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Reporte estructura metalica

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J
Jose Arenas

This document summarizes the results of a steel code check for two structural members, 207 and 208. For each member, it provides properties, design criteria, service conditions, design checks for flexure, shear, tension, compression, torsion, and interaction. All design checks showed the members to be OK and within allowable ratios according to the specified design code ANSI/AISC 360-05 LRFD. Sections and material properties are also provided for each member.

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Microsoft Current Date: 18/06/2017 08:01 p.m. Units system: Metric File name: C:UsersRAFADocuments9 SemestreEstructuras metalicasEdificio Estructura de Concreto.adv Steel Code Check Design code: ANSI/AISC 360-05 LRFD ________________________________________________________________________________________________________________________ Note.- Only currently selected steel members are printed. AISI elements are not printed Report: Comprehensive AISC ________________________________________________ Member : 207 (G1) Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01
Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.10 Bottom unbraced length between lateral supports (LbBop) [m] 2.10 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.10 Unbraced compression length (Lx, Ly) [m] 2.10 2.10 Length for torsion and lateral-torsional buckling [m] 2.10 Additional hypotheses Continuous lateral torsional restraint No
Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 106.92 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 115.89 (E5-3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33 Ratio : 0.01 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.02 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 2.17 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 23.47 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.02 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.02 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 23.47 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : 2.08 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) ---------------------------------------------------------------------------------------------------------------------------------------------------------------
Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -22.01 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90)  Tension Ratio : 0.29 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand : 23498.30 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90)  Compression Ratio : 0.00 Capacity : 39424.71 [kg] Ctrl Eq. : D1 at 0.00% Demand : 23498.30 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1498.43 (Eq. E4-9)
Elastic flexural stress (Fey) [kg/cm2] 1498.43 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34537.26 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1248.13 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.32 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.00 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO
.................................................................................................................................................................... Ratio : 0.32 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 208 (G1) Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89
Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.10 Bottom unbraced length between lateral supports (LbBop) [m] 2.10 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.10 Unbraced compression length (Lx, Ly) [m] 2.10 2.10 Length for torsion and lateral-torsional buckling [m] 2.10 Additional hypotheses Continuous lateral torsional restraint No Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS ---------------------------------------------------------------------------------------------------------------------------------------------------------------
Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 106.92 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 115.89 (E5-3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33 Ratio : 0.01 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.03 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 1.83 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 18.20 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22
Ratio : 0.02 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.02 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 18.20 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : 0.69 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -18.54 [kg] Reference : (Sec. G)
--------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90)  Tension Ratio : 0.34 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand : 27423.46 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90)  Compression Ratio : 0.00 Capacity : 39424.71 [kg] Ctrl Eq. : D1 at 0.00% Demand : 27423.46 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1498.43 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1498.43 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34537.26 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1248.13 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) ---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.37 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.00 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO .................................................................................................................................................................... Ratio : 0.37 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________
Member : 209 (G1) Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36
Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.10 Bottom unbraced length between lateral supports (LbBop) [m] 2.10 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.10 Unbraced compression length (Lx, Ly) [m] 2.10 2.10 Length for torsion and lateral-torsional buckling [m] 2.10 Additional hypotheses Continuous lateral torsional restraint No Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 106.92 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 115.89 (E5-3)
--------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33 Ratio : 0.01 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.03 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 1.51 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 16.84 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.01 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.01 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 16.84 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -0.08 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -11.62 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90) 
Tension Ratio : 0.39 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand : 31100.98 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90)  Compression Ratio : 0.00 Capacity : 39424.71 [kg] Ctrl Eq. : D1 at 0.00% Demand : 31100.98 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1498.43 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1498.43 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34537.26 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1248.13 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3)
