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]
![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](https://image.slidesharecdn.com/3-170619043738/85/3-7-reporte-estructura-metalica-1-320.jpg)
![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](data:image/gif;base64,R0lGODlhAQABAIAAAAAAAP///yH5BAEAAAAALAAAAAABAAEAAAIBRAA7)