From c80b758b121e68a55a8f31ccd23ae44710ff658c Mon Sep 17 00:00:00 2001 From: "Documenter.jl" Date: Tue, 17 Dec 2024 23:02:06 +0000 Subject: [PATCH] build based on 3204734 --- dev/.documenter-siteinfo.json | 2 +- dev/ChapterDTension/index.html | 2 +- dev/ChapterECompression/index.html | 2 +- dev/ChapterFFlexure/index.html | 2 +- dev/ChapterGShear/index.html | 2 +- dev/Classifications/index.html | 2 +- dev/Utils/index.html | 2 +- dev/index.html | 2 +- 8 files changed, 8 insertions(+), 8 deletions(-) diff --git a/dev/.documenter-siteinfo.json b/dev/.documenter-siteinfo.json index 65f3212..24b7b1c 100644 --- a/dev/.documenter-siteinfo.json +++ b/dev/.documenter-siteinfo.json @@ -1 +1 @@ -{"documenter":{"julia_version":"1.11.2","generation_timestamp":"2024-12-17T22:48:46","documenter_version":"1.8.0"}} \ No newline at end of file +{"documenter":{"julia_version":"1.11.2","generation_timestamp":"2024-12-17T23:02:02","documenter_version":"1.8.0"}} \ No newline at end of file diff --git a/dev/ChapterDTension/index.html b/dev/ChapterDTension/index.html index a2359ec..0fbe4bd 100644 --- a/dev/ChapterDTension/index.html +++ b/dev/ChapterDTension/index.html @@ -1,2 +1,2 @@ -Chapter D - Tension · AISCSteel.jl
GitHub
+Chapter D - Tension · AISCSteel.jl
GitHub
diff --git a/dev/ChapterECompression/index.html b/dev/ChapterECompression/index.html index ae61b5c..3d3df6f 100644 --- a/dev/ChapterECompression/index.html +++ b/dev/ChapterECompression/index.html @@ -1,2 +1,2 @@ -Chapter E - Compression · AISCSteel.jl
GitHub
+Chapter E - Compression · AISCSteel.jl
GitHub
diff --git a/dev/ChapterFFlexure/index.html b/dev/ChapterFFlexure/index.html index fabd2be..0a84e4d 100644 --- a/dev/ChapterFFlexure/index.html +++ b/dev/ChapterFFlexure/index.html @@ -1,2 +1,2 @@ -Chapter F - Flexure · AISCSteel.jl
GitHub

Chapter F - Design of Members for Flexure

This chapter applies to members subject to simple bending about one principal axis. For simple bending, the member is loaded in a plane parallel to a principal axis that passes through the shear center or is restrained against twisting at load points and supports.

F1. General Provisions

F2. Doubly Symmetric Compact I-Shaped Members and Channels Bent about Their Major Axis

This section applies to doubly symmetric I-shaped members and channels bent about their major axis, having compact webs and compact flanges as defined in Section B4.1 for flexure.

AISCSteel.ChapterFFlexure.F2.calc_Mn — Function
calc_Mn(E, F_y, Z_x, S_x, r_y, h_0, J, c, r_ts, L_b, C_b=1)

Calculates the moment capacity of the applicable section.

Description of applicable member: Doubly symmetric compact I-shaped members and channels bent about their major axis.

Arguments

  • E: modulous of elasticity (ksi)
  • F_y: yield strength of steel (ksi)
  • Z_x: plastic section modulous (inch^4)
  • S_x: elastic section modulous (inch^3)
  • r_y: radius of gyration about the y-axis (inch)
  • h_0: distance between the flange centroids (inch)
  • J: torsional constant (inch^4)
  • c:
  • r_ts:
  • L_b: unbraced length (inch)
  • C_b: lateral torsional buckling modification factor (default = 1)

Returns

  • M_n: moment capacity of the section.

Reference

  • AISC Section F2
source
AISCSteel.ChapterFFlexure.F2.calc_MnFY — Method
calc_MnFY(M_p)

Calculates the moment capacity of the applicable section for yielding.

Description of applicable member: Doubly symmetric compact I-shaped members and channels bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)

Returns

  • M_nFY: moment capacity of the section for yielding.

Reference

  • AISC Section F2.1
source
AISCSteel.ChapterFFlexure.F2.calc_MnLTB — Function
calc_MnLTB(M_p, F_y, S_x, F_cr, L_b, L_p, L_r, C_b=1)

Calculates the moment capacity of the applicable section for lateral torsional buckling.

Description of applicable member: Doubly symmetric compact I-shaped members and channels bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)
  • F_y: yield strength of steel (ksi)
  • S_x: elastic section modulous (inch^3)
  • F_cr: critical stress (ksi)
  • L_b: unbraced length (inch)
  • L_p: the limiting laterally unbraced length for the limit state of yielding (inch)
  • L_r: the limiting laterally unbraced length for the limit state of inelastic lateral-torsional buckling (inch)
  • C_b: lateral torsional buckling modification factor (default = 1)

Returns

  • M_nLTB: moment capacity of the section for lateral torsional buckling.

Reference

  • AISC Section F2.2
source

F3. Doubly Symmetric I-Shaped Members with Compact Webs and Noncompact or Slender Flanges Bent about Their Major Axis

This section applies to doubly symmetric I-shaped members bent about their major axis having compact webs and noncompact or slender flanges as defined in Section B4.1 for flexure.

AISCSteel.ChapterFFlexure.F3.calc_Mn — Function
calc_Mn(E, F_y, Z_x, S_x, r_y, h_0, J, c, r_ts, L_b, h, t_w, λ_f, λ_pf, λ_rf, λ_fclass, C_b=1)

Calculates the moment capacity of the applicable section.

Description of applicable member: Doubly symmetric I-shaped members with compact webs and noncompact or slender flanges bent about their major axis.