--------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.41 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.00 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO .................................................................................................................................................................... Ratio : 0.41 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 210 (G1) Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4
Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 -------------------------------------------------------------------------------------------------------------------------------
DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.10 Bottom unbraced length between lateral supports (LbBop) [m] 2.10 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.10 Unbraced compression length (Lx, Ly) [m] 2.10 2.10 Length for torsion and lateral-torsional buckling [m] 2.10 Additional hypotheses Continuous lateral torsional restraint No Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 106.92 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 115.89 (E5-3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33
Ratio : 0.06 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.14 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 1.88 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 25.53 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.09 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.10 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 25.53 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) ---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -13.41 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -93.77 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90)  Tension Ratio : 0.42 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand : 33233.26 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90) 
Compression Ratio : 0.00 Capacity : 39424.71 [kg] Ctrl Eq. : D1 at 0.00% Demand : 33233.26 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1498.43 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1498.43 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34537.26 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1248.13 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION
Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.56 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.01 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO .................................................................................................................................................................... Ratio : 0.56 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 211 (G1) Design status : N.G. ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm]
Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.10 Bottom unbraced length between lateral supports (LbBop) [m] 2.10 Effective length factor (K) -- 1.00 1.00
Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.10 Unbraced compression length (Lx, Ly) [m] 2.10 2.10 Length for torsion and lateral-torsional buckling [m] 2.10 Additional hypotheses Continuous lateral torsional restraint No Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 106.92 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 115.89 (E5-3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33 Ratio : 0.24 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : -0.57 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 2.20 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 18.51 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.54 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : -0.61 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 18.51 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : 4.05 [kg] Reference : (Sec. G)
--------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear parallel to major axis, V2 (= 0.90) Ratio : 0.02 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : 651.88 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90)  Tension Ratio : 0.40 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand : 32161.35 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90)  Compression Ratio : 0.00 Capacity : 39424.71 [kg] Ctrl Eq. : D1 at 0.00% Demand : 32161.35 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference
--------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1498.43 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1498.43 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34537.26 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1248.13 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 1.19 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value ....................................................................................................................................................................
Ratio : 0.03 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO .................................................................................................................................................................... Ratio : 1.19 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 212 (G2) Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96
Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.18 Bottom unbraced length between lateral supports (LbBop) [m] 2.18 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.18 Unbraced compression length (Lx, Ly) [m] 2.18 2.18 Length for torsion and lateral-torsional buckling [m] 2.18 Additional hypotheses Continuous lateral torsional restraint No Tension field action No
Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 111.19 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 118.12 (E5-3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33 Ratio : 0.01 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.03 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 2.20 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 17.54 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.03 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.03 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 17.54 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -0.12 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) ---------------------------------------------------------------------------------------------------------------------------------------------------------------
Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -32.36 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90)  Tension Ratio : 0.00 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand :-21081.20 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90)  Compression Ratio : 0.55 Capacity : 38353.41 [kg] Ctrl Eq. : D1 at 0.00% Demand :-21081.20 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1442.23 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1442.23 (Ec. E4-10)
Elastic torsional buckling stress (Fez) [kg/cm2] 34526.89 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1214.21 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.59 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.00 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO ....................................................................................................................................................................
