From fbe75e575b2b72e053d213b24d34d1cd3940fddd Mon Sep 17 00:00:00 2001 From: smillmorel Date: Mon, 21 Sep 2026 20:29:20 -0400 Subject: [PATCH] Fix uneven spacing before units in steel-beam sheet Plain unit strings already get a gap from the source whitespace, so the added leading space doubled it; keep the leading space only on superscripted units. --- steel-beam/steel-beam.pdf | 260 +++++++++++++++++++------------------- steel-beam/steel-beam.typ | 42 +++--- 2 files changed, 150 insertions(+), 152 deletions(-) diff --git a/steel-beam/steel-beam.pdf b/steel-beam/steel-beam.pdf index 21b698e..41d4194 100644 --- a/steel-beam/steel-beam.pdf +++ b/steel-beam/steel-beam.pdf @@ -809,13 +809,13 @@ endobj <> endobj 270 0 obj -<> +<> endobj 271 0 obj -<>/FontDescriptor 272 0 R/DW 0/W[0 0 500 1 1 970 2 2 675 3 3 778 4 4 500 5 5 278 6 7 500 8 8 332 9 9 528 10 10 278 11 11 556 12 12 278 13 13 306 14 14 389 15 15 583 16 17 500 18 18 681 19 19 500 20 20 738 21 21 500 22 22 394 23 23 643 24 24 579 25 25 500 26 26 556 27 28 444 29 29 500 30 30 556 31 31 1028 32 32 750 33 33 520 34 34 429 35 35 500 36 36 361 37 37 557 38 38 826 39 39 750 40 40 569 41 41 451 42 42 613 43 43 648 44 44 569 45 45 683 46 46 576 47 47 564 48 48 500 49 49 555 50 50 569 51 51 440 52 52 583 53 53 501.99997 54 54 589 55 55 1000 56 56 839 57 57 725 58 58 731 59 59 715 60 60 433 61 61 669 62 62 703 63 63 702 64 64 792 65 65 530 66 66 569 67 67 339 68 68 569 69 69 1000 70 70 632 71 71 510.99997 72 72 778 73 73 1000 74 75 597 76 76 392 77 77 819 78 78 633 79 79 668 80 80 681 81 81 956 82 82 671 83 83 784 84 84 706 85 85 389 86 86 625 87 87 722 88 88 708 89 89 389 90 90 278 91 91 778 92 92 472 93 93 778 94 95 458 96 96 778 97 97 740 98 98 472 99 100 778 101 101 833 102 103 523 104 104 654 105 105 278 106 106 521 107 107 571 108 108 528 109 109 444 110 110 500 111 111 528 112 113 569 114 114 681 115 115 505.99997]>> +<>/FontDescriptor 272 0 R/DW 0/W[0 0 500 1 1 970 2 2 675 3 3 778 4 4 500 5 5 278 6 7 500 8 8 528 9 9 278 10 10 556 11 11 278 12 12 306 13 13 389 14 14 583 15 16 500 17 17 681 18 18 500 19 19 738 20 20 500 21 21 394 22 22 643 23 23 579 24 24 500 25 25 556 26 27 444 28 28 500 29 29 556 30 30 1028 31 31 750 32 32 520 33 33 429 34 34 500 35 35 361 36 36 557 37 37 826 38 38 750 39 39 332 40 40 569 41 41 451 42 42 613 43 43 648 44 44 569 45 45 683 46 46 576 47 47 564 48 48 500 49 49 555 50 50 569 51 51 440 52 52 583 53 53 501.99997 54 54 589 55 55 1000 56 56 839 57 57 725 58 58 731 59 59 715 60 60 433 61 61 669 