Arguments

  • E: modulous of elasticity (ksi)
  • F_y: yield strength of steel (ksi)
  • Z_x: plastic section modulous (inch^4)
  • S_x: elastic section modulous (inch^3)
  • r_y: radius of gyration about the y-axis (inch)
  • h_0: distance between the flange centroids (inch)
  • J: torsional constant (inch^4)
  • c:
  • r_ts:
  • L_b: unbraced length (inch)
  • h: clear distance between flanges less the fillets (inch)
  • t_w: thickness of the web (inch)
  • λ_f: slenderness ratio of the flange
  • λ_pf: compact slenderness ratio limit of the flange
  • λ_rf: noncompact slenderness ratio limit of the flange
  • λ_fclass: compact noncompact or slender classification for the flange
  • C_b: lateral torsional buckling modification factor (default = 1)

Returns

  • M_n: moment capacity of the section.

Reference

  • AISC Section F3
source
AISCSteel.ChapterFFlexure.F3.calc_MnCFLB — Method
calc_MnCFLB(M_p, E, F_y, S_x, k_c, λ_f, λ_pf, λ_rf, λ_fclass)

Calculates the moment capacity of the applicable section for compression flange local buckling.

Description of applicable member: Doubly symmetric I-shaped members with compact webs and noncompact or slender flanges bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)
  • E: modulous of elasticity (ksi)
  • F_y: yield strength of steel (ksi)
  • S_x: elastic section modulous (inch^3)
  • k_c:
  • λ_f: slenderness ratio of the flange
  • λ_pf: compact slenderness ratio limit of the flange
  • λ_rf: noncompact slenderness ratio limit of the flange
  • λ_fclass: compact noncompact or slender classification for the flange

Returns

  • M_nCFLB: moment capacity of the section for compression flange local buckling.

Reference

  • AISC Section F3.2
source
AISCSteel.ChapterFFlexure.F3.calc_MnLTB — Function
calc_MnLTB(M_p, F_y, S_x, F_cr, L_b, L_p, L_r, C_b=1)

Calculates the moment capacity of the applicable section for yielding.

Description of applicable member: Doubly symmetric I-shaped members with compact webs and noncompact or slender flanges bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)
  • F_y: yield strength of steel (ksi)
  • S_x: elastic section modulous (inch^3)
  • F_cr: critical stress (ksi)
  • L_b: unbraced length (inch)
  • L_p: the limiting laterally unbraced length for the limit state of yielding (inch)
  • L_r: the limiting laterally unbraced length for the limit state of inelastic lateral-torsional buckling (inch)
  • C_b: lateral torsional buckling modification factor (default = 1)

Returns

  • M_nLTB: moment capacity of the section for lateral torsional buckling.

Reference

  • AISC Section F3.1
source

F4. Other I-Shaped Members with Compact or Noncompact Webs Bent about Their Major Axis

This section applies to doubly symmetric I-shaped members bent about their major axis with noncompact webs and singly symmetric I-shaped members with webs attached to the mid-width of the flanges, bent about their major axis, with compact or noncompact webs, as defined in Section B4.1 for flexure.

AISCSteel.ChapterFFlexure.F4.calc_Mn — Method
calc_Mn(E, F_y, Z_x, S_x, S_xc, S_xt, b_fc, t_fc, h, h_c, t_w, J, h_0, I_y, I_yc, λ_w, λ_pw, λ_rw, λ_f, λ_pf, λ_rf, λ_fclass, L_b, C_b=1)

Calculates the moment capacity of the applicable section.

Description of applicable member: Other I-shaped members with compact webs or noncompact webs bent about their major axis.

Arguments

  • E: modulous of elasticity (ksi)
  • F_y: yield strength of steel (ksi)
  • Z_x: plastic section modulous (inch^4)
  • S_x: elastic section modulous (inch^3)
  • S_xc: elastic section modulous referred to compression flange (inch^3)
  • S_xt: elastic section modulous referred to tension flange (inch^3)
  • b_fc: width of compression flange (inch)
  • t_fc: thickness of compression flange (inch)
  • h: clear distance between flanges less the fillets (inch)
  • h_c: twice the distance from the centroid to the following: (inch)
    • the inside face of the compression flange less the fillet or corner radius for rolled shapes
    • the nearest line of fasteners at the compression flange or inside face of the compression flange when welds are used for built-up sections
  • t_w: thickness of the web (inch)
  • J: torsional constant (inch^4)
  • h_0: distance between the flange centroids (inch)
  • I_y: second moment of inertia about the y-axis (inch^4)
  • I_yc: second moment of inertia about the y-axis for the compression flange (inch^4)
  • λ_w: slenderness ratio of the flange
  • λ_pw: compact slenderness ratio limit of the web
  • λ_rw: noncompact slenderness ratio limit of the web
  • λ_f: slenderness ratio of the flange
  • λ_pf: compact slenderness ratio limit of the flange
  • λ_rf: noncompact slenderness ratio limit of the flange
  • λ_fclass: compact noncompact or slender classification for the flange
  • L_b: unbraced length (inch)
  • C_b: lateral torsional buckling modification factor (default = 1)

Returns

  • M_n: moment capacity of the section.

Reference

  • AISC Section F4
source
AISCSteel.ChapterFFlexure.F4.calc_MnCFLB — Method
calc_MnCFLB(M_p, R_pc, M_yc, F_L, S_xc, E, k_c, λ_f, λ_pf, λ_rf, λ_fclass)

Calculates the moment capacity of the applicable section for compression flange local buckling.

Description of applicable member: Other I-shaped members with compact webs or noncompact webs bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)
  • R_pc: web plastification factor
  • M_yc: yield moment in the compression flange
  • F_L: nominal compression flange stress above which the inelastic buckling limit states apply (ksi)
  • S_xc: elastic section modulous referred to compression flange (inch^3)
  • E: modulous of elasticity (ksi)
  • k_c:
  • λ_f: slenderness ratio of the flange
  • λ_pf: compact slenderness ratio limit of the flange
  • λ_rf: noncompact slenderness ratio limit of the flange
  • λ_fclass: compact noncompact or slender classification for the flange

Returns

  • M_nCFLB: moment capacity of the section for compression flange local buckling.

Reference

  • AISC Section F4.3
source
AISCSteel.ChapterFFlexure.F4.calc_MnCFY — Method
calc_MnCFY(R_pc, M_yc)

Calculates the moment capacity of the applicable section for compression flange yielding.