Ratio : 0.59 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 213 (G2) Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10
Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.18 Bottom unbraced length between lateral supports (LbBop) [m] 2.18 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.18 Unbraced compression length (Lx, Ly) [m] 2.18 2.18 Length for torsion and lateral-torsional buckling [m] 2.18 Additional hypotheses Continuous lateral torsional restraint No Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference
--------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 111.19 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 118.12 (E5-3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33 Ratio : 0.01 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.02 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 1.52 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 23.54 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.02
Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.02 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 23.54 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -1.25 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -11.28 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference
--------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90)  Tension Ratio : 0.00 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand :-25254.10 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90)  Compression Ratio : 0.66 Capacity : 38353.41 [kg] Ctrl Eq. : D1 at 0.00% Demand :-25254.10 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1442.23 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1442.23 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34526.89 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1214.21 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90) 
Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.68 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.00 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO .................................................................................................................................................................... Ratio : 0.68 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 214 (G2)
Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value
------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.18 Bottom unbraced length between lateral supports (LbBop) [m] 2.18 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.18 Unbraced compression length (Lx, Ly) [m] 2.18 2.18 Length for torsion and lateral-torsional buckling [m] 2.18 Additional hypotheses Continuous lateral torsional restraint No Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 111.19 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 118.12 (E5-3) ---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33 Ratio : 0.01 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.03 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 1.52 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 17.87 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.02 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.02 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 17.87 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : 0.85 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -13.84 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90) 
Tension Ratio : 0.00 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand :-29334.75 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90)  Compression Ratio : 0.76 Capacity : 38353.41 [kg] Ctrl Eq. : D1 at 0.00% Demand :-29334.75 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1442.23 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1442.23 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34526.89 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1214.21 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3)
--------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.80 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.00 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO .................................................................................................................................................................... Ratio : 0.80 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 215 (G2) Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4
Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 -------------------------------------------------------------------------------------------------------------------------------
DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.18 Bottom unbraced length between lateral supports (LbBop) [m] 2.18 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.18 Unbraced compression length (Lx, Ly) [m] 2.18 2.18 Length for torsion and lateral-torsional buckling [m] 2.18 Additional hypotheses Continuous lateral torsional restraint No Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 111.19 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 118.12 (E5-3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33
Ratio : 0.04 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.11 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 1.88 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 19.49 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.08 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.09 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 19.49 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) ---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : 3.75 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -75.66 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90)  Tension Ratio : 0.00 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand :-33234.85 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90) 
Compression Ratio : 0.87 Capacity : 38353.41 [kg] Ctrl Eq. : D1 at 0.00% Demand :-33234.85 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1442.23 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1442.23 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34526.89 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1214.21 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION
Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.99 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.00 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO .................................................................................................................................................................... Ratio : 0.99 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 216 (G2) Design status : N.G. ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm]
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Reporte estructura metalica

  • 1. Microsoft Current Date: 18/06/2017 08:01 p.m. Units system: Metric File name: C:UsersRAFADocuments9 SemestreEstructuras metalicasEdificio Estructura de Concreto.adv Steel Code Check Design code: ANSI/AISC 360-05 LRFD ________________________________________________________________________________________________________________________ Note.- Only currently selected steel members are printed. AISI elements are not printed Report: Comprehensive AISC ________________________________________________ Member : 207 (G1) Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01
  • 2. Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.10 Bottom unbraced length between lateral supports (LbBop) [m] 2.10 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.10 Unbraced compression length (Lx, Ly) [m] 2.10 2.10 Length for torsion and lateral-torsional buckling [m] 2.10 Additional hypotheses Continuous lateral torsional restraint No
  • 3. Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 106.92 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 115.89 (E5-3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33 Ratio : 0.01 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.02 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 2.17 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 23.47 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F)
  • 4. Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.02 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.02 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 23.47 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : 2.08 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) ---------------------------------------------------------------------------------------------------------------------------------------------------------------
  • 5. Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -22.01 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90)  Tension Ratio : 0.29 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand : 23498.30 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90)  Compression Ratio : 0.00 Capacity : 39424.71 [kg] Ctrl Eq. : D1 at 0.00% Demand : 23498.30 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1498.43 (Eq. E4-9)
  • 6. Elastic flexural stress (Fey) [kg/cm2] 1498.43 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34537.26 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1248.13 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.32 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.00 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO
  • 7. .................................................................................................................................................................... Ratio : 0.32 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 208 (G1) Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89
