭v?`.[jnW&P`{ }. uy}kOXN3 ujh45/ 8'1#X~ʦ` Sp~lW+:h?ez 8Ž!B}xGe;t"|Xu"UW^:ã ^Qaw؃ 8-i܊=x/): |3Z6% @fI~Bbl'?OXKⲦc'~6I1fC't'i -: Z;*?aqoMVԻSV38mqY'R+WJ(շ8 -< v^FSp||4wN|7vi'?kdfƌ_Z[$3cFZ+QZƤ<}7O/_]^XQ [o;AЙ 0Fӑ}x$8)FzҨcV',\  B71l/"۾mN+0f;O=?0sN ;#%6errcoX2"N}@OEZi'띈A7!N fhE1͂Qᖈ2L΀T1ԙ~#>/Ì4iX#ȍ ]m>=7]C?|:}ѮE'>q>GcJhwm oeX1-^E++*SNwgy9 :frsa+Zw?a+{֯`M^շoa7Nu5áԓ8jc#%I> 5F6R -,m}]l$ARtǮ:Iz1Mh  k tXNq|ၩskL=ܟ#3[wMK?ِ~paǫ'_}F`\W?mNlء2=,Hc$񪲯Qܬߧ/=Ҩx{F-B 'Ҍx'hpD٣"GL e sKcgyҕ[{zމ\eޫlV$#؛`L؍9&D=nDuK WIH9)}ԙ2Hˆi4fFWIT83cw9ۇ?0upJS:3UFgy<{,'y" - 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D|7n?붡l_{-W"GAVLgU~WެHv&tqd/n:bkU`gCv#mggmkv&q,{XT`hF/= ,xazN6-v[z)IΗo{47MHCLMPr, =;L -M YPLma6cI!#Y0eTAT ~$vd2 ѷlD"Ԧ!'%QR!߷C^1 -ի=Q4Ÿ/y5 tKg__λWk -xwtVsrJ@F韈ZBtF(Ѵlvm -ә̀ Y!:KS"認Yva?P*DJA2߶e P,HyHQP Tl^HJ0Dͻ)p}ީHxq`?\]jt^<8 Xh**W F֮F׵/Q ALj r\CbҜ$+WLC+K0 =\!YaY5VXV,zW6KMSz NN@*gJ@S1Yj’ٖRbsD̶^,0Z*DD$Gл5"Z*ԧ>dzYtM%ܶ -Y-&0 "*_0`[i`B OSp' Ij-=8~bB<pfOAM>oC4XFM>Fd6cRnP>< FO1B` !sVp9NDZg3VMv6fXS.t;q@P&RZ;\< 0&{ 8B Mhm$))s{2k|Jo8@@(h')x8.[~I7;qk-}B!5ޠ݌Y\+v |bxQ~Y||5K}_srzs{ -vO_:,.m_V)y>Ϥe/\=K,< -&ކ0bRvo p@^t%=cMwCiZ]QXe@Xm^T#$ 3Xu#T UT(>x۞ׇ),3{#mpLTթ10  s#)8sQ!Tx )xB$o2N1j^& PY>0 d]"{ i'jcD) XQ2RehVGω7;~Bp_^ДNP;-.Buf-|AEXhkK౲"R|\)4Kd8s*VҼ2LSڵX{WO'+vUĽ"hYZ'FdDE61'(v]nwv@v <~? v=^Gۇ+صטQ+!@{ţME7ו~~fw[|TKk +x[]o}`[ IHHlF_yxmƹA_W"e$o+̐3#idjuo7o[rŗ_.so?X쳧N~r)A:t. j+g7G?Q 9%Cf4*T/4DQ __vj8fNoλ+ +xstVssJ@F\BtF(Ѵ|itf3~Ԇ%)Mseu?2f,~"%W/Fϟڂ'|<3(( +6HB$OPJ!jn*czӏv{6v wp.ܖUUd*`u?AL^ rTCbҜ'V*+Wؕ`,yԈ/]BA^6G&Y0<`@փ(,fRbe$%N-"* gm,9+2Y&`ųT(+%2H(wkITO|Rӕܚ}mKhIK]m_a` Za8(+܇ i/CBZ#xK _X]\?0 fOAMІgxNϚ!Mט\;#f "H>53SrBnE-Ɯ>)}N@VH JhS!?iCVx'Eʅoǣ>,J!vW*)> YHgyP8#`6 fnhbz\i)#pOz!z!hnn%8̇Ѯ .#P$CV@ q&ffd-pǽE{_,$?)]n/#wtXy]ڞ_V)(xifϤaG'oNwQ%> +&ކ0bRvgp@Nt#o9SƦkX~zVbWf=PI2WrvUĪ j-7RB|y<(H O93cʚILYC KP9w3WB%q@.#JҶ!QrۯFe g -Kdzxu?M䁓SM@q( yxi%#U敭`~p7qxsSٿ./EMy)"TW"'9F鱤++b-L"ʊXI?܏3b%+C4oګx +8Y"GˊXӂ>Z7"{ ( ?Ejus/77Fgq="?>PƮ"XwgW=9S> +<> endobj 376 0 obj <> stream -Wood Joist AnalysisConemco EngineeringTypst 0.15.1en2026-09-03T20:37:35-04:002026-09-03T20:37:35-04:003application/pdfX34dD3ZspxukqpsWi3EjpQ==9WqlyDyXW06bGOrFgQS2JA==proof1.7 +Wood Joist AnalysisConemco EngineeringTypst 0.15.1en2026-09-21T20:34:31-04:002026-09-21T20:34:31-04:003application/pdfbXnolz8N0pOlKFo3ZCm4Dg==9WqlyDyXW06bGOrFgQS2JA==proof1.7 endstream endobj 377 0 obj @@ -2070,21 +2051,21 @@ xref 0000053854 00000 n 0000053933 00000 n 0000054413 00000 n -0000059777 00000 n -0000059859 00000 n +0000059779 00000 n +0000059861 00000 n 0000060815 00000 n -0000075444 00000 n -0000080722 00000 n -0000085971 00000 n -0000087931 00000 n -0000088338 00000 n -0000088681 00000 n -0000136279 00000 n -0000203393 00000 n -0000203561 00000 n -0000204812 00000 n +0000075446 00000 n +0000080720 00000 n +0000085965 00000 n +0000087922 00000 n +0000088329 00000 n +0000088672 00000 n +0000136270 00000 n +0000203384 00000 n +0000203552 00000 n +0000204803 00000 n trailer -<> +<> startxref -204999 +204990 %%EOF \ No newline at end of file diff --git a/wood-joist/wood-joist.typ b/wood-joist/wood-joist.typ index e6cd467..fd5bda0 100644 --- a/wood-joist/wood-joist.typ +++ b/wood-joist/wood-joist.typ @@ -31,24 +31,24 @@ are reconciled to those values by the test suite. #let R = V #metadata((w_plf: w, wL_plf: wL, M_ftlbf: M, V_lbf: V, R_lbf: R)) -#calcline([$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: [$L/240$]) diff --git a/wood-stud-column/wood-stud-column.pdf b/wood-stud-column/wood-stud-column.pdf index 2b25acb..2894f5c 100644 --- a/wood-stud-column/wood-stud-column.pdf +++ b/wood-stud-column/wood-stud-column.pdf @@ -515,13 +515,13 @@ endobj <> endobj 172 0 obj -<> +<> endobj 173 0 obj -<>/FontDescriptor 174 0 R/DW 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As'[uԪD6AF@\=^wjZ O z$.~,Di!-KZFYJD:MLwdEWC:c,HOe!i 顄HI2~pʄTt<ɐ 帺/#mqhTy WOXYۡRNô Ds=*X +dV~'$zIݍDx)c/Ѕ[f/UM?*ȍTng4JJR~|I|ỗy}_8g̅ԏ;gaי(57@Uy1?ٟLK +7$q1 K +7fmP3WAfN>*\6':7JNM4\ԕ/uu{:^e`DW}د(Jm20<+LiR0i%–2R09'"RuG:٘y$~nЁ|v2(d03h[w74`M4{_xfMϤaw{LN)E tXAΖ#|NR(KrLӄQuG+m4@*Kf隡30&^+YaC`b8L ENЭYʢ';)Y ZG֚e`1 +PuUh\Laaw G 9F:ޛ4ϜQ9 Z}{ͮJm GgM;eDH47pudh['mP"[y +63"-A Qs5h*(s+*]>q4.,kx^bfpY2Ig UT @_iZ1֠֠jy#2$njj=C5'p!.XDSaȼyUiT(޹YkGf[U%ĒRmdxB$%h\ϻQC*@Hآ5=&)Aӈ)[tJ9mV!RRD"jTg m+5$ &Fؖ.kP[NO@Wj(Iʧ|A=YAM] +\pn Κo'.˥{ |fLd:p󓇇_~ͷ}{7/ˇok.8rk%] ;aOw]r FB/z1䜏+Bƞhv1 endstream endobj 190 0 obj @@ -1124,12 +1125,12 @@ r endstream endobj 195 0 obj -</Author(Conemco Engineering)/Creator(Typst 0.15.1)/ModDate(D:20260903203735-04'00)/CreationDate(D:20260903203735-04'00)>> +</Author(Conemco Engineering)/Creator(Typst 0.15.1)/ModDate(D:20260921203431-04'00)/CreationDate(D:20260921203431-04'00)>> endobj 196 0 obj <> stream -Wood Stud Column — Axial CapacityConemco EngineeringTypst 0.15.1en2026-09-03T20:37:35-04:002026-09-03T20:37:35-04:002application/pdfajSUUYj1m6mhmeODBBkafw==WmRjAolkVmoIGl5qZMS6kQ==proof1.7 +Wood Stud Column — Axial CapacityConemco EngineeringTypst 0.15.1en2026-09-21T20:34:31-04:002026-09-21T20:34:31-04:002application/pdfyTYpGebJrfgq2tLmHy4aPw==WmRjAolkVmoIGl5qZMS6kQ==proof1.7 endstream endobj 197 0 obj @@ -1323,20 +1324,20 @@ xref 0000035563 00000 n 0000035642 00000 n 0000036122 00000 n -0000041486 00000 n -0000041568 00000 n -0000042394 00000 n -0000053242 00000 n -0000059855 00000 n -0000060661 00000 n -0000061068 00000 n -0000061411 00000 n -0000109009 00000 n -0000176123 00000 n -0000176408 00000 n -0000177675 00000 n +0000041488 00000 n +0000041570 00000 n +0000042393 00000 n +0000053239 00000 n +0000059829 00000 n +0000060635 00000 n +0000061042 00000 n +0000061385 00000 n +0000108983 00000 n +0000176097 00000 n +0000176382 00000 n +0000177649 00000 n trailer -<> +<> startxref -177860 +177834 %%EOF \ No newline at end of file diff --git a/wood-stud-column/wood-stud-column.typ b/wood-stud-column/wood-stud-column.typ index c872794..b6775d1 100644 --- a/wood-stud-column/wood-stud-column.typ +++ b/wood-stud-column/wood-stud-column.typ @@ -28,35 +28,35 @@ with buckling about the weak axis. #let A = b * d #metadata((P_lbf: P, A_in2: A)) -#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: [$P_a$])