Description of applicable member: Other I-shaped members with compact webs or noncompact webs bent about their major axis.

Arguments

  • R_pc: web plastification factor
  • M_yc: yield moment in the compression flange

Returns

  • M_nCFY: moment capacity of the section for compression flange yielding.

Reference

  • AISC Section F4.1
source
AISCSteel.ChapterFFlexure.F4.calc_MnLTB — Function
calc_MnLTB(M_p, R_pc, M_yc, F_L, S_xc, F_cr, L_b, L_p, L_r, C_b=1)

Calculates the moment capacity of the applicable section for lateral torsional buckling.

Description of applicable member: Other I-shaped members with compact webs or noncompact webs bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)
  • R_pc: web plastification factor
  • M_yc: yield moment in the compression flange
  • F_L: nominal compression flange stress above which the inelastic buckling limit states apply (ksi)
  • S_xc: elastic section modulous referred to compression flange (inch^3)
  • F_cr: critical stress (ksi)
  • L_b: unbraced length (inch)
  • L_p: the limiting laterally unbraced length for the limit state of yielding (inch)
  • L_r: the limiting laterally unbraced length for the limit state of inelastic lateral-torsional buckling (inch)
  • C_b: lateral torsional buckling modification factor (default = 1)

Returns

  • M_nLTB: moment capacity of the section for lateral torsional buckling.

Reference

  • AISC Section F4.2
source
AISCSteel.ChapterFFlexure.F4.calc_MnTFY — Method
calc_MnTFY(M_p, R_pt, M_yt, S_xc, S_xt)

Calculates the moment capacity of the applicable section for tension flange yielding.

Description of applicable member: Other I-shaped members with compact webs or noncompact webs bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)
  • R_pt: web plastification factor corresponding to the tension flange yielding limit state
  • M_yt: yield moment in the tension flange
  • S_xc: elastic section modulous referred to compression flange (inch^3)
  • S_xt: elastic section modulous referred to tension flange (inch^3)

Returns

  • M_nTFY: moment capacity of the section for tension flange yielding.

Reference

  • AISC Section F4.4
source

F5. Doubly Symmetric and Singly Symmetric I-Shaped Members with Slender Webs Bent about Their Major Axis

This section applies to doubly symmetric and singly symmetric I-shaped members with slender webs attached to the mid-width of the flanges and bent about their major axis as defined in Section B4.1 for flexure.

AISCSteel.ChapterFFlexure.F5.calc_Mn — Function
flexure_capacity_f5(E, F_y, S_xc, S_xt, b_fc, t_fc, h, h_c, t_w, λ_f, λ_pf, λ_rf, λ_fclass, L_b, C_b=1)

Calculates the moment capacity of the applicable section.

Description of applicable member: I-shaped members with slender webs bent about their major axis.

Arguments

  • E: modulous of elasticity (ksi)
  • F_y: yield strength of steel (ksi)
  • S_x: elastic section modulous (inch^3)
  • S_xc: elastic section modulous referred to compression flange (inch^3)
  • S_xt: elastic section modulous referred to tension flange (inch^3)
  • b_fc: width of compression flange (inch)
  • t_fc: thickness of compression flange (inch)
  • h: clear distance between flanges less the fillets (inch)
  • h_c: twice the distance from the centroid to the following: (inch)
    • the inside face of the compression flange less the fillet or corner radius for rolled shapes
    • the nearest line of fasteners at the compression flange or inside face of the compression flange when welds are used for built-up sections
  • t_w: thickness of the web (inch)
  • λ_f: slenderness ratio of the flange
  • λ_pf: compact slenderness ratio limit of the flange
  • λ_rf: noncompact slenderness ratio limit of the flange
  • λ_fclass: compact noncompact or slender classification for the flange
  • L_b: unbraced length (inch)
  • C_b: lateral torsional buckling modification factor (default = 1)

Returns

  • M_n: moment capacity of the section.

Reference

  • AISC Section F5
source
AISCSteel.ChapterFFlexure.F5.calc_MnCFLB — Method
calc_MnCFLB(R_pg, F_crCFLB, S_xc)

Calculates the moment capacity of the applicable section for compression flange lateral buckling.

Description of applicable member: I-shaped members with slender webs bent about their major axis.

Arguments

  • R_pg: bending strength reduction factor
  • F_crCFLB: critical stress relating to compression flange lateral buckling
  • S_xc: elastic section modulous referred to compression flange (inch^3)

Returns

  • M_nCFLB: moment capacity of the section for compression flange lateral buckling.

Reference

  • AISC Section F5.3
source
AISCSteel.ChapterFFlexure.F5.calc_MnCFY — Method
calc_MnCFY(M_p)

Calculates the moment capacity of the applicable section for compression flange yielding.

Description of applicable member: I-shaped members with slender webs bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)

Returns

  • M_nCFY: moment capacity of the section for compression flange yielding.

Reference

  • AISC Section F5.1
source
AISCSteel.ChapterFFlexure.F5.calc_MnLTB — Method
calc_MnLTB(R_pg, F_crLTB, S_xc)

Calculates the moment capacity of the applicable section for lateral torsional buckling.

Description of applicable member: I-shaped members with slender webs bent about their major axis.

Arguments

  • R_pg: bending strength reduction factor
  • F_crLTB: critical stress relating to lateral torsional buckling
  • S_xc: elastic section modulous referred to compression flange (inch^3)

Returns

  • M_nLTB: moment capacity of the section for lateral torsional buckling.

Reference

  • AISC Section F5.2
source
AISCSteel.ChapterFFlexure.F5.calc_MnTFY — Method
calc_MnTFY(F_y, S_xt)

Calculates the moment capacity of the applicable section for tension flange yielding.

Description of applicable member: I-shaped members with slender webs bent about their major axis.

Arguments

  • F_y: yield strength of steel (ksi)
  • S_xt: elastic section modulous referred to tension flange (inch^3)

Returns

  • M_nTFY: moment capacity of the section for tension flange yielding.