  • 8. Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.10 Bottom unbraced length between lateral supports (LbBop) [m] 2.10 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.10 Unbraced compression length (Lx, Ly) [m] 2.10 2.10 Length for torsion and lateral-torsional buckling [m] 2.10 Additional hypotheses Continuous lateral torsional restraint No Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS ---------------------------------------------------------------------------------------------------------------------------------------------------------------
  • 9. Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 106.92 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 115.89 (E5-3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33 Ratio : 0.01 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.03 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 1.83 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 18.20 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22
  • 10. Ratio : 0.02 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.02 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 18.20 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : 0.69 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -18.54 [kg] Reference : (Sec. G)
  • 11. --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90)  Tension Ratio : 0.34 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand : 27423.46 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90)  Compression Ratio : 0.00 Capacity : 39424.71 [kg] Ctrl Eq. : D1 at 0.00% Demand : 27423.46 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1498.43 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1498.43 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34537.26 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1248.13 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) ---------------------------------------------------------------------------------------------------------------------------------------------------------------
  • 12. DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.37 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.00 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO .................................................................................................................................................................... Ratio : 0.37 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________
  • 13. Member : 209 (G1) Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36
  • 14. Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.10 Bottom unbraced length between lateral supports (LbBop) [m] 2.10 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.10 Unbraced compression length (Lx, Ly) [m] 2.10 2.10 Length for torsion and lateral-torsional buckling [m] 2.10 Additional hypotheses Continuous lateral torsional restraint No Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 106.92 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 115.89 (E5-3)
  • 15. --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33 Ratio : 0.01 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.03 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 1.51 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 16.84 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.01 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.01 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ---------------------------------------------------------------------------------------------------------------------------------------------------------------
  • 16. Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 16.84 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -0.08 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -11.62 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90) 
  • 17. Tension Ratio : 0.39 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand : 31100.98 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90)  Compression Ratio : 0.00 Capacity : 39424.71 [kg] Ctrl Eq. : D1 at 0.00% Demand : 31100.98 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1498.43 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1498.43 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34537.26 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1248.13 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3)
  • 18. --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.41 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.00 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO .................................................................................................................................................................... Ratio : 0.41 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 210 (G1) Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4
  • 19. Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 -------------------------------------------------------------------------------------------------------------------------------
  • 20. DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.10 Bottom unbraced length between lateral supports (LbBop) [m] 2.10 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.10 Unbraced compression length (Lx, Ly) [m] 2.10 2.10 Length for torsion and lateral-torsional buckling [m] 2.10 Additional hypotheses Continuous lateral torsional restraint No Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 106.92 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 115.89 (E5-3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33
  • 21. Ratio : 0.06 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.14 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 1.88 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 25.53 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.09 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.10 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 25.53 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) ---------------------------------------------------------------------------------------------------------------------------------------------------------------
  • 22. DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -13.41 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -93.77 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90)  Tension Ratio : 0.42 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand : 33233.26 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90) 
  • 23. Compression Ratio : 0.00 Capacity : 39424.71 [kg] Ctrl Eq. : D1 at 0.00% Demand : 33233.26 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1498.43 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1498.43 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34537.26 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1248.13 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION
  • 24. Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.56 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.01 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO .................................................................................................................................................................... Ratio : 0.56 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 211 (G1) Design status : N.G. ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm]
  • 25. Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.10 Bottom unbraced length between lateral supports (LbBop) [m] 2.10 Effective length factor (K) -- 1.00 1.00
  • 26. Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.10 Unbraced compression length (Lx, Ly) [m] 2.10 2.10 Length for torsion and lateral-torsional buckling [m] 2.10 Additional hypotheses Continuous lateral torsional restraint No Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 106.92 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 115.89 (E5-3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33 Ratio : 0.24 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : -0.57 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F)
  • 27. Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 2.20 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 18.51 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.54 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : -0.61 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 18.51 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : 4.05 [kg] Reference : (Sec. G)
  • 28. --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear parallel to major axis, V2 (= 0.90) Ratio : 0.02 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : 651.88 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90)  Tension Ratio : 0.40 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand : 32161.35 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90)  Compression Ratio : 0.00 Capacity : 39424.71 [kg] Ctrl Eq. : D1 at 0.00% Demand : 32161.35 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference
  • 29. --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1498.43 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1498.43 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34537.26 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1248.13 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 1.19 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value ....................................................................................................................................................................