62 62 703 63 63 702 64 64 792 65 65 530 66 66 569 67 67 339 68 68 569 69 69 1000 70 70 632 71 71 510.99997 72 72 778 73 73 1000 74 75 597 76 76 392 77 77 819 78 78 633 79 79 668 80 80 681 81 81 956 82 82 671 83 83 784 84 84 706 85 85 389 86 86 625 87 87 722 88 88 708 89 89 389 90 90 278 91 91 778 92 92 472 93 93 778 94 95 458 96 96 778 97 97 740 98 98 472 99 100 778 101 101 833 102 103 523 104 104 654 105 105 278 106 106 521 107 107 571 108 108 528 109 109 444 110 110 500 111 111 528 112 113 569 114 114 681 115 115 505.99997]>> endobj 272 0 obj -<> +<> endobj 273 0 obj <> @@ -930,136 +930,134 @@ x endstream endobj 282 0 obj -<> +<> stream -xmVn0+؃Kv% MّT@, |MZ!.I%?o/cw*{=$)|֗CWvb8ʹHC[k{ξ5m0p9X~HnjNEtKIo;Œr^({qy`uSMou:cоvLª>dc>ھbiдoRl|wdܯڶɲ%K_RXucecfsaeYqrq=+\_#"7sY)H R `IYh (#ܣ]TaRR9K,B'r;YyȃE^aP||iJg[XOcUټbE'^oq4R8 (AYR\wE]4bh\ )ָ׸4K똟& A'K%H)&{4<4Q>_P"À&.d7\AR1tSp2eohrs{pbdQ1=ws d@Rp}0v vrGO׏CO_nf;B +xmVn8+C|l>ّXd_iHMexyݫ{Ts]P_dپg׎ߜ]}۽<~誋Yqf\dٱ>ӑ{ox`2vEjBNXvlOƿ,7\}bbe.OXR 1tՋ[Eb>BHV7H(VS_>/;۷)=dO\=ľڽaPi-d'xXum/=ocK"<K&үޑ_R]SSϜsaeYq/8[iņ=W 7aEN+VbEm3jV@& y@9yYdw@k562ˁ +@{@=y*S$+؊UX\9W* KkNme`P$q2rdd#M> stream -xw|[>\h- RQHB)# IpqxĖeIem]d[ۖgv$@{]e{ysy?o͙;wNXX}R$7n#J_*//Mj>w̾cuG-9aWѯ3gޣ/=9aa,NJa^R:aJ(CT>^^ܳ-]2WQ0(/;/'CQxaTzFBI^aŒ)){R s) E) ھ-jy2SrR.ZpaQJt(%KDi -Ӗ劊dQEonhúk6m[X$-L+\(L.Z}g*W_Gykx>Ѓuzo6`k }x!xFиp#yd룅?;|jS>ozzuO|gZvQ<{IP]Pujt C'TRj6gF  M05gzo#%O|0׳vCjQ.Pr+.͏*ǺMB 2X#ϕ Bx!{hk-ϫ)i諌~@ݪ6 e@l4锤ڬ)$UW h ߐVV)sGMmy`jr[[%r+U>_ -:#gO6 iYiY% Im.mqo<;nġQA8c5==upd"?;ێ/MqtcG?̓S}" ѱӽ}OM<F -ЦuhLH"j`r0 Ex۝N.Sy1X&1((7 LI/ڌoH:P-Exm&]^C9(@p6qG['vC7w/BsfkS}8'2Wki3(.ҡtU+0zL60멫noڽV)l+Ja^(@S*~fIpoѿWA +xw|[>\h-)P($ $8-m˒,ںoeyɶ-8=HdA !56PO_Y|9yv؜s焅ݷ)Ej=+򲘏Paz$!(oḢRPGc]&\jC^EܑK!xpGSewՔ4jUF?SN  t2 `6tJRmֈ2IՕm9F#7l'UJaSp?YZ\V rO!#*ByΈ|"0q(?{T~X@@O(Hƶ#}p|B>`GvTDsȮ-mvttci޴ǽʚp;߽ؗݐh]:|8jZԐ[TP< +!>tRsE=K 0B66RC Y8`n4P:; +mZ$ &gs?[xP~RX=%ii=2 :Y|#d aX눎 b\D~ӊf5$cDwnN}xuqno7t#|+<>OS}8'2Wki3(.ҡtU+0zL60멫noڽV)l+Ja^(@S*~fIpoѿWA FޭM 5(u؜ -8܆!Dآr ۑ":w)"eS}|&">/^q49)' '1.o&Hz;& %JH!:"]̳6H?>[tt?JW :WNdH$ pfIQ{gPobZ+@WY6_ϳ볇 -&q;Wx!j IU‚D!?yI@:cczzr6ma -5Syϭ[kyedۈAːyȈBEL[u<>l>A\fIՖeWWUunsU'ֈup/?ޱ-%$] Ӵb3fDQt="kReF@g\pDfPSxRlZE- -5@C*5rDO笣C r11|7ߎ9%x~pxgO?Ð;9-T T HD`:5)֦Cp أMJlIO]PbqUE/\uzU;mnj.Uؘ!H[/Ua C>[yպGx>o+r).euVUw]Z)x c%%^/ >7W4 a0q0/HJ ; 97r-=6h4C4ň;!-|!O䌇uLTKʼn ZESG{?;|B& YB}NUO-t~H?h#dN6;\mrfȟ@C-?ÃYx-U{:j+ -$l.l%*P!ˤ%rQ iK-f@FVuj'A?pZ,=Z* 8s|^; 3o|c#Y*Xq<:[{>}7)H xvjv$ō4B -6aҕLH\4߷Wմ Zuy|'ZI? 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Dk1eU60S-llmqT S˺j݅/[`J{ajXBR +lhLkX$~Oc{Gm ^̲2uzt3A/*{ P{~_8qMh$iHtsZImUuw.8}y[?{-ZQs`SY må*N闗Tzq6"`K:;׾^*FAʅ*M].[υ*miAI 4 Dak䞦;#uor6pc9)a~Є˛X)ztG4X{o/Kx?kv_{'l_vٔDdo.vc~^G==W"ޭzܖ=N[F[y@.}- endstream endobj 286 0 obj @@ -1420,12 +1418,12 @@ r endstream endobj 290 0 obj -<> +<> endobj 291 0 obj <> stream -Steel Beam DesignConemco EngineeringTypst 0.15.1en2026-09-21T20:18:24-04:002026-09-21T20:18:24-04:002application/pdfIBYg4tKGtAjgttd+4CII/g==pB5rntuth5VxEVEbYV7Trw==proof1.7 +Steel Beam DesignConemco EngineeringTypst 0.15.1en2026-09-21T20:24:45-04:002026-09-21T20:24:45-04:002application/pdffCSI+OyLhfq+STZ0f/x6DA==pB5rntuth5VxEVEbYV7Trw==proof1.7 endstream endobj 292 0 obj @@ -1716,18 +1714,18 @@ xref 0000042247 00000 n 0000046936 00000 n 0000047018 00000 n -0000047986 00000 n -0000062994 00000 n -0000069856 00000 n -0000073774 00000 n -0000074181 00000 n -0000074524 00000 n -0000122122 00000 n -0000189236 00000 n -0000189402 00000 n -0000190651 00000 n +0000047989 00000 n +0000062997 00000 n +0000069868 00000 n +0000073793 00000 n +0000074200 00000 n +0000074543 00000 n +0000122141 00000 n +0000189255 00000 n +0000189421 00000 n +0000190670 00000 n trailer -<> +<> startxref -190836 +190855 %%EOF \ No newline at end of file diff --git a/steel-beam/steel-beam.typ b/steel-beam/steel-beam.typ index a50afd1..80cd941 100644 --- a/steel-beam/steel-beam.typ +++ b/steel-beam/steel-beam.typ @@ -21,42 +21,42 @@ As determined in "Load Determination section" #let L = n.beam_length // ft -#calcline([$M_u = #round(n.moment, digits: 2) " kip·ft"$], [Factored moment from load determination]) -#calcline([$V_u = #round(n.shear, digits: 2) " kip"$], [Factored reaction on connector (factored shear)]) -#calcline([$L = #L " ft"$], [Beam span]) +#calcline([$M_u = #round(n.moment, digits: 2) "kip·ft"$], [Factored moment from load determination]) +#calcline([$V_u = #round(n.shear, digits: 2) "kip"$], [Factored reaction on connector (factored shear)]) +#calcline([$L = #L "ft"$], [Beam span]) #metadata((Mu: n.moment, Vu: n.shear)) == Material And Section Properties -#calcline([$E = #n.E " ksi"$], [Steel Young's modulus]) -#calcline([$F_y = #n.Fy " ksi"$], [Steel yield strength]) +#calcline([$E = #n.E "ksi"$], [Steel Young's modulus]) +#calcline([$F_y = #n.Fy "ksi"$], [Steel yield strength]) #calcline([$"Section" = #data.section$], [AISC W-shape]) -#calcline([$d = #n.section_d " in"$, $b = #n.section_b " in"$], [Depth and flange width]) -#calcline([$t_f = #n.section_tf " in"$, $t_w = #n.section_tw " in"$], [Flange and web thickness]) +#calcline([$d = #n.section_d "in"$, $b = #n.section_b "in"$], [Depth and flange width]) +#calcline([$t_f = #n.section_tf "in"$, $t_w = #n.section_tw "in"$], [Flange and web thickness]) #calcline([$A = #n.section_A " in"^2$], [Section area]) -#calcline([$r_y = #n.section_ry " in"$], [Weak-axis radius of gyration]) +#calcline([$r_y = #n.section_ry "in"$], [Weak-axis radius of gyration]) #calcline([$S_x = #n.section_Sx " in"^3$, $Z_x = #n.section_Zx " in"^3$], [Elastic and plastic major-axis modulus]) #calcline([$S_y = #n.section_Sy " in"^3$, $Z_y = #n.section_Zy " in"^3$], [Elastic and plastic minor-axis modulus]) -#calcline([$h_o = #n.section_ho " in"$, $J = #n.section_J " in"^4$], [Flange centroid distance and torsional constant]) +#calcline([$h_o = #n.section_ho "in"$, $J = #n.section_J " in"^4$], [Flange centroid distance and torsional constant]) #calcline([$I_x = #n.section_Ix " in"^4$, $I_y = #n.section_Iy " in"^4$], [Major and minor-axis inertia]) #calcline([$lambda = #n.lambda$], [Web slenderness ratio]) == Bending About Major Axis -#calcline([$L_b = #round(n.Lb, digits: 2) " ft"$], [Unbraced length of compression flange]) -#calcline([$L_p = 1.76 r_y sqrt(E / F_y) = #round(n.Lp, digits: 2) " ft"$], [Limit for yielding]) +#calcline([$L_b = #round(n.Lb, digits: 2) "ft"$], [Unbraced length of compression flange]) +#calcline([$L_p = 1.76 r_y sqrt(E / F_y) = #round(n.Lp, digits: 2) "ft"$], [Limit for yielding]) #calcline([$C_b = 1$, $c = 1$], [Moment gradient and I-shape coefficient]) -#calcline([$r_"ts" = sqrt(I_y h_o / (2 S_x)) = #round(n.section_rts, digits: 2) " in"$], [Effective radius of gyration]) -#calcline([$L_r = 1.95 r_"ts" E / (0.7 F_y) sqrt((J c)/(S_x h_o) + sqrt(((J c)/(S_x h_o))^2 + 6.76 (0.7 F_y / E)^2)) = #round(n.Lr, digits: 2) " ft"$], [Limit for inelastic torsional buckling]) -#calcline([$F_"cr" = (C_b pi^2 E)/(L_b/r_"ts")^2 sqrt(1 + 0.078 (J c)/(S_x h_o) (L_b/r_"ts")^2) = #round(n.Fcr, digits: 2) " ksi"$], [Elastic lateral-torsional-buckling stress]) -#calcline([$M_p = F_y Z_x = #round(n.Mp, digits: 2) " kip·ft"$], [Plastic moment]) +#calcline([$r_"ts" = sqrt(I_y h_o / (2 S_x)) = #round(n.section_rts, digits: 2) "in"$], [Effective radius of gyration]) +#calcline([$L_r = 1.95 r_"ts" E / (0.7 F_y) sqrt((J c)/(S_x h_o) + sqrt(((J c)/(S_x h_o))^2 + 6.76 (0.7 F_y / E)^2)) = #round(n.Lr, digits: 2) "ft"$], [Limit for inelastic torsional buckling]) +#calcline([$F_"cr" = (C_b pi^2 E)/(L_b/r_"ts")^2 sqrt(1 + 0.078 (J c)/(S_x h_o) (L_b/r_"ts")^2) = #round(n.Fcr, digits: 