Reference

  • AISC Section F5.4
source

F6. I-Shaped Members and Channels Bent about Their Minor Axis

This section is not implemented.

F7. Square and Rectangular HSS and Box Sections

This section is not implemented.

F8. Round HSS

This section is not implemented.

F9. Tees and Double Angles Loaded in the Plane of Symmetry

This section is not implemented.

F10. Single Angles

This section is not implemented.

F11. Rectangular Bars and Rounds

This section is not implemented.

F12. Unsymmetrical Shapes

This section is not implemented.

F13. Proportions of Beams and Girders

This section is not implemented.

+Chapter F - Flexure · AISCSteel.jl
GitHub

Chapter F - Design of Members for Flexure

This chapter applies to members subject to simple bending about one principal axis. For simple bending, the member is loaded in a plane parallel to a principal axis that passes through the shear center or is restrained against twisting at load points and supports.

F1. General Provisions

F2. Doubly Symmetric Compact I-Shaped Members and Channels Bent about Their Major Axis

This section applies to doubly symmetric I-shaped members and channels bent about their major axis, having compact webs and compact flanges as defined in Section B4.1 for flexure.

AISCSteel.ChapterFFlexure.F2.calc_Mn — Function
calc_Mn(E, F_y, Z_x, S_x, r_y, h_0, J, c, r_ts, L_b, C_b=1)

Calculates the moment capacity of the applicable section.

Description of applicable member: Doubly symmetric compact I-shaped members and channels bent about their major axis.

Arguments

  • E: modulous of elasticity (ksi)
  • F_y: yield strength of steel (ksi)
  • Z_x: plastic section modulous (inch^4)
  • S_x: elastic section modulous (inch^3)
  • r_y: radius of gyration about the y-axis (inch)
  • h_0: distance between the flange centroids (inch)
  • J: torsional constant (inch^4)
  • c:
  • r_ts:
  • L_b: unbraced length (inch)
  • C_b: lateral torsional buckling modification factor (default = 1)

Returns

  • M_n: moment capacity of the section.

Reference

  • AISC Section F2
source
AISCSteel.ChapterFFlexure.F2.calc_MnFY — Method
calc_MnFY(M_p)

Calculates the moment capacity of the applicable section for yielding.

Description of applicable member: Doubly symmetric compact I-shaped members and channels bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)

Returns

  • M_nFY: moment capacity of the section for yielding.

Reference

  • AISC Section F2.1
source
AISCSteel.ChapterFFlexure.F2.calc_MnLTB — Function
calc_MnLTB(M_p, F_y, S_x, F_cr, L_b, L_p, L_r, C_b=1)

Calculates the moment capacity of the applicable section for lateral torsional buckling.

Description of applicable member: Doubly symmetric compact I-shaped members and channels bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)
  • F_y: yield strength of steel (ksi)
  • S_x: elastic section modulous (inch^3)
  • F_cr: critical stress (ksi)
  • L_b: unbraced length (inch)
  • L_p: the limiting laterally unbraced length for the limit state of yielding (inch)
  • L_r: the limiting laterally unbraced length for the limit state of inelastic lateral-torsional buckling (inch)
  • C_b: lateral torsional buckling modification factor (default = 1)

Returns

  • M_nLTB: moment capacity of the section for lateral torsional buckling.

Reference

  • AISC Section F2.2
source

F3. Doubly Symmetric I-Shaped Members with Compact Webs and Noncompact or Slender Flanges Bent about Their Major Axis

This section applies to doubly symmetric I-shaped members bent about their major axis having compact webs and noncompact or slender flanges as defined in Section B4.1 for flexure.

AISCSteel.ChapterFFlexure.F3.calc_Mn — Function
calc_Mn(E, F_y, Z_x, S_x, r_y, h_0, J, c, r_ts, L_b, h, t_w, λ_f, λ_pf, λ_rf, λ_fclass, C_b=1)

Calculates the moment capacity of the applicable section.

Description of applicable member: Doubly symmetric I-shaped members with compact webs and noncompact or slender flanges bent about their major axis.

Arguments

  • E: modulous of elasticity (ksi)
  • F_y: yield strength of steel (ksi)
  • Z_x: plastic section modulous (inch^4)
  • S_x: elastic section modulous (inch^3)
  • r_y: radius of gyration about the y-axis (inch)
  • h_0: distance between the flange centroids (inch)
  • J: torsional constant (inch^4)
  • c:
  • r_ts:
  • L_b: unbraced length (inch)
  • h: clear distance between flanges less the fillets (inch)
  • t_w: thickness of the web (inch)
  • λ_f: slenderness ratio of the flange
  • λ_pf: compact slenderness ratio limit of the flange
  • λ_rf: noncompact slenderness ratio limit of the flange
  • λ_fclass: compact noncompact or slender classification for the flange
  • C_b: lateral torsional buckling modification factor (default = 1)

Returns

  • M_n: moment capacity of the section.

Reference

  • AISC Section F3
source
AISCSteel.ChapterFFlexure.F3.calc_MnCFLB — Method
calc_MnCFLB(M_p, E, F_y, S_x, k_c, λ_f, λ_pf, λ_rf, λ_fclass)

Calculates the moment capacity of the applicable section for compression flange local buckling.

Description of applicable member: Doubly symmetric I-shaped members with compact webs and noncompact or slender flanges bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)
  • E: modulous of elasticity (ksi)
  • F_y: yield strength of steel (ksi)
  • S_x: elastic section modulous (inch^3)
  • k_c:
  • λ_f: slenderness ratio of the flange
  • λ_pf: compact slenderness ratio limit of the flange
  • λ_rf: noncompact slenderness ratio limit of the flange
  • λ_fclass: compact noncompact or slender classification for the flange

Returns

  • M_nCFLB: moment capacity of the section for compression flange local buckling.

Reference

  • AISC Section F3.2
source
AISCSteel.ChapterFFlexure.F3.calc_MnLTB — Function
calc_MnLTB(M_p, F_y, S_x, F_cr, L_b, L_p, L_r, C_b=1)

Calculates the moment capacity of the applicable section for yielding.