  • 30. Ratio : 0.03 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO .................................................................................................................................................................... Ratio : 1.19 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 212 (G2) Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96
  • 31. Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.18 Bottom unbraced length between lateral supports (LbBop) [m] 2.18 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.18 Unbraced compression length (Lx, Ly) [m] 2.18 2.18 Length for torsion and lateral-torsional buckling [m] 2.18 Additional hypotheses Continuous lateral torsional restraint No Tension field action No
  • 32. Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 111.19 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 118.12 (E5-3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33 Ratio : 0.01 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.03 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 2.20 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 17.54 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4)
  • 33. Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.03 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.03 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 17.54 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -0.12 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) ---------------------------------------------------------------------------------------------------------------------------------------------------------------
  • 34. Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -32.36 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90)  Tension Ratio : 0.00 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand :-21081.20 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90)  Compression Ratio : 0.55 Capacity : 38353.41 [kg] Ctrl Eq. : D1 at 0.00% Demand :-21081.20 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1442.23 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1442.23 (Ec. E4-10)
  • 35. Elastic torsional buckling stress (Fez) [kg/cm2] 34526.89 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1214.21 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.59 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.00 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO ....................................................................................................................................................................
  • 36. Ratio : 0.59 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 213 (G2) Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10
  • 37. Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.18 Bottom unbraced length between lateral supports (LbBop) [m] 2.18 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.18 Unbraced compression length (Lx, Ly) [m] 2.18 2.18 Length for torsion and lateral-torsional buckling [m] 2.18 Additional hypotheses Continuous lateral torsional restraint No Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference
  • 38. --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 111.19 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 118.12 (E5-3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33 Ratio : 0.01 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.02 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 1.52 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 23.54 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.02
  • 39. Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.02 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 23.54 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -1.25 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -11.28 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference
  • 40. --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90)  Tension Ratio : 0.00 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand :-25254.10 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90)  Compression Ratio : 0.66 Capacity : 38353.41 [kg] Ctrl Eq. : D1 at 0.00% Demand :-25254.10 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1442.23 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1442.23 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34526.89 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1214.21 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90) 
  • 41. Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.68 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.00 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO .................................................................................................................................................................... Ratio : 0.68 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 214 (G2)
  • 42. Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value
  • 43. ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.18 Bottom unbraced length between lateral supports (LbBop) [m] 2.18 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.18 Unbraced compression length (Lx, Ly) [m] 2.18 2.18 Length for torsion and lateral-torsional buckling [m] 2.18 Additional hypotheses Continuous lateral torsional restraint No Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 111.19 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 118.12 (E5-3) ---------------------------------------------------------------------------------------------------------------------------------------------------------------
  • 44. DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33 Ratio : 0.01 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.03 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 1.52 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 17.87 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.02 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.02 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F)
  • 45. Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 17.87 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : 0.85 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -13.84 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90) 
  • 46. Tension Ratio : 0.00 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand :-29334.75 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90)  Compression Ratio : 0.76 Capacity : 38353.41 [kg] Ctrl Eq. : D1 at 0.00% Demand :-29334.75 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1442.23 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1442.23 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34526.89 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1214.21 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3)
  • 47. --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.80 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.00 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO .................................................................................................................................................................... Ratio : 0.80 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 215 (G2) Design status : OK ________________________________________________ PROPERTIES Section : L 4X4X3_4