2) "ksi"$], [Elastic lateral-torsional-buckling stress]) +#calcline([$M_p = F_y Z_x = #round(n.Mp, digits: 2) "kip·ft"$], [Plastic moment]) #calcline([$M_n("LTB") = M_p, "for" L_b <= L_p$], [LTB moment for yielding range]) #calcline([$M_n("LTB") = C_b [M_p - (M_p - 0.7 F_y S_x)(L_b - L_p)/(L_r - L_p)], "for" L_p < L_b <= L_r$], [LTB moment for inelastic range]) #calcline([$M_n("LTB") = F_"cr" S_x, "for" L_b > L_r$], [LTB moment for elastic range]) -#calcline([$M_n("LTB") = #round(n.MnLTB, digits: 2) " kip·ft"$], [Lateral-torsional-buckling strength]) -#calcline([$M_n = min(M_p, M_n("LTB")) = #round(n.Mn, digits: 2) " kip·ft"$], [Nominal bending capacity]) -#calcline([$phi M_n = 0.9 M_n = #round(n.phiMn, digits: 2) " kip·ft"$], [Design bending capacity]) +#calcline([$M_n("LTB") = #round(n.MnLTB, digits: 2) "kip·ft"$], [Lateral-torsional-buckling strength]) +#calcline([$M_n = min(M_p, M_n("LTB")) = #round(n.Mn, digits: 2) "kip·ft"$], [Nominal bending capacity]) +#calcline([$phi M_n = 0.9 M_n = #round(n.phiMn, digits: 2) "kip·ft"$], [Design bending capacity]) #check("Flexure", checks.flexure.demand, checks.flexure.capacity, unit: "kip·ft", ok: checks.flexure.ok, demand-label: [$M_u$], capacity-label: [$phi M_n$]) @@ -67,14 +67,14 @@ As determined in "Load Determination section" #calcline([$k_v = #n.kv$], [Web shear buckling coefficient]) #calcline([$C_"v1" = #n.Cv1$], [Web shear strength coefficient]) #calcline([$phi_v = #n.phi_v$], [Shear reduction factor]) -#calcline([$phi V_n = phi_v 0.6 F_y A_w C_"v1" = #round(n.phiVn, digits: 3) " kip"$], [Design shear capacity]) +#calcline([$phi V_n = phi_v 0.6 F_y A_w C_"v1" = #round(n.phiVn, digits: 3) "kip"$], [Design shear capacity]) #check("Shear", checks.shear.demand, checks.shear.capacity, unit: "kip", ok: checks.shear.ok, demand-label: [$V_u$], capacity-label: [$phi V_n$]) == Deflection -#calcline([$delta_max = L / 240 = #round(n.delta_limit, digits: 3) " in"$], [Maximum allowed deflection]) -#calcline([$delta = 5/384 (w L^4) / (E I_x) = #round(n.delta, digits: 3) " in"$], [Expected center deflection under service uniform load]) +#calcline([$delta_max = L / 240 = #round(n.delta_limit, digits: 3) "in"$], [Maximum allowed deflection]) +#calcline([$delta = 5/384 (w L^4) / (E I_x) = #round(n.delta, digits: 3) "in"$], [Expected center deflection under service uniform load]) #check("Deflection", checks.deflection.demand, checks.deflection.capacity, unit: "in", ok: checks.deflection.ok, demand-label: [$delta$], capacity-label: [$delta_"max"$])