Description of applicable member: Doubly symmetric I-shaped members with compact webs and noncompact or slender flanges bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)
  • F_y: yield strength of steel (ksi)
  • S_x: elastic section modulous (inch^3)
  • F_cr: critical stress (ksi)
  • L_b: unbraced length (inch)
  • L_p: the limiting laterally unbraced length for the limit state of yielding (inch)
  • L_r: the limiting laterally unbraced length for the limit state of inelastic lateral-torsional buckling (inch)
  • C_b: lateral torsional buckling modification factor (default = 1)

Returns

  • M_nLTB: moment capacity of the section for lateral torsional buckling.

Reference

  • AISC Section F3.1
source

F4. Other I-Shaped Members with Compact or Noncompact Webs Bent about Their Major Axis

This section applies to doubly symmetric I-shaped members bent about their major axis with noncompact webs and singly symmetric I-shaped members with webs attached to the mid-width of the flanges, bent about their major axis, with compact or noncompact webs, as defined in Section B4.1 for flexure.

AISCSteel.ChapterFFlexure.F4.calc_Mn — Method
calc_Mn(E, F_y, Z_x, S_x, S_xc, S_xt, b_fc, t_fc, h, h_c, t_w, J, h_0, I_y, I_yc, λ_w, λ_pw, λ_rw, λ_f, λ_pf, λ_rf, λ_fclass, L_b, C_b=1)

Calculates the moment capacity of the applicable section.

Description of applicable member: Other I-shaped members with compact webs or noncompact webs bent about their major axis.

Arguments

  • E: modulous of elasticity (ksi)
  • F_y: yield strength of steel (ksi)
  • Z_x: plastic section modulous (inch^4)
  • S_x: elastic section modulous (inch^3)
  • S_xc: elastic section modulous referred to compression flange (inch^3)
  • S_xt: elastic section modulous referred to tension flange (inch^3)
  • b_fc: width of compression flange (inch)
  • t_fc: thickness of compression flange (inch)
  • h: clear distance between flanges less the fillets (inch)
  • h_c: twice the distance from the centroid to the following: (inch)
    • the inside face of the compression flange less the fillet or corner radius for rolled shapes
    • the nearest line of fasteners at the compression flange or inside face of the compression flange when welds are used for built-up sections
  • t_w: thickness of the web (inch)
  • J: torsional constant (inch^4)
  • h_0: distance between the flange centroids (inch)
  • I_y: second moment of inertia about the y-axis (inch^4)
  • I_yc: second moment of inertia about the y-axis for the compression flange (inch^4)
  • λ_w: slenderness ratio of the flange
  • λ_pw: compact slenderness ratio limit of the web
  • λ_rw: noncompact slenderness ratio limit of the web
  • λ_f: slenderness ratio of the flange
  • λ_pf: compact slenderness ratio limit of the flange
  • λ_rf: noncompact slenderness ratio limit of the flange
  • λ_fclass: compact noncompact or slender classification for the flange
  • L_b: unbraced length (inch)
  • C_b: lateral torsional buckling modification factor (default = 1)

Returns

  • M_n: moment capacity of the section.

Reference

  • AISC Section F4
source
AISCSteel.ChapterFFlexure.F4.calc_MnCFLB — Method
calc_MnCFLB(M_p, R_pc, M_yc, F_L, S_xc, E, k_c, λ_f, λ_pf, λ_rf, λ_fclass)

Calculates the moment capacity of the applicable section for compression flange local buckling.

Description of applicable member: Other I-shaped members with compact webs or noncompact webs bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)
  • R_pc: web plastification factor
  • M_yc: yield moment in the compression flange
  • F_L: nominal compression flange stress above which the inelastic buckling limit states apply (ksi)
  • S_xc: elastic section modulous referred to compression flange (inch^3)
  • E: modulous of elasticity (ksi)
  • k_c:
  • λ_f: slenderness ratio of the flange
  • λ_pf: compact slenderness ratio limit of the flange
  • λ_rf: noncompact slenderness ratio limit of the flange
  • λ_fclass: compact noncompact or slender classification for the flange

Returns

  • M_nCFLB: moment capacity of the section for compression flange local buckling.

Reference

  • AISC Section F4.3
source
AISCSteel.ChapterFFlexure.F4.calc_MnCFY — Method
calc_MnCFY(R_pc, M_yc)

Calculates the moment capacity of the applicable section for compression flange yielding.

Description of applicable member: Other I-shaped members with compact webs or noncompact webs bent about their major axis.

Arguments

  • R_pc: web plastification factor
  • M_yc: yield moment in the compression flange

Returns

  • M_nCFY: moment capacity of the section for compression flange yielding.

Reference

  • AISC Section F4.1
source
AISCSteel.ChapterFFlexure.F4.calc_MnLTB — Function
calc_MnLTB(M_p, R_pc, M_yc, F_L, S_xc, F_cr, L_b, L_p, L_r, C_b=1)

Calculates the moment capacity of the applicable section for lateral torsional buckling.

Description of applicable member: Other I-shaped members with compact webs or noncompact webs bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)
  • R_pc: web plastification factor
  • M_yc: yield moment in the compression flange
  • F_L: nominal compression flange stress above which the inelastic buckling limit states apply (ksi)
  • S_xc: elastic section modulous referred to compression flange (inch^3)
  • F_cr: critical stress (ksi)
  • L_b: unbraced length (inch)
  • L_p: the limiting laterally unbraced length for the limit state of yielding (inch)
  • L_r: the limiting laterally unbraced length for the limit state of inelastic lateral-torsional buckling (inch)
  • C_b: lateral torsional buckling modification factor (default = 1)

Returns

  • M_nLTB: moment capacity of the section for lateral torsional buckling.

Reference

  • AISC Section F4.2
source
AISCSteel.ChapterFFlexure.F4.calc_MnTFY — Method
calc_MnTFY(M_p, R_pt, M_yt, S_xc, S_xt)

Calculates the moment capacity of the applicable section for tension flange yielding.

Description of applicable member: Other I-shaped members with compact webs or noncompact webs bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)
  • R_pt: web plastification factor corresponding to the tension flange yielding limit state
  • M_yt: yield moment in the tension flange
  • S_xc: elastic section modulous referred to compression flange (inch^3)
  • S_xt: elastic section modulous referred to tension flange (inch^3)

Returns

  • M_nTFY: moment capacity of the section for tension flange yielding.

Reference

  • AISC Section F4.4
source

F5. Doubly Symmetric and Singly Symmetric I-Shaped Members with Slender Webs Bent about Their Major Axis

This section applies to doubly symmetric and singly symmetric I-shaped members with slender webs attached to the mid-width of the flanges and bent about their major axis as defined in Section B4.1 for flexure.

AISCSteel.ChapterFFlexure.F5.calc_Mn — Function
flexure_capacity_f5(E, F_y, S_xc, S_xt, b_fc, t_fc, h, h_c, t_w, λ_f, λ_pf, λ_rf, λ_fclass, L_b, C_b=1)

Calculates the moment capacity of the applicable section.

Description of applicable member: I-shaped members with slender webs bent about their major axis.

Arguments

  • E: modulous of elasticity (ksi)
  • F_y: yield strength of steel (ksi)
  • S_x: elastic section modulous (inch^3)
  • S_xc: elastic section modulous referred to compression flange (inch^3)
  • S_xt: elastic section modulous referred to tension flange (inch^3)
  • b_fc: width of compression flange (inch)
  • t_fc: thickness of compression flange (inch)
  • h: clear distance between flanges less the fillets (inch)
  • h_c: twice the distance from the centroid to the following: (inch)
    • the inside face of the compression flange less the fillet or corner radius for rolled shapes
    • the nearest line of fasteners at the compression flange or inside face of the compression flange when welds are used for built-up sections
  • t_w: thickness of the web (inch)
  • λ_f: slenderness ratio of the flange
  • λ_pf: compact slenderness ratio limit of the flange
  • λ_rf: noncompact slenderness ratio limit of the flange
  • λ_fclass: compact noncompact or slender classification for the flange
  • L_b: unbraced length (inch)
  • C_b: lateral torsional buckling modification factor (default = 1)

Returns

  • M_n: moment capacity of the section.

Reference

  • AISC Section F5
source
AISCSteel.ChapterFFlexure.F5.calc_MnCFLB — Method
calc_MnCFLB(R_pg, F_crCFLB, S_xc)

Calculates the moment capacity of the applicable section for compression flange lateral buckling.

Description of applicable member: I-shaped members with slender webs bent about their major axis.

Arguments

  • R_pg: bending strength reduction factor
  • F_crCFLB: critical stress relating to compression flange lateral buckling
  • S_xc: elastic section modulous referred to compression flange (inch^3)

Returns

  • M_nCFLB: moment capacity of the section for compression flange lateral buckling.

Reference

  • AISC Section F5.3
source
AISCSteel.ChapterFFlexure.F5.calc_MnCFY — Method
calc_MnCFY(M_p)

Calculates the moment capacity of the applicable section for compression flange yielding.

Description of applicable member: I-shaped members with slender webs bent about their major axis.

Arguments

  • M_p: plastic moment of the section (kip-ft)

Returns

  • M_nCFY: moment capacity of the section for compression flange yielding.

Reference

  • AISC Section F5.1
source
AISCSteel.ChapterFFlexure.F5.calc_MnLTB — Method
calc_MnLTB(R_pg, F_crLTB, S_xc)

Calculates the moment capacity of the applicable section for lateral torsional buckling.

Description of applicable member: I-shaped members with slender webs bent about their major axis.

Arguments

  • R_pg: bending strength reduction factor
  • F_crLTB: critical stress relating to lateral torsional buckling
  • S_xc: elastic section modulous referred to compression flange (inch^3)

Returns

  • M_nLTB: moment capacity of the section for lateral torsional buckling.

Reference

  • AISC Section F5.2
source
AISCSteel.ChapterFFlexure.F5.calc_MnTFY — Method
calc_MnTFY(F_y, S_xt)

Calculates the moment capacity of the applicable section for tension flange yielding.

Description of applicable member: I-shaped members with slender webs bent about their major axis.

Arguments

  • F_y: yield strength of steel (ksi)
  • S_xt: elastic section modulous referred to tension flange (inch^3)

Returns

  • M_nTFY: moment capacity of the section for tension flange yielding.

Reference

  • AISC Section F5.4
source

F6. I-Shaped Members and Channels Bent about Their Minor Axis

This section is not implemented.

F7. Square and Rectangular HSS and Box Sections

This section is not implemented.

F8. Round HSS

This section is not implemented.

F9. Tees and Double Angles Loaded in the Plane of Symmetry

This section is not implemented.

F10. Single Angles

This section is not implemented.

F11. Rectangular Bars and Rounds

This section is not implemented.

F12. Unsymmetrical Shapes

This section is not implemented.

F13. Proportions of Beams and Girders

This section is not implemented.

diff --git a/dev/ChapterGShear/index.html b/dev/ChapterGShear/index.html index bc7270d..f21b8d3 100644 --- a/dev/ChapterGShear/index.html +++ b/dev/ChapterGShear/index.html @@ -1,2 +1,2 @@ -Chapter G - Shear · AISCSteel.jl
GitHub

Chapter G - Design of Members for Compression

This chapter addresses webs of singly or doubly symmetric members subject to shear in the plane of the web, single angles and HSS subject to shear, and shear in the weak direction of singly or doubly symmetric shapes.

This section is not implemented.

+Chapter G - Shear · AISCSteel.jl
GitHub

Chapter G - Design of Members for Compression

This chapter addresses webs of singly or doubly symmetric members subject to shear in the plane of the web, single angles and HSS subject to shear, and shear in the weak direction of singly or doubly symmetric shapes.

This section is not implemented.

diff --git a/dev/Classifications/index.html b/dev/Classifications/index.html index f34ddd1..23dab9f 100644 --- a/dev/Classifications/index.html +++ b/dev/Classifications/index.html @@ -1,2 +1,2 @@ -Classifications · AISCSteel.jl
GitHub

Classifications

These will be moved to Chapter B soon.

AISCSteel.Classifications.classify_section_for_lb_case1 — Method
classify_section_for_lb_case1(b, t, E, F_y)

Classifies the section of a member subject to axial compression.

Description of applicable member: Flanges of rolled I-shaped sections, plates projecting from rolled I-shaped sections, outstanding legs of pairs of angles connected with continuous contact, flanges of channels, and flanges of tees.

Arguments

  • b: width of the plate or half the width of the flange.
  • t: thickness of the flange.
  • E: elastic section modulous.
  • F_y: yield strength of steel.

Returns

  • CompressionBucklingType enum whose value is either Nonslender or Slender

Reference

  • AISC Table B4.1a
source
AISCSteel.Classifications.classify_section_for_lb_case10 — Method
classify_section_for_lb_case10(b, t, E, F_y)

Classifies the compressive elements of a member subject to flexural.

Description of applicable member: Flanges of rolled I-shaped sections, channels, and tees.

Arguments

  • b: width of the plate or half the width of the flange.
  • t: thickness of the flange.
  • E: elastic section modulous.
  • F_y: yield strength of steel.

Returns

  • FlexureBucklingType enum whose value is either Compact, Noncompact, or Slender

Reference

  • AISC Table B4.1b
source
AISCSteel.Classifications.classify_section_for_lb_case11 — Method
classify_section_for_lb_case11(b, t, E, F_L, k_c)

Classifies the compressive elements of a member subject to flexural.

Description of applicable member: Flanges of built-up I-shaped sections (singly or doubly symmetric).

Arguments

  • b: width of the plate or half the width of the flange.
  • t: thickness of the flange.
  • E: elastic section modulous.
  • F_L: nominal compression flange stress above which the inelastic buckling limit states apply (ksi)
  • k_c:

Returns

  • FlexureBucklingType enum whose value is either Compact, Noncompact, or Slender

Reference

  • AISC Table B4.1b
source
AISCSteel.Classifications.classify_section_for_lb_case13 — Method
classify_section_for_lb_case13(b, t, E, F_y)

Classifies the compressive elements of a member subject to flexural.

Description of applicable member: Flanges of all I-shaped sections and channels bent about their minor axis.

Arguments

  • b: width of the plate or half the width of the flange.
  • t: thickness of the flange.
  • E: elastic section modulous.
  • F_y: yield strength of steel.

Returns

  • FlexureBucklingType enum whose value is either Compact, Noncompact, or Slender

Reference

  • AISC Table B4.1b
source
AISCSteel.Classifications.classify_section_for_lb_case15 — Method
classify_section_for_lb_case15(b, t, E, F_y)

Classifies the compressive elements of a member subject to flexural.

Description of applicable member: Webs of doubly-symmetric I-shaped sections and channels.

Arguments

  • h:
    • For rolled sections: the clear distance between flanges less the fillet at each flange.
    • For built-up sections: clear distance between flanges when welds are used.
  • t_w: thickness of the web.
  • E: elastic section modulous.
  • F_y: yield strength of steel.

Returns

  • FlexureBucklingType enum whose value is either Compact, Noncompact, or Slender

Reference

  • AISC Table B4.1b
source
+Classifications · AISCSteel.jl
GitHub

Classifications

These will be moved to Chapter B soon.

AISCSteel.Classifications.classify_section_for_lb_case1 — Method
classify_section_for_lb_case1(b, t, E, F_y)

Classifies the section of a member subject to axial compression.

Description of applicable member: Flanges of rolled I-shaped sections, plates projecting from rolled I-shaped sections, outstanding legs of pairs of angles connected with continuous contact, flanges of channels, and flanges of tees.

Arguments

  • b: width of the plate or half the width of the flange.
  • t: thickness of the flange.
  • E: elastic section modulous.
  • F_y: yield strength of steel.

Returns

  • CompressionBucklingType enum whose value is either Nonslender or Slender

Reference

  • AISC Table B4.1a
source
AISCSteel.Classifications.classify_section_for_lb_case10 — Method
classify_section_for_lb_case10(b, t, E, F_y)

Classifies the compressive elements of a member subject to flexural.

Description of applicable member: Flanges of rolled I-shaped sections, channels, and tees.

Arguments

  • b: width of the plate or half the width of the flange.
  • t: thickness of the flange.
  • E: elastic section modulous.
  • F_y: yield strength of steel.

Returns

  • FlexureBucklingType enum whose value is either Compact, Noncompact, or Slender

Reference

  • AISC Table B4.1b
source
AISCSteel.Classifications.classify_section_for_lb_case11 — Method
classify_section_for_lb_case11(b, t, E, F_L, k_c)

Classifies the compressive elements of a member subject to flexural.

Description of applicable member: Flanges of built-up I-shaped sections (singly or doubly symmetric).

Arguments

  • b: width of the plate or half the width of the flange.
  • t: thickness of the flange.
  • E: elastic section modulous.
  • F_L: nominal compression flange stress above which the inelastic buckling limit states apply (ksi)
  • k_c:

Returns

  • FlexureBucklingType enum whose value is either Compact, Noncompact, or Slender

Reference

  • AISC Table B4.1b
source
AISCSteel.Classifications.classify_section_for_lb_case13 — Method
classify_section_for_lb_case13(b, t, E, F_y)

Classifies the compressive elements of a member subject to flexural.

Description of applicable member: Flanges of all I-shaped sections and channels bent about their minor axis.

Arguments

  • b: width of the plate or half the width of the flange.
  • t: thickness of the flange.
  • E: elastic section modulous.
  • F_y: yield strength of steel.

Returns

  • FlexureBucklingType enum whose value is either Compact, Noncompact, or Slender

Reference

  • AISC Table B4.1b
source
AISCSteel.Classifications.classify_section_for_lb_case15 — Method
classify_section_for_lb_case15(b, t, E, F_y)

Classifies the compressive elements of a member subject to flexural.

Description of applicable member: Webs of doubly-symmetric I-shaped sections and channels.

Arguments

  • h:
    • For rolled sections: the clear distance between flanges less the fillet at each flange.
    • For built-up sections: clear distance between flanges when welds are used.
  • t_w: thickness of the web.
  • E: elastic section modulous.
  • F_y: yield strength of steel.

Returns

  • FlexureBucklingType enum whose value is either Compact, Noncompact, or Slender

Reference

  • AISC Table B4.1b
source
diff --git a/dev/Utils/index.html b/dev/Utils/index.html index 620fd86..c5c1af8 100644 --- a/dev/Utils/index.html +++ b/dev/Utils/index.html @@ -1,2 +1,2 @@ -Utils · AISCSteel.jl
GitHub

Utils

These functions are more internal for now.

AISCSteel.Utils.import_data — Method
import_data(lookup_value, lookup_col_name::Symbol, data_location::String)

Searches the specified data location and filters for the first row of data found where the value in the column specified is equal to the lookup value.

Parameters

  • lookup_value - The value to search for
  • lookup_col_name::Symbol - the column name to search in
  • csv_file_path::String - The name of csv file in the data directory
source
+Utils · AISCSteel.jl
GitHub

Utils

These functions are more internal for now.

AISCSteel.Utils.import_data — Method
import_data(lookup_value, lookup_col_name::Symbol, data_location::String)

Searches the specified data location and filters for the first row of data found where the value in the column specified is equal to the lookup value.

Parameters

  • lookup_value - The value to search for
  • lookup_col_name::Symbol - the column name to search in
  • csv_file_path::String - The name of csv file in the data directory
source
diff --git a/dev/index.html b/dev/index.html index 38654ae..190342c 100644 --- a/dev/index.html +++ b/dev/index.html @@ -1,2 +1,2 @@ -Home · AISCSteel.jl
GitHub

AISCSteel

Build Status Build Status Coverage Coverage

AISCSteel.jl

AISCSteel is a Julia package that follows the American Institute of Steel Construction Manual (Sixteenth Edition). You can use this package to help design steel members. This is currently in active development.

Contents

Roadmap

  • Steel Shapes Database
    • [x] W Shapes
    • [x] M Shapes
    • [x] S Shapes
    • [x] HP Shapes
    • [x] C Shapes
    • [x] MC Shapes
    • [x] L Shapes
    • [x] WT Shapes
    • [x] MT Shapes
    • [x] ST Shapes
    • [x] HSS Shapes
    • [x] HSS_R Shapes
    • [x] PIPE Shapes
    • [x] 2L Shapes
  • Structs
    • [x] WShape
    • [ ] BuiltUpIShape
    • [x] M Shape
    • [x] S Shape
    • [x] HP Shape
    • [x] C Shape
    • [x] MC Shape
    • [ ] L Shape
    • [ ] WT Shape
    • [ ] MT Shape
    • [ ] ST Shape
    • [ ] HSS Shape
    • [ ] HSS_R Shape
    • [ ] PIPE Shape
    • [ ] 2L Shape
  • Compression Design (Chapter E)
    • [ ] Calculate based on E2
    • [ ] Calculate based on E3
    • [ ] Calculate based on E4
    • [ ] Calculate based on E5
    • [ ] Calculate based on E6
    • [ ] Calculate based on E7
  • Flexure Design (Chapter F)
    • [x] Calculate based on F2
    • [x] Calculate based on F3
    • [x] Calculate based on F4
    • [x] Calculate based on F5
    • [ ] Calculate based on F6
    • [ ] Calculate based on F7
    • [ ] Calculate based on F8
    • [ ] Calculate based on F9
    • [ ] Calculate based on F10
    • [ ] Calculate based on F11
    • [ ] Calculate based on F12
  • Shear Design (Chapter G)
    • [ ] Calculate based on G2
    • [ ] Calculate based on G3
    • [ ] Calculate based on G4
    • [ ] Calculate based on G5
    • [ ] Calculate based on G6
    • [ ] Calculate based on G7
+Home · AISCSteel.jl
GitHub

AISCSteel

Build Status Build Status Coverage Coverage

AISCSteel.jl

AISCSteel is a Julia package that follows the American Institute of Steel Construction Manual (Sixteenth Edition). You can use this package to help design steel members. This is currently in active development.

Contents

Roadmap

  • Steel Shapes Database
    • [x] W Shapes
    • [x] M Shapes
    • [x] S Shapes
    • [x] HP Shapes
    • [x] C Shapes
    • [x] MC Shapes
    • [x] L Shapes
    • [x] WT Shapes
    • [x] MT Shapes
    • [x] ST Shapes
    • [x] HSS Shapes
    • [x] HSS_R Shapes
    • [x] PIPE Shapes
    • [x] 2L Shapes
  • Structs
    • [x] WShape
    • [ ] BuiltUpIShape
    • [x] M Shape
    • [x] S Shape
    • [x] HP Shape
    • [x] C Shape
    • [x] MC Shape
    • [ ] L Shape
    • [ ] WT Shape
    • [ ] MT Shape
    • [ ] ST Shape
    • [ ] HSS Shape
    • [ ] HSS_R Shape
    • [ ] PIPE Shape
    • [ ] 2L Shape
  • Compression Design (Chapter E)
    • [ ] Calculate based on E2
    • [ ] Calculate based on E3
    • [ ] Calculate based on E4
    • [ ] Calculate based on E5
    • [ ] Calculate based on E6
    • [ ] Calculate based on E7
  • Flexure Design (Chapter F)
    • [x] Calculate based on F2
    • [x] Calculate based on F3
    • [x] Calculate based on F4
    • [x] Calculate based on F5
    • [ ] Calculate based on F6
    • [ ] Calculate based on F7
    • [ ] Calculate based on F8
    • [ ] Calculate based on F9
    • [ ] Calculate based on F10
    • [ ] Calculate based on F11
    • [ ] Calculate based on F12
  • Shear Design (Chapter G)
    • [ ] Calculate based on G2
    • [ ] Calculate based on G3
    • [ ] Calculate based on G4
    • [ ] Calculate based on G5
    • [ ] Calculate based on G6
    • [ ] Calculate based on G7