  • 48. Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm] Thickness (t) 1.90 [cm] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [cm2] 35.10 Moment of Inertia (local axes) (I) [cm4] 317.17 317.17 Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40 Bending constant for moments (principal axis) (J') [cm] 0.00 6.34 Radius of gyration (local axes) (r) [cm] 3.01 3.01 Radius of gyration (principal axes) (r') [cm] 3.77 1.96 Saint-Venant torsion constant (J) [cm4] 42.46 Warping constant of the cross-section (Cw) [cm6] 300.76 Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83 Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72 Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82 Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89 Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89 Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10 Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10 Polar radius of gyration (ro) [cm] 5.33 Area for shear (Aw) [cm2] 19.35 19.35 Torsional modulus (1/C) -- 0.04 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 -------------------------------------------------------------------------------------------------------------------------------
  • 49. DESIGN CRITERIA Description Unit Major axis Minor axis --------------------------------------------------------------------------------------------------------------------------------------------------------------- Top unbraced length between lateral supports (LbTop) [m] 2.18 Bottom unbraced length between lateral supports (LbBop) [m] 2.18 Effective length factor (K) -- 1.00 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [m] 2.18 Unbraced compression length (Lx, Ly) [m] 2.18 2.18 Length for torsion and lateral-torsional buckling [m] 2.18 Additional hypotheses Continuous lateral torsional restraint No Tension field action No Single angle connected through width No Planar element No --------------------------------------------------------------------------------------------------------------------------------------------------------------- SERVICE CONDITIONS --------------------------------------------------------------------------------------------------------------------------------------------------------------- Verification Unit Value Ctrl EQ Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Tension Maximum geometric slenderness (L/r) -- 111.19 (Sec. D1) Compression Geometric critical slenderness (KL/r) -- 118.12 (E5-3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECKS DESIGN FOR FLEXURE (= 0.90)  Bending about major axis, M33
  • 50. Ratio : 0.04 Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.11 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 2.65 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F) Modification factor for lateral-torsional buckling (Cb) -- 1.88 (Sec. F1) Lateral-torsional factor (c) -- 1.00 (Sec. F2.2) Elastic lateral-torsional moment (Me) [Ton*m] 19.49 (Sec. F10) Web local buckling (WLB Mn) -- N/A (Sec. F) Local buckling (LB Mn) -- N/A (Sec. F) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) Tension flange yielding (TFY Mn) -- N/A (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.08 Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00% Demand : 0.09 [Ton*m] Reference : (Sec. F) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Yielding (Mp) [Ton*m] 1.25 (Sec. F) Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10) Elastic lateral-torsional moment (Me) [Ton*m] 19.49 (Sec. F10) Flange local buckling (FLB Mn) -- N/A (Sec. F) Slenderness parameter for flange () -- 5.33 (Sec. B4) Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4) ---------------------------------------------------------------------------------------------------------------------------------------------------------------
  • 51. DESIGN FOR SHEAR Shear parallel to major axis, V3 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : 3.75 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear parallel to major axis, V2 (= 0.90) Ratio : 0.00 Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00% Demand : -75.66 [kg] Reference : (Sec. G) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Web Shear coefficient (Cv) -- 1.00 Web plate buckling coefficient (kv) -- 1.20 (Sec. G2) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TENSION (= 0.90)  Tension Ratio : 0.00 Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00% Demand :-33234.85 [kg] Reference : (Sec. D) DESIGN FOR COMPRESSION (= 0.90) 
  • 52. Compression Ratio : 0.87 Capacity : 38353.41 [kg] Ctrl Eq. : D1 at 0.00% Demand :-33234.85 [kg] Reference : (Sec. E) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Slenderness parameter for web (w) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4) Slenderness parameter for flange (f) -- 5.33 (Sec. B4) Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4) Elastic flexural stress (Fex) [kg/cm2] 1442.23 (Eq. E4-9) Elastic flexural stress (Fey) [kg/cm2] 1442.23 (Ec. E4-10) Elastic torsional buckling stress (Fez) [kg/cm2] 34526.89 (Eq. E4-11) Critical flexural buckling stress (Fcr) [kg/cm2] 1214.21 (Sec.E) Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7) Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7) --------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN FOR TORSION (= 0.90)  Torsion Ratio : 0.00 Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00% Demand : 0.00 [Ton*m] Reference : (Sec. H3) --------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------- Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H) --------------------------------------------------------------------------------------------------------------------------------------------------------------- INTERACTION
  • 53. Combined axial and flexure interaction value .................................................................................................................................................................... Ratio : 0.99 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... Combined shear and torsion interaction value .................................................................................................................................................................... Ratio : 0.00 Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9 .................................................................................................................................................................... CRITICAL STRENGTH RATIO .................................................................................................................................................................... Ratio : 0.99 Ctrl Eq. : D1 at 100.00% Reference : (H2-1) .................................................................................................................................................................... ________________________________________________ Member : 216 (G2) Design status : N.G. ________________________________________________ PROPERTIES Section : L 4X4X3_4 Flange length (a) 10.16 [cm] Distance k (k) 2.87